HomeMy WebLinkAboutPD 2023-0013; AVIARA OAKS ELEMENTARY SCHOOL MODERNIZATION; GEOTECHNICAL REPORT; 2023-02-084373 Viewridge Avenue Suite B San Diego, California 92123 858.292.7575
944 Calle Amanecer Suite F San Clemente, CA 92673 949.388.7710
www.usa-nova.com
NOVA Project No. 2021251
February 8, 2023
Aviara Oaks Elementary School Modernization
PD 2023-0013
6900 Ambrosia Lane
Carlsbad, California
Submitted to: Carlsbad Unified School District
6225 El Camino Real
Carlsbad, California 92009
REPORT
UPDATE GEOTECHNICAL INVESTIGATION
-~ CARLSBAD ~~ Unified School District
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NOVA
Services
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION DVBE SBE SDVOSB SLBE
4373 Viewridge Avenue, Suite B
San Diego, CA 92123
P: 858.292.7575
www.usa-nova.com 944 Calle Amanecer, Suite F
San Clemente, CA 92673
P: 949.388.7710
Jessica Kimbrell February 8, 2023
Carlsbad Unified School District NOVA Project No. 2021251
6225 El Camino Real
Carlsbad, CA 92009
Subject: Report
Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization
6900 Ambrosia Lane, Carlsbad, CA
Dear Ms. Kimbrell:
NOVA Services, Inc. (NOVA) is pleased to present its report describing the geotechnical investigation
and stormwater infiltration testing performed for the Aviara Oaks Elementary School Modernization
project. NOVA’s services were conducted in accordance with its proposals dated November 10, 2021,
and November 14, 2022.
Since the report by NOVA was submitted to Carlsbad Unified School District (CUSD) in December
2021, the scope of the modernization has changed; however, the original report with the incomplete
scope of work was submitted to California Geological Survey (CGS) for review. This report provides
the findings of additional site characterization and reporting to address development concepts that are
current as of this date as well as addressing the Engineering Geology and Seismology Review
comments from CGS.
NOVA appreciates the opportunity to be of continued service to the Carlsbad Unified School District.
If you have any questions regarding this report, please do not hesitate to call us at 858.292.7575 x
413.
Sincerely,
NOVA Services, Inc.
_________________________ _______________________
John F. O’Brien, PE, GE Melissa Stayner, PG, CEG
Principal Geotechnical Engineer Senior Engineering Geologist
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
i
REPORT
UPDATE GEOTECHNICAL INVESTIGATION
Aviara Oaks Elementary School Modernization
6900 Ambrosia Lane, Carlsbad, California
TABLE OF CONTENTS
1. INTRODUCTION ............................................................................................................. 1
1.1. Terms of Reference .......................................................................................................... 1
1.2. Previous Geotechnical Reporting ...................................................................................... 2
1.3. Objectives, Scope, and Limitations .................................................................................... 2
1.3.1 Objectives ............................................................................................................ 2
1.3.2 Scope .................................................................................................................. 2
1.3.3 Limitations ........................................................................................................... 3
2. BACKGROUND .............................................................................................................. 4
2.1. Site Description ................................................................................................................. 4
2.2. Historical Use .................................................................................................................... 5
2.2.1 General ............................................................................................................... 5
2.2.2 Site Development Earthwork ............................................................................... 5
2.3. Proposed School Improvements ....................................................................................... 6
2.3.1 Architectural ........................................................................................................ 6
2.3.2 Structural ............................................................................................................. 6
2.3.3 Earthwork ............................................................................................................ 7
2.3.4 Stormwater .......................................................................................................... 7
3. SUBSURFACE EXPLORATION AND LABORATORY TESTING ................................. 8
3.1. Overview ........................................................................................................................... 8
3.2. Engineering Borings .......................................................................................................... 9
3.3. Laboratory Testing ............................................................................................................ 9
3.4. CPT Soundings ................................................................................................................. 9
3.5. Percolation Testing ........................................................................................................... 9
4. GEOLOGY AND SUBSURFACE CONDITIONS .......................................................... 10
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
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4.1. Regional Geology ............................................................................................................ 10
4.2. Site-Specific Geology ...................................................................................................... 11
4.3. Groundwater ................................................................................................................... 12
4.4. Mechanical Characteristics of the Subsurface Materials .................................................. 12
5. REVIEW OF GEOLOGIC, SOIL, AND SITING HAZARDS........................................... 14
5.1. Overview ......................................................................................................................... 14
5.2. Geologic Hazards ............................................................................................................ 14
5.2.1 Strong Ground Motion ....................................................................................... 14
5.2.2 Faulting in the Site Vicinity ................................................................................. 14
5.2.3 Historical Seismicity ........................................................................................... 15
5.2.4 Landslide ........................................................................................................... 16
5.3. Soil Hazards .................................................................................................................... 16
5.3.1 Liquefaction ....................................................................................................... 16
5.3.2 Seismic Compression ........................................................................................ 16
5.3.3 Deep Fill Settlement .......................................................................................... 17
5.3.4 Hydro-Collapse .................................................................................................. 18
5.3.5 Expansive Soils ................................................................................................. 18
5.4. Siting Hazards ................................................................................................................. 19
5.4.1 Site Suitability .................................................................................................... 19
5.4.2 Inundation .......................................................................................................... 19
5.4.3 Subsidence ........................................................................................................ 19
6. EARTHWORK AND FOUNDATIONS ........................................................................... 20
6.1. Overview ......................................................................................................................... 20
6.1.1 Review of Seismic Hazards ............................................................................... 20
6.1.2 Conformance with Codes .................................................................................. 20
6.1.3 Review and Surveillance ................................................................................... 20
6.2. Seismic Resistant Design ................................................................................................ 20
6.2.1 Site Class .......................................................................................................... 20
6.2.2 CBC Seismic Design Parameters ...................................................................... 21
6.3. Corrosion and Sulfate Attack ........................................................................................... 22
6.4. Earthwork ........................................................................................................................ 22
6.4.1 General ............................................................................................................. 22
6.4.2 Potential Effects of Past Site Use ...................................................................... 23
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
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6.4.3 Site Preparation ................................................................................................. 23
6.4.4 Select Fill ........................................................................................................... 23
6.4.5 Remedial Grading - Building 800 and Relocatable/Modular Classrooms ........... 23
6.4.6 Remedial Grading – Pedestrian Hardscape ....................................................... 24
6.4.7 Remedial Grading – Pavements ........................................................................ 24
6.4.8 Remedial Grading – Site Walls and Retaining Walls .......................................... 24
6.4.9 Remedial Grading – Play Area .......................................................................... 25
6.4.10 Temporary Excavations ..................................................................................... 25
6.4.11 Surface Drainage ............................................................................................... 25
6.5. Foundations .................................................................................................................... 26
6.5.1 General ............................................................................................................. 26
6.5.2 Spread Footings for Building 800 ....................................................................... 26
6.5.3 Relocatable/Modular Classrooms ...................................................................... 27
6.5.4 CIDH Piles ......................................................................................................... 27
6.5.5 Foundation Plan Review .................................................................................... 28
6.6. Interior Slabs-On-Grade .................................................................................................. 28
6.7. Hardscape ....................................................................................................................... 28
6.8. Conventional Retaining Walls .......................................................................................... 29
6.8.1 Foundations ....................................................................................................... 29
6.8.2 Active Earth Pressures ...................................................................................... 29
6.8.3 Drainage ............................................................................................................ 29
6.9. Pipelines ......................................................................................................................... 30
6.10. Pavements .................................................................................................................... 31
7. INFILTRATION FEASIBILITY ....................................................................................... 32
7.1. Overview ......................................................................................................................... 32
7.2. Percolation Testing ......................................................................................................... 32
7.3. Review of Infiltration Restrictions..................................................................................... 33
7.4. Suitability of the Site for Stormwater Infiltration ............................................................... 34
8. REFERENCES .............................................................................................................. 35
8.1. Site Specific .................................................................................................................... 35
8.2. Design ............................................................................................................................. 35
8.3. Site Setting ...................................................................................................................... 36
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
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List of Figures
Figure 1-1. Site Vicinity
Figure 2-1. Site Location Map
Figure 2-2. USGS Quadrangle Map
Figure 2-3. Locations of New Building 800 and Proposed Portable/Modular Classrooms
Figure 2-4 Planned New Stormwater BMPs
Figure 3-1. Location of Subsurface Explorations
Figure 4-1. Regional Geology in the Vicinity of the Site
Figure 4-2. Fill at Boring 3
Figure 4-3. Representative Santiago Formation Soil
Figure 4-4. Tip Resistance, Constrained Modulus, and Soil Type, CPT-2
Figure 5-1. Faulting in the Site Vicinity
Figure 5-2. Liquefaction Hazard Mapping, City of Carlsbad General Plan
Figure 6-1. Typical Conventional Retaining Wall Backdrain Details
List of Tables
Table 6-1. 2019 CBC and ASCE 7-16 Seismic Design Parameters – Building 800 and
Relocatable/Modular Buildings
Table 6-2. 2019 CBC and ASCE 7-16 Seismic Design Parameters –Western Portion of Campus
Table 6-3. Summary of Corrosivity Testing of the Near Surface Soil
Table 6-4. AC and PCC Pavement Sections
Table 7-1. Summary of Percolation Testing
Table 7-2. Determination of Safety Factor
Table 7-3. Infiltration Restrictions
List of Plates
Plate 1 Geotechnical Map
Plate 2 Geologic Cross-Sections
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
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List of Appendices
Appendix A Use of the Geotechnical Report
Appendix B Boring Logs
Appendix C Geotechnical Laboratory Testing
Appendix D CPT Logs
Appendix E Liquefaction and Seismic Settlement Calculations
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
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1. INTRODUCTION
1.1. Terms of Reference
This report presents the findings of the geotechnical investigation and stormwater infiltration testing
performed for the Aviara Oaks Elementary School Modernization project. The work was completed for
Carlsbad Unified School District in general accordance with its proposals dated November 10, 2021,
and November 14, 2022.
Figure 1-1 depicts the site vicinity.
Figure 1-1. Site Vicinity Map
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
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1.2. Previous Geotechnical Reporting
NOVA provided a report of the geotechnical investigation of this site in a December 17, 2021 report
(NOVA, 2021). This Update report provides the findings of additional site characterization and reporting
to address development concepts that are current as of this date as well as addressing the Engineering
Geology and Seismology Review comments from California Geological Survey (CGS,2022a).
1.3. Objectives, Scope, and Limitations
1.3.1 Objectives
The objectives of the work reported herein are threefold, as described below.
1. Geohazards. Assessment of geologic and geotechnical hazards associated with Aviara Oaks
Elementary School, completing this assessment in conformance with the requirements of
California Geological Survey, Note 48 Checklist for Review of Engineering Geology and
Seismology Reports for California Public Schools, Hospitals, and Essential Service Buildings
(CGS, 2022b).
2. Geotechnical. Characterization of the subsurface in a manner sufficient to provide
recommendations for earthwork and foundation-related design and construction in
conformance with Chapter 18A of Title 24, Part 2 of the 2019 California Building Code (CBC).
3. Stormwater. Testing and related evaluation to provide guidance for design of stormwater
infiltration Best Management Practices (‘stormwater BMPs’) in conformance with the City of
Carlsbad BMP Design Manual (Carlsbad, 2023).
1.3.2 Scope
In order to accomplish the objectives above, NOVA undertook a program of subsurface exploration, in
situ testing, laboratory testing, geologic evaluation, engineering evaluation, and reporting as abstracted
below.
• Subsurface conditions were explored by drilling and sampling 11 geotechnical hollow-stem
borings (B-1 through B-11), one geotechnical hand-auger boring (HA-1), and four percolation
test borings (P-1 through P-4), and to depths between 5 to 81½ feet below the ground surface
(bgs).
• Borehole percolation testing was completed at two locations identified by the design team as
prospective stormwater BMPs.
• As a part of the update investigation, three cone penetration tests (CPTs) (CPT-1 through
CPT-3) were pushed to depths up to about 79 feet bgs.
• Laboratory testing was completed on representative soil samples.
• The findings of the subsurface exploration and laboratory testing were utilized to support
evaluations of the geologic and geotechnical aspects of the proposed school modernization.
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
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1.3.3 Limitations
Geotechnical engineering and the related geological sciences are characterized by uncertainty. The
recommendations provided in this report have been developed by NOVA using judgment and opinion
and based upon the limited information available from the borings. NOVA can finalize its
recommendations only by observing actual subsurface conditions revealed during construction. NOVA
cannot assume responsibility or liability for the report's recommendations if NOVA does not perform
construction observation.
This report does not address any environmental assessment or investigation for the presence or
absence of hazardous or toxic materials in the soil, soil gas, groundwater, or surface water within or
beyond the site.
This report is supported by five appendices:
• Appendix A Use of the Geotechnical Report
• Appendix B Boring Logs
• Appendix C Geotechnical Laboratory Testing
• Appendix D CPT Logs
• Appendix E Liquefaction and Seismic Settlement Calculations
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
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2. BACKGROUND
2.1. Site Description
Aviara Oaks Elementary School is located at 6900 Ambrosia Lane in the City of Carlsbad, San Diego
County, California. The school is bounded on the north by Aviara Oaks Middle School, on the east by
undeveloped land, on the west and southwest by Ambrosia Lane, and on the southeast by Aviara
Parkway.
The portion of the site proposed for modernization currently supports sidewalks, grass fields, asphalt
play courts, and an asphalt paved parking lot. Figure 2-1 depicts the site location on a recent aerial
image.
Figure 2-1. Site Location Map
Site elevations range from approximately +166 feet mean sea level (msl) in the northwestern parking
lot to approximately +145 feet msl near the southern site boundary. This ± 20-foot elevation differential
occurs over a horizontal distance of about 1,000 feet, a surface gradient of about 2%.
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
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2.2. Historical Use
2.2.1 General
A review of historic aerial photos shows that the site area was undeveloped until about 1989, with
portions of the site used for agricultural purposes. By 1989 grading operations for Aviara Parkway and
the school had begun. By 1991, the grading was complete, and the site was in its existing configuration.
2.2.2 Site Development Earthwork
Review of historic topographic mapping indicates that the campus spans a previous ridge on the west,
and canyon on the east. Figure 2-2 presents the site location on a United States Geologic Survey
(USGS) 7½ Minute Quadrangle Map that reflects historic topography prior to grading of the school.
Figure 2-2. USGS Quadrangle Map
Review of topographic mapping indicates the ridge rose to approximately El. +240 feet msl, and the
bottom of the canyon was at an elevation of about El. +110 feet msl. This pre-construction topography
suggests there was significant grading to develop the current, relatively level groundform of the
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
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campus. Grading included cuts up to 70 feet on the far west side and fills of at least 60 feet below the
east side of campus. This cut and deep valley fill within the site limits is consistent with the findings of
NOVA’s geotechnical borings, which encountered bedrock from the surface in the western portion of
the campus and deepening artificial fill moving eastward.
The subsurface conditions observed in the borings are discussed further in Section 4.
2.3. Proposed School Improvements
2.3.1 Architectural
An architectural plan sheet provided by Ruhnau Clarke Architects (hereinafter ‘RCA 2022’) indicates
that structural modernizations to the school will include the replacement of Building 800, currently a
single-story modular building with construction of a permanent single-story building, as well as
construction of single-story modular and relocatable buildings. Figure 2-3 indicates these locations.
Additional improvements will include reconfiguration and paving of asphalt parking lots and drop-off
areas, new flatwork, utility installation, and new stormwater BMP structures. Play structures will be
added in the hardcourt play area.
Figure 2-3. Locations of New Building 800 and Proposed Portable/Modular Classrooms
2.3.2 Structural
Building 800 and the portable/modular classrooms will impart relatively light loads to foundations, such
that structures may be founded on shallow foundations. The ground level slab of Building 800 may be
supported at grade.
r-
........... ,..._, .. ,.,.._ =:;:..:ao;:::··-
GATE NOTES ------··-----, ... ...:...~ .. '_.., __ ., ___ _ ....,,._.1..... ______ .,_
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
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2.3.3 Earthwork
Grading plans have not been developed for this site at the time of this report, but based on
conversations with the architect, planned grades will not vary appreciably from existing grades, and as
such, grading and earthwork will be minimal. The principal elements of earthwork will be related to
remedial grading for the new classrooms, utilities, pavement, and flatwork.
2.3.4 Stormwater
Two new stormwater infiltration basins will be developed at the southern portion of the site. Figure 2-4
depicts the locations and alignment of these basins on the campus.
Figure 2-4. Planned New Stormwater BMPs
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
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3. SUBSURFACE EXPLORATION AND LABORATORY TESTING
3.1. Overview
The subsurface exploration comprised of the elements of work abstracted below.
1. Engineering Borings. 12 geotechnical borings (B-1 through B-11 and HA-1) were extended to
depths of 7 feet to 81½ feet below the ground surface (bgs). Borings B-1 through B-11 were
advanced using a truck-mounted drill rig equipped with a hollow-stem auger. HA-1 was
advanced using a hand auger. Borings B-1 through B-9 were completed on November 23, 2021
and the additional borings were completed on November 21, 2022.
2. Percolation Testing. Four percolation test borings (P-1 through P-4) were each extended to
about 5 feet bgs, converted to percolation test wells, then tested in conformance with City of
Carlsbad requirements.
3. CPT Soundings. Three cone penetration test soundings (CPT-1 through CPT-3) were extended
to depths up to 80 feet on November 26, 2022.
Figure 3-1 presents the approximate locations of the above explorations. Plate 1- Subsurface
Investigation Map, provided following the text of this report, provides this graphic on a larger scale.
Figure 3-1. Location of Subsurface Exploration
KEV TO SYMBOLS
B-11 GEOTECHNICAL
8 BORING
P-4 PERCOLATION TEST
EE) BORING
CPT-3 CONE PENETRATION @ TEST
HA-1 HAND AUGER (i) BORING
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
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Soil samples recovered from the borings were returned to NOVA’s materials laboratory for inspection
and testing. The remainder of this section describes the subsurface exploration and laboratory testing.
3.2. Engineering Borings
The engineering borings were advanced by a truck-mounted drilling rig utilizing hollow stem auger
drilling equipment. Boring locations were determined in the field by the NOVA geologist. Elevations of
the ground surface at the boring locations were estimated based on existing topography that was
provided to NOVA.
A NOVA geologist logged the boring and collected samples of the materials encountered for laboratory
testing. Relatively undisturbed samples were obtained using a modified California (CAL) sampler, a
ring-lined split tube sampler with a 3-inch outer diameter and 2½-inch inner diameter. Disturbed
samples were recovered by means of the Standard Penetration Test (SPT), using a 2-inch outer
diameter and 1⅜-inch inner diameter split tube sampler. Disturbed bulk samples were also obtained
from the drill cuttings
The CAL and SPT samplers were driven using an automatic hammer with a calibrated Energy Transfer
Ratio (ETR) of approximately 70.6%. The number of blows needed to drive the sampler the final 12
inches of an 18-inch drive is noted on the logs. The field blow counts, N, were corrected to a standard
hammer (cathead and rope) with a 60% ETR. The corrected blow counts are noted on the boring logs
as N60. Logs of the borings are presented in Appendix B. Soils are classified according to the Unified
Soil Classification System.
3.3. Laboratory Testing
NOVA tested selected samples from the borings to evaluate soil classification and engineering
properties. The laboratory tests consisted of particle-size distribution, maximum density and optimum
moisture content, Atterberg limits, expansion index, direct shear, R-value, and corrosivity. The results
of the laboratory tests and brief explanations of the test procedures are presented in Appendix C.
3.4. CPT Soundings
Three cone penetration test (CPT) soundings after ASTM D5778 were completed on November 26,
2022 at the locations indicated on Figure 3-1. Appendix D presents the CPT data and the
liquefaction/seismic compression analysis based on CPT data.
3.5. Percolation Testing
NOVA coordinated with the design team to identify locations for potential stormwater BMPs. Four
8-inch diameter percolation test wells and two exploratory borings were drilled within the area of the
two proposed BMPs. Testing was conducted in accordance with the borehole percolation test method
described within the City of Carlsbad BMP Design Manual.
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
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4. GEOLOGY AND SUBSURFACE CONDITIONS
4.1. Regional Geology
The site is located within the Peninsular Ranges Geomorphic Province of California, which stretches
from the Los Angeles basin to the tip of Baja California in Mexico. This province is characterized as a
series of northwest-trending mountain ranges separated by subparallel fault zones and a coastal plain
of subdued landforms.
The mountain ranges are underlain primarily by Mesozoic metamorphic rocks that were intruded by
plutonic rocks of the Peninsular Ranges Batholith, while the coastal plain is underlain by subsequently
deposited marine and nonmarine sedimentary formations. The site is located within the coastal plain
portion of the province, underlain by Santiago Formation and Alluvium.
Figure 4-1 reproduces mapping of surficial geology in the vicinity of the site. Plate 1 (provided following
the text of the report) presents the site-specific geology. Plate 2 presents geologic cross-sections.
Figure 4-1. Regional Geology Map
KEV TO SYMBOLS
YOUNG ALLUVIAL
FLOOD-PLAIN DEPOSITS
VERY OLD PARALIC
DEPOSITS, UNIT 10
SANTIAGO FORMATION
METAMORPHOSED AND
UNMETAMORPHOSED VOLCANIC AND
SEDIMENTARY ROCKS, UNDIVIDED
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Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
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4.2. Site-Specific Geology
The western portion of the campus is in cut, underlain by Tertiary Santiago Formation (map symbol
Tsa). Moving eastward, the campus transitions from cut conditions to deep fill conditions, where the
pre-exiting canyon was infilled to construct the campus. Geologic Cross-Section A-A’ on Plate 2 depicts
this transition. Alluvium was identified as overlying the Santiago Formation in the southern portion of
the site in Boring B-1.
Descriptions of the materials encountered in the borings are presented below.
Fill (af): As discussed, the depth of artificial fill across the site increases in depth moving
eastward. Fill was encountered in Boring B-11, drilled on the eastern portion of the site, to a
maximum depth of 70 feet bgs. The fill is comprised of generally medium dense to dense, light
gray-brown and olive brown silty and clayey sand and sandy clay The fill appears to be mostly
derived from the underlying Santiago Formation. Figure 4-2 depicts this unit.
No record of the placement and compaction of this fill was available at the time of this report.
As a result, the fill is considered ‘undocumented’. However, data obtained from the borings and
CPT soundings suggest that this fill was engineered.
Figure 4-2. Fill at Boring B-3
Quaternary Older Alluvium (Qoa): Beneath the fill in Boring B-1, the site is underlain by
alluvium. The geologic map indicates that it is young alluvium; however, due to the relatively
dense nature and visual appearance of the alluvium, it is NOVA’s judgement that this unit is
more appropriately characterized as older alluvium. As encountered in the borings, the older
alluvium consists of yellowish-brown to dark brown silty sand with thin interbedded lenses of
yellow sand. Blow counts indicate this unit is dense.
Tertiary Santiago Formation (Tsa): The Santiago Formation was encountered at the surface
within Borings B-6 and B-11 and deepens moving eastward. As encountered in the borings,
this formation is comprised of light gray-brown to yellowish-brown silty and clayey sandstone
and sandy claystone, which is very dense and hard. Figure 4-3 depicts this unit.
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
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Figure 4-3. Representative Santiago Formation Soil
4.3. Groundwater
Perched groundwater was encountered in Boring B-10 with a seep at approximately 51 feet bgs and
in B-11 water was encountered at 46 feet bgs. Infiltrating storm water from prolonged wet periods can
‘perch’ atop localized zones of lower permeability soil above the static groundwater level. Localized
perched groundwater conditions can also develop once site development is complete and landscape
irrigation commences.
For the purpose of modeling seismic-related settlement, water was conservatively estimated to be
located at 30 feet bgs.
4.4. Mechanical Characteristics of the Subsurface Materials
Figure 4-4 reproduces the profile developed by CPT-2, the deepest of the soundings. Below a depth
of about 15 feet bgs, the soils are characteristically fine grained, comprised of a mixture of clayey sand
to sandy clay of dense/stiff consistency.
In general, the subsurface at the location of CPT-2 is characterized by relatively higher resistance to
penetration of the cone tip (qt), an indicator of soils of low compressibility. The constrained modulus
(M) inferred by this tip resistance is high, characteristically exceeding 1,000 tsf. As may further be seen
by review of Figure 4-4, resistance to penetration by the cone tip is characteristic of denser soils, as
indicated by the dilative response to shear by the cone tip.
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
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Figure 4-4. Tip Resistance, Constrained Modulus, and Soil Type, CPT-2
d, Nor m. SBTm1
0 -.---------------,
5 -
0
iO o-l--~::=~=~~--~
D 1 IJ; 2 01Il l Da 400 501Il I) ,000 ,4 ..00 0
D r.eststa -ce f ) • (C ) (1!lr )
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
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5. REVIEW OF GEOLOGIC, SOIL, AND SITING HAZARDS
5.1. Overview
This section provides review of geologic, soil and siting hazards common to this region of California,
considering each for its potential to affect the site.
The primary hazard identified by this review is that the site is at risk of moderate-to-severe ground
shaking in response to a large-magnitude earthquake during the life of the school campus. This
circumstance is common to all civil works in this area of California, and while strong ground motion
could affect the site, there is no risk of liquefaction or related seismic phenomena. The following
subsections detail NOVA’s review of geologic, soil, and siting hazards.
5.2. Geologic Hazards
5.2.1 Strong Ground Motion
The site is located in a seismically active area, and the potential for strong ground motion is considered
significant during the design life of the proposed structure. Major known active faults in the region
consist generally of en echelon, northwest striking, right-lateral, strike-slip faults. These include the
San Andreas, Elsinore, and San Jacinto faults located northeast of the site, and the San Clemente,
San Diego Trough, and Agua Blanca-Coronado Bank faults located to the west of the site. The fault
zone with the most potential for strong ground motion in Carlsbad is the major north and northwest
striking Newport-Inglewood-Rose Canyon Fault Zone (NIRC). This fault zone is estimated to be able
to generate earthquakes of MW = 6.9.
5.2.2 Faulting in the Site Vicinity
Earthquake Fault Zones have been established along known active faults in California in accordance
with the Alquist-Priolo Earthquake Fault Zoning Act. The State Geologist defines an “active” fault as
one which has had surface rupture within recent geologic time (i.e., Holocene time, <11,700 years
before present [b.p.]). Earthquake Fault Zones have been delineated to encompass traces of known,
Holocene-active faults to address hazards associated with fault surface rupture within California.
Where developments for human occupancy are proposed within these zones, the state requires
detailed fault evaluations be performed to identify the locations of active faults and recommend
setbacks from locations of possible surface fault rupture.
The site is not located in an Alquist-Priolo Earthquake Fault Zone. No active surface faults are mapped
across the site. The nearest active fault is within the Oceanside section of the NIRC fault zone about
5.5 miles to the west. Due to the lack of active faulting, the probability of fault rupture at this site is
considered very low.
Figure 5-1 depicts faulting in the site vicinity.
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Figure 5-1. Faulting in the Site Vicinity
5.2.3 Historical Seismicity
Most of the large historical earthquakes that have been documented in this area of San Diego County
occur east of the site, 60 or more miles away. Most of these appear to be on splays of the San Jacinto
Fault Zone. In 1954 the San Jacinto Fault Earthquake (Mw 6.4) cracked plaster walls in San Diego. In
1968 the Borrego Mountain Earthquake (Mw 6.5) reportedly severed powerlines in San Diego County.
Two additional large quakes without local damage reports have been noted from the SCEC website:
The Imperial Valley Earthquake (Mw 6.4) on October 15, 1979, and the Superstition Hills Earthquake
(Mw 6.6) In 1987.
In summary, in the event of a large earthquake on one of the larger southern California fault zones,
ground motion acceleration may be noted at the site, but it appears doubtful based on historical
seismicity that the proposed improvements will experience anything more than minor cosmetic
damage.
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5.2.4 Landslide
As used herein, ‘landslide’ describes downslope displacement of a mass of rock, soil, and/or debris by
sliding, flowing, or falling. Such mass earth movements are greater than about 10 feet thick and larger
than 300 feet across. Landslides typically include cohesive block glides and disrupted slumps that are
formed by translation or rotation of the slope materials along one or more slip surfaces.
The causes of classic landslides start with a preexisting condition - characteristically, a plane of weak
soil or rock - inherent within the rock or soil mass. Thereafter, movement may be precipitated by
earthquakes, wet weather, and changes to the structure or loading conditions on a slope (e.g., by
erosion, cutting, filling, release of water from broken pipes, etc.).
No evidence of landslides, deep-seated landslides, or slope instabilities were observed in geologic
reconnaissance at the time of the field investigation. Review of the California Geologic Survey
Landslide Inventory indicates that there are no known landslides in this area.
In consideration of the indications of published information, the flat-lying topography of the site, and
the minor grading operations involved with the proposed modernization improvements, the potential
for a landslide to affect this site is considered very low.
5.3. Soil Hazards
5.3.1 Liquefaction
Liquefaction occurs when loose, saturated, generally fine sands and silts are subjected to strong
ground shaking. The soil loses shear strength and become liquid, resulting in large total and differential
ground surface settlements.
NOVA analyzed the subsurface for liquefaction, assuming a groundwater level at 30 feet depth. This
evaluation showed that the site is not at risk for liquefaction. The site is not mapped within a
Liquefaction zone by either CGS or the City of Carlsbad. Figure 5-2 (following page) reproduces
liquefaction zones within the City of Carlsbad General Plan (Carlsbad, 2015).
In consideration of the analyses by NOVA and the indications of mapping by the City Of Carlsbad,
NOVA does not consider the site to be at risk for liquefaction.
5.3.2 Seismic Compression
As used herein, seismic compression is intended to describe the accrual of contractive volumetric
strains in unsaturated soils as a result of a seismic event. Also referenced as ‘dynamic settlement’ and
‘dry sand settlement’ in unsaturated sands and silts, the phenomenon is well recognized as a cause of
seismically-induced damage to structures and infrastructure.
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Figure 5-2. Liquefaction Hazard Mapping, City of Carlsbad General Plan
Estimates of seismic compression for the sandy soils of this site were completed using the CPT data
and procedures recommended by Robertson and Shao (2010). These estimates indicate that less than
0.5 inch of ground settlement could occur as a result of a major seismic event. This settlement will not
threaten the integrity of the planned construction, such that no corrective measures are recommended
to address this risk. A summary of this analysis is included in Appendix D.
5.3.3 Deep Fill Settlement
As discussed in Sections 2 and 4, the eastern portion of the school campus is developed on deep fill.
No records are available regarding placement of this fill, such that the fill is considered ‘undocumented’.
However, data obtained from the borings and CPT soundings suggest that this fill was engineered.
Even with good planning and control during fill placement, deep fills are often associated with large
total and differential movements.
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The causes of these movements are typically related to settlement of deeper portions of the fill by
‘hydrocompression’ and by self-weight, and swelling of thinner areas of fill that may include expansive
soils. As used herein, ‘hydrocompression’ is intended to describe settlement of a thick fill by longer-
term wetting following construction. The term is distinct from hydro-collapse, as described in the
following subsection.
The fill at the Aviara Oaks site is non-plastic, with little risk of soil expansion. However, it is likely that
areas of the thicker fill at this site have experienced some hydrocompression. Even if the fill as placed
with relatively good quality control (i.e., placing the fill at >90% relative compaction and at moisture
contents above optimum) the risk of post-construction settlement due to hydrocompression cannot be
ignored. Such settlements are commonly observed to initiate several years to a decade following
construction, as the fill is wetted by irrigation, infiltrating stormwater, and water infiltrating from
surrounding formational units.
In consideration of the foregoing, it is NOVA’s judgment that the zones of deep fill at this site have
likely experienced post-construction settlements of perhaps several inches. However, in consideration
of the age of the fill (more than 30 years) and the coarse-grained nature of the fill, it is likely that this
movement is complete. As such, the risk of potentially damaging total and differential movement
beneath the planned temporary classrooms and related modernization infrastructure is low.
5.3.4 Hydro-Collapse
Hydro-collapsible soils are common in the arid climates of the western United States in specific
depositional environments (principally, in areas of young alluvial fans, mudflow/debris flow sediments,
and loess (wind-blown sediment)) deposits. These soils are characterized by low in situ density, low
moisture contents, and relatively high unwetted strength.
The soil grains of hydro-collapsible soils were initially deposited in a loose state (i.e., high initial ‘void
ratio’) and thereafter lightly bonded by water-sensitive binding agents (e.g., clay particles, low-grade
cementation, etc.). While relatively strong in a dry state, the introduction of water into these soils causes
the binding agents to fail, causing rapid densification and volume loss. This change is manifested at
the ground surface as subsidence or settlement. Ground settlements from the hydro-collapse can be
damaging to structures and civil works. Human activities that can facilitate soil collapse include
irrigation, water impoundment, changes to the natural drainage, disposal of wastewater, etc.
The fill, the alluvium, and the Santiago Formation underlying the site are not susceptible to hydro-
collapse.
5.3.5 Expansive Soils
Expansive soils are characterized by their ability to undergo significant volume changes (shrinking or
swelling) due to variations in moisture content, the magnitude of which is related to both clay content
and plasticity index. These volume changes can be damaging to structures. Laboratory testing was
performed on the fill in the near subsurface to determine expansion index (‘EI’) after ASTM D4829.
Testing indicates the fills soils are characteristic of soils with Very Low expansion potential. Expansive
soils are not considered a hazard to the proposed construction at this site.
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5.4. Siting Hazards
5.4.1 Site Suitability
Based upon the indications of the field and laboratory data developed for this investigation, it is the
judgment of NOVA that the site is suitable for development of the planned structures on shallow
foundations, provided the recommendations described in herein are followed.
The school modernization will not affect the structural integrity of adjacent properties or existing public
improvements and street right-of-way located adjacent to the school if the recommendations of this
report are incorporated into project design.
5.4.2 Inundation
Flood
The site is mapped within an area of minimal flood hazard (FEMA, 2019).
Tsunami The site is not located within a mapped area on the State of California Tsunami Inundation
Maps. The altitude of the site and distance from the ocean preclude the risk of inundation by a
tsunami.
Seiche
Seiches are periodic oscillations in large bodies of water such as lakes, harbors, bays, or
reservoirs. The site is not located adjacent to a confined body of water with the potential to
generate a seiche that could affect the site.
Surface Water Structures The school is not located near a dam, levee, canal or tankage, the failure of which would have
the potential to inundate the site.
5.4.3 Subsidence
The site is not located in an area of known subsidence associated with fluid withdrawal (groundwater
or petroleum); therefore, the potential for subsidence due to the extraction of fluids is considered
negligible.
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6. EARTHWORK AND FOUNDATIONS
6.1. Overview
6.1.1 Review of Seismic Hazards
Section 5 provides a review of soil, geologic and siting hazards common to development of civil works
in the project area. The primary hazard identified by that review is that this site is at risk of the effects
of moderate-to-severe ground shaking in response to a large-magnitude earthquake during the life of
the planned development.
While strong ground motion could affect the site, there is no risk of liquefaction or related seismic
phenomena. This circumstance is common to all civil works in this area of California. Section 6.2
provides design parameters for seismic resistant design.
6.1.2 Conformance with Codes
Design for foundations and related infrastructure should be developed in accordance with the Chapter
18A of Title 24, Part 2 of the 2019 California Building Code (CBC), the governing regulation at the time
the first version of this report was submitted for review, and the requirements of the City of Carlsbad.
Foundations should not be placed without inspection by a representative of this office to ensure
conformance with 2019 CBC and the City of Carlsbad.
6.1.3 Review and Surveillance
If these recommendations appear not to address a specific feature of the project, NOVA should be
contacted for additions or revisions to the recommendations.
NOVA should be given the opportunity to review the grading plans, foundation plans, and geotechnical-
related specifications as they become available to confirm that the recommendations presented in this
report have been incorporated into the plans prepared for the project. The recommendations presented
herein may need to be updated once final plans are developed.
All earthwork related to site and foundation preparation should be completed under the observation of
NOVA, the Geotechnical Engineer-of-Record (GEOR) for this work.
6.2. Seismic Resistant Design
6.2.1 Site Class
Site Class is determined by the weighted average of shear-wave velocity or standard penetration
resistances (N-values) of the upper 100 feet of the soils/rock underlying a site. Rock displaying blow
counts higher than 50 blows per foot are considered Site Class C.
Structures in the eastern portion of the site near B-3, B-4, B-5, and B-10 through B-11, constructed
over areas of deep fill soils may be considered Site Class D (including Building 800 and proposed
relocatable/modular classrooms). The blow counts NOVA encountered within the Santiago Formation
on the western portion of the site are generally greater than 50 blows per foot; therefore, any proposed
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improvements in the areas of B-1, B-2, and B-6 through B-9 may be considered Site Class C per ASCE
7-16 (Table 20.3-1). Seismic design parameters for both cases are presented below.
6.2.2 CBC Seismic Design Parameters
A geologic hazard likely to affect the project is ground shaking as a result of movement along an active
fault zone in the vicinity of the subject site. The site coefficients and maximum considered earthquake
(MCER) spectral response acceleration parameters in accordance with the 2019 CBC and ASCE 7-16
are presented in Tables 6-1 and 6-2. The 2019 CBC and ASCE 7-16 is used in this report, since the
work was first submitted for DSA approval in 2021.
Table 6-1. 2019 CBC and ASCE 7-16
Seismic Design Parameters –Building 800 and Relocatable/Modular Buildings
Site Coordinates
Latitude: 33.102198° Longitude: -117.276296°
Site Coefficients and Spectral Response Acceleration Parameters Value
Site Class D
Site Coefficients, Fa 1.094
Site Coefficients, Fv 1.932
Mapped Spectral Response Acceleration at Short Period, Ss 1.014g
Mapped Spectral Response Acceleration at 1-Second Period, S1 0.368g
Mapped Design Spectral Acceleration at Short Period, SDS 0.740g
Design Spectral Acceleration at 1-Second Period, SD1 0.368g
Site Peak Ground Acceleration, PGAM 0.514g
Table 6-2. 2019 CBC and ASCE 7-16
Seismic Design Parameters – West Side of the Campus
Site Coordinates
Latitude: 33.103056° Longitude: -117.277686°
Site Coefficients and Spectral Response Acceleration Parameters Value
Site Class C
Site Coefficients, Fa 1.2
Site Coefficients, Fv 1.5
Mapped Spectral Response Acceleration at Short Period, Ss 1.015g
Mapped Spectral Response Acceleration at 1-Second Period, S1 0.368g
Mapped Design Spectral Acceleration at Short Period, SDS 0.812g
Design Spectral Acceleration at 1-Second Period, SD1 0.368g
Site Peak Ground Acceleration, PGAM 0.534g
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For the design of Building 800 and the proposed portable/modular classrooms, NOVA assumes that
due to the limited height of the planned one-story buildings, Exception 2 of ASCE 7-16 Chapter 11.4.8
will apply, and therefore a site-specific ground motion hazard analysis (GMHA) will not be necessary.
The structural engineer should confirm if the exception applies once the design is finalized.
6.3. Corrosion and Sulfate Attack
Electrical resistivity, chloride content, and pH are all indicators of the soil’s tendency to corrode
unprotected ferrous metals embedded in the soil. Levels of water-soluble sulfates are indexed to
sulfate attack to embedded concrete.
These chemical tests were performed on representative samples of the near-surface soils. The results
of the testing are tabulated on Table 6-3 and provided in more detail in Appendix C.
Table 6-3. Summary of Corrosivity Testing of the Near Surface Soil
Parameter Units B-4, 0 – 5’ B-6, 0 – 5’ B-10, ½ – 4½’ B-11, 0 – 5’
pH standard
7.8 7.8 7.9 7.1
Resistivity Ohm-cm 200 970 1100 550
Water-Soluble Chloride ppm 1,230 360 43 230
Water-Soluble Sulfate ppm 3600 210 200 410
The Structural Engineer can use the sulfate results in conjunction with ACI 318 to specify the
water/cement ratio, compressive strength, and cementitious material types for concrete exposed to
soil. A corrosion engineer should be contacted to provide specific corrosion control recommendations.
6.4. Earthwork
6.4.1 General
Grading is anticipated to include limited earthwork, principally in remedial removals below the proposed
buildings, and excavations for foundations and utilities across the site. Earthwork should be performed
in accordance with Section 300 of the most recent approved edition of the “Standard Specifications for
Public Works Construction” and “Regional Supplement Amendments.”
The site has a cut/fill transition with Santiago Formation at and near the surface in the western portion
of the site, gradually transitioning to deep fills toward the eastern edge of the site. In the area where
the portables will be located, fill was observed to extend to about 70 feet in depth.
The Santiago Formation is suitable for support of fill or structural loads. The fill on the eastern portion
of the site was generally found to be medium dense to dense, though the upper portion of the fill should
be reworked prior to construction of new improvements. Recommendations for remedial grading are
provided in the following subsections.
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6.4.2 Potential Effects of Past Site Use
The site of the portable/modular classrooms is currently serving as a grass playfield. There are likely
existing irrigation pipes, and other utilities below that area.
6.4.3 Site Preparation
Site preparation should begin with the removal of existing improvements, vegetation, and debris.
Subsurface improvements planned for abandonment should be removed, and the resulting
excavations should be backfilled and compacted in accordance with the recommendations of this
report.
Pipeline abandonment can consist of capping or rerouting at the project perimeter and removal within
the project perimeter. If appropriate, abandoned pipelines can be filled with grout or slurry as
recommended by and observed by the geotechnical consultant.
6.4.4 Select Fill
Material Requirements Any fill or backfill for structures should be ‘Select Fill’, a non-plastic mineral soil free of organics
and regulated constituents with the characteristics listed below:
o at least 40% by weight finer than ¼ inches in size,
o maximum particle size of 4 inches;
o classified as SW, SM, SC, GW, GM after ASTM D2487; and
o expansion index (EI) less than 50 (i.e., EI < 50, after ASTM D4829).
Much of the existing fill and Santiago Formation soils that underlie the site will conform to the
above criteria or can be readily processed to achieve conformance with the above criteria. Any
soil imported for structural use should conform to the above criteria. Soil proposed as import
should be tested by NOVA prior to transport to the site.
Placement All Select Fill should be moisture conditioning to at least 2% above the optimum moisture
content. Thereafter, the soils should be spread in loose lifts no thicker than the ability of the
compaction equipment to thoroughly densify the lift and compacted to a minimum of 90%
relative compaction after ASTM D1557 (the ‘modified Proctor’) following approval of removal
bottoms by the Geotechnical Engineer-of-Record.
6.4.5 Remedial Grading - Building 800 and Relocatable/Modular Classrooms
Based on the borings and CPT investigation performed by NOVA, the areas of Building 800 and the
new classrooms are underlain by competent fill. In these areas NOVA recommends over-excavating
the existing fill soils 4 feet below finished grade, or 2 feet below the depth of the deepest footing,
whichever is deeper.
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Horizontally, excavations should extend at least 5 feet outside the planned perimeter building
foundations or up to existing improvements, whichever is less. NOVA should observe the conditions
exposed in the bottom of excavations to evaluate whether additional excavation is recommended. The
bottom of the excavations should be scarified to a depth of 6 to 8 inches, moisture conditioned to near
optimum moisture content, and compacted to at least 90% relative compaction after ASTM D1557.
The excavation should be filled to the finished pad grade with Select Fill per Section 6.4.4 and placed
as described within that section.
6.4.6 Remedial Grading – Pedestrian Hardscape
Beneath proposed hardscape, the on-site soils should be excavated to a depth of at least 1 foot below
planned subgrade elevation. Horizontally, the excavations should extend at least 2 feet outside the
planned hardscape or up to existing improvements, whichever is less.
The ground surface exposed and disturbed by the excavation should then be scarified to a depth of 6
to 8 inches, moisture conditioned to near optimum moisture content, and compacted to at least 90%
relative compaction after ASTM D1557. Thereafter, the excavated soils should be replaced with Select
Fill in conformance with the criteria of Section 6.4.4. If competent formational materials are exposed,
the above-described remedial grading need not be performed.
6.4.7 Remedial Grading – Pavements
Beneath proposed vehicular pavement areas, the existing soils should be excavated to a depth of at
least 1 foot below planned subgrade elevation. Horizontally, the excavations should extend at least at
least 2 feet outside the planned pavement or up to existing improvements, whichever is less.
The ground surface exposed and disturbed by the excavation should then be scarified to a depth of 6
to 8 inches, moisture conditioned to near optimum moisture content, and compacted to at least 90%
relative compaction after ASTM D1557. Thereafter, the excavated soils should be replaced with Select
Fill in conformance with the criteria of Section 6.4.4.
If competent formational materials are exposed, excavation, scarification, and recompaction need not
be performed.
6.4.8 Remedial Grading – Site Walls and Retaining Walls
Beneath proposed site walls and retaining walls not connected to buildings, the existing fill should be
excavated to a depth of at least 2 feet below bottom of footing. Horizontally, the excavations should
extend at least 2 feet outside the planned hardscape, wall footing, or up to existing improvements,
whichever is less.
If a cut/fill transition is encountered at the wall foundation level, the cut portion of the footings should
be over-excavated to a depth of 2 feet below the bottom of the deepest footing, whichever is greater.
The ground surface exposed and disturbed by the excavation should then be scarified to a depth of 6
to 8 inches, moisture conditioned to near optimum moisture content, and compacted to at least 90%
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relative compaction after ASTM D1557. Thereafter, the excavated soils should be replaced with Select
Fill in conformance with the criteria of Section .4.4.
If competent formational materials are exposed below the entire wall, over-excavation need not be
performed.
6.4.9 Remedial Grading – Play Area
Beneath the proposed play area, the existing fill should be excavated to a depth of at least 2 feet below
the play area bottom and at least 1 foot below playground footings. Horizontally, the excavations should
extend at least 2 feet outside the planned footing, or up to existing improvements, whichever is less.
The ground surface exposed and disturbed by the excavation should then be scarified to a depth of 6
to 8 inches, moisture conditioned to near optimum moisture content, and compacted to at least 90%
relative compaction after ASTM D1557. Thereafter, the excavated soils should be replaced as Select
Fill in conformance with the criteria of Section 6.4.4.
If competent formational materials are exposed, excavation need not be performed.
6.4.10 Temporary Excavations
Temporary excavations 3 feet deep or less can be made vertically. Deeper temporary excavations in
fill should be laid back no steeper than 1H:1V (horizontal:vertical). Deeper temporary excavations in
Santiago Formation should be laid back no steeper than ¾H:1V.
The stability of temporary excavations is the sole responsibility of the Contractor. The faces of
temporary slopes should be inspected daily by the contractor’s Competent Person before personnel
are allowed to enter the excavation. Any zones of potential instability, sloughing, or raveling should be
brought to the attention of the engineer and corrective action implemented before personnel begin
working in the excavation. Excavated soils should not be stockpiled behind temporary excavations
within a distance equal to the depth of the excavation. If temporary slopes are to be maintained during
the rainy season, berms are recommended along the tops of slopes to prevent runoff water from
entering the excavation and eroding the slope faces.
Slopes steeper than those described above will require shoring. Additionally, temporary excavations
that extend below a plane inclined at 1½H:1V downward from the outside bottom edge of existing
structures or improvements will require shoring. Soldier piles and lagging, internally braced shoring, or
trench boxes could be used. If trench boxes are used, the soil immediately adjacent to the trench box
is not directly supported. Ground surface deformations immediately adjacent to the pit or trench could
be greater where trench boxes are used compared to other methods of shoring.
6.4.11 Surface Drainage
Final surface grades around structures should be designed to collect and direct surface water away
from structures, including retaining walls, and toward appropriate drainage facilities. The ground
around the structure should be graded so that surface water flows rapidly away from the structure
without ponding.
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In general, the ground adjacent to structures should slope away at a gradient of at least 2%. Densely
vegetated areas where runoff can be impaired should have a minimum gradient of at least 5% within
the first 5 feet from the structure. Roof gutters with downspouts that discharge directly into a closed
drainage system are recommended on structures. Drainage patterns established at the time of fine
grading should be maintained throughout the life of the proposed structures. Site irrigation should be
limited to the minimum necessary to sustain landscape growth. Should excessive irrigation, impaired
drainage, or unusually high rainfall occur, saturated zones of perched groundwater can develop.
6.5. Foundations
6.5.1 General
The foundation recommendations provided herein are considered generally consistent with methods
typically used in southern California. Other alternatives may be available. NOVA’s recommendations
are only minimum criteria based on geotechnical factors and should not be considered a structural
design, or to preclude more restrictive criteria of governing agencies or by the Structural Engineer. The
design of the foundation system should be performed by the Structural Engineer, incorporating the
geotechnical parameters described herein and the requirements of applicable building codes.
6.5.2 Spread Footings for Building 800
It is expected that Building 800 will be a wood framed or steel framed single level structure.
Footings should extend at least 18 inches below lowest adjacent finished grade. A minimum width of
18 inches is recommended for continuous footings and 24 inches for isolated or retaining wall footings.
An allowable bearing capacity of 2,500 psf can be used for the footings, which will be supported on
compacted fill. The allowable bearing capacity can be increased by 500 psf for each foot of depth
below the minimum and 250 psf for each foot of width beyond the minimum up to a maximum of 5,000
psf on compacted fill. The bearing value can be increased by ⅓ when considering the total of all loads,
including wind or seismic forces. Footings located adjacent to or within slopes should be extended to
a depth such that a minimum horizontal distance of 10 feet exists between the lower outside footing
edge and the face of slope.
Lateral loads will be resisted by friction between the bottoms of footings and passive pressure on the
faces of footings and other structural elements below grade. An allowable coefficient of friction of 0.35
can be used. An allowable passive pressure of 350 psf per foot of depth below the ground surface can
be used for level ground conditions. The allowable passive pressure should be reduced for sloping
ground conditions. The passive pressure can be increased by ⅓ when considering the total of all loads,
including wind or seismic forces. The upper 1 foot of soil should not be relied on for passive support
unless the ground is covered with pavements or slabs.
Foundation settlements are estimated to be less than 1 inch. Differential settlements between adjacent
unevenly loaded columns and across continuous footings are estimated to be less than ¾ inch over a
distance of 40 feet. Settlements should be completed shortly after structural loads are applied.
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6.5.3 Relocatable/Modular Classrooms
Based upon experience with other relocatable/modular structures, NOVA expects that these
classrooms will be founded on foundations that are adapted to the design of the modular structures
themselves. No structural information has been provided that depicts these foundations. Nonetheless,
the portable classrooms will be fixed to either treated wood or concrete foundations embedded in the
ground.
It is likely that handicapped access will also be provided to the portable classrooms. Such access
would be provided in the form of ramps founded atop foundations.
Treated wood or concrete foundations for the classrooms and any related access ramping should be
established by embedding these foundations a minimum of 12 inches below surrounding ground.
These foundations should be a minimum of 18 inches in smallest plan dimension. Founded and
dimensioned as such, these foundations may be designed for an allowable contact stress of 1,500 psf.
This value may be increased by ⅓ for transient loads such as wind and seismic.
Lateral loads to foundations may be resisted by interface shear between the base of the foundations
and the supporting soil. A coefficient of friction of 0.35 may be used for this interface. Lateral loads
may also be resisted by passive pressure against the faces of footings of 350 psf per foot of depth
below the ground surface. The upper 1 foot of soil should not be relied on for passive support unless
the ground is covered with pavement or slabs.
Foundations developed as described above will settle imperceptibly, less than 0.2 inch, with angular
distortion due to differential movement between adjacent, unevenly loaded areas of less than 1:400.
Soils will settle elastically, with movement occurring approximately as load is applied. As a
consequence, it is expected that about 80% of the expected settlement will occur during construction.
6.5.4 CIDH Piles
Shade structures, covered walkways, and other pole-type structures can be supported on cast-in-
drilled hole (CIDH) concrete piles.
Short cast-in-drilled hole (CIDH) piles can be used for uplift resistance for shade structures or axial
resistance for poles. CIDH piles should be a minimum of 10-inches diameter, spaced at least three
diameters center on center, and be embedded at least 4 pile diameters into either fill or formational
soils.
The axial downward capacity of piles will be obtained from skin friction. The axial uplift resistance of
piles will be obtained by skin friction and the weight of the pile. An allowable downward skin friction of
400 psf and an allowable end bearing of 2,000 psf can be used. If end bearing is used, the bottom of
drilled holes should be cleaned of loose soil prior to placing concrete. The axial uplift capacity of piles
can be obtained from skin friction and the weight of the pile. An allowable uplift skin friction of 300 psf
can be used.
Lateral loads can be resisted by passive pressure on the piles. An allowable passive pressure of 350
psf per foot of embedment acting on twice the pile diameter up to a maximum of 5,000 psf can be used,
based on a lateral deflection up to ½-inch at the ground surface and level ground conditions. The uplift
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
28
and passive pressure values can be increased by ⅓ when considering the total of all loads, including
wind or seismic forces. The upper 1 foot of soil should not be relied on for passive support unless the
ground is covered with pavements or slabs.
6.5.5 Foundation Plan Review
NOVA should review the foundation plans to ascertain that the intent of the recommendations in this
report has been implemented and that revised recommendations are not necessary as a result of
changes after this report was completed.
6.6. Interior Slabs-On-Grade
Interior concrete slabs-on-grade should be underlain by at least 2 feet of Select Fill Soils placed per
Section 6.4.4.
NOVA recommends that conventional concrete slabs-on-grade floors be at least 5 inches thick and
reinforced with at least No. 4 bars at 18 inches on center each way. To reduce the potential for
excessive cracking, concrete slabs-on-grade should be provided with construction or ‘weakened plane’
joints at frequent intervals. The project structural engineer should design on-grade building slabs and
joint spacing.
Moisture protection should be installed beneath slabs where moisture-sensitive floor coverings will be
used. The project architect should review the tolerable moisture transmission rate of the proposed floor
covering and specify an appropriate moisture protection system. Typically, a plastic vapor barrier is
used. Minimum 15-mil plastic is recommended. The plastic should comply with ASTM E1745. The
vapor barrier installation should comply with ASTM E1643. The slab can be placed directly on the
vapor barrier.
6.7. Hardscape
Hardscape should be underlain by at least 2 feet of material with an expansion index of 50 or less.
Exterior concrete slabs should be at least 4 inches thick and reinforced with at least No. 3 bars at 18
inches on center each way. Slabs should be provided with weakened plane joints.
Joints should be placed in accordance with the American Concrete Institute (ACI) guidelines. The
project architect should select the final joint patterns. A 1-inch maximum size aggregate mix is
recommended for concrete for exterior slabs. The corrosion potential of on-site soils with respect to
reinforced concrete will need to be taken into account in concrete mix design. Coarse and fine
aggregate in concrete should conform to the “Greenbook” Standard Specifications for Public Works
Construction.
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
29
6.8. Conventional Retaining Walls
6.8.1 Foundations
Conventional retaining walls can be supported on spread footings. The recommendations for spread
footings provided in the Section 6.5.2 are also applicable to conventional retaining walls.
6.8.2 Active Earth Pressures
The active earth pressure for the design of unrestrained retaining walls with level backfill can be taken
as equivalent to the pressure of a fluid weighing 35 pcf. The at-rest earth pressure for the design of
restrained retaining wall with level backfill can be taken as equivalent to the pressure of a fluid weighing
55 pcf. These values assume a granular and drained backfill condition. Higher lateral earth pressures
would apply if walls retain clay soils. An additional 20 pcf should be added to these values for walls
with 2:1 (h:v) sloping backfill. An increase in earth pressure equivalent to an additional 2 feet of retained
soil can be used to account for surcharge loads from light traffic. The above values do not include a
factor of safety. Appropriate factors of safety should be incorporated into the design. If any other
surcharge loads are anticipated, NOVA should be contacted for the necessary increase in soil
pressure.
The seismic increment for walls taller than 6 feet can be taken as equivalent to the pressure of a fluid
pressure weighing 20 pcf. This value is for level backfill and does not include a factor of safety.
Appropriate factors of safety should be incorporated into the design. This pressure is in addition to the
un-factored, active earth pressure. The total equivalent fluid pressure can be modeled as a triangular
pressure distribution with the resultant acting at a height of H/3 up from the base of the wall, where H
is the retained height of the wall. The passive pressure and bearing capacity can be increased by ⅓ in
determining the seismic stability of the wall.
6.8.3 Drainage
Retaining walls should be provided with a backdrain to reduce the accumulation of hydrostatic
pressures or be designed to resist hydrostatic pressures. Backdrains can consist of a 2-foot-wide zone
of ¾-inch crushed rock. The crushed rock should be separated from the adjacent soils using a non-
woven filter fabric, such as Mirafi 140N or equivalent.
A perforated pipe should be installed at the base of the backdrain and sloped to discharge to a suitable
storm drain facility, or weep holes should be provided. As an alternative, a geocomposite drainage
system such as Miradrain® 6000 or equivalent placed behind the wall and connected to a suitable
storm drain facility can be used. The project architect should provide dampproofing/ waterproofing
specifications and details.
Figure 6-1 presents typical conventional retaining wall backdrain details. Note that the guidance
provided on Figure 6-1 is conceptual. A variety of options are available to drain retaining walls.
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
30
Figure 6-1. Typical Conventional Retaining Wall Backdrain Details
6.9. Pipelines
For level ground conditions, a passive earth pressure of 350 psf per foot of depth below the lowest
adjacent final grade can be used to compute allowable thrust block resistance. A value of 150 psf per
foot should be used below groundwater level, if encountered.
A modulus of soil reaction (E’) of 1,500 pounds per square inch (psi) can be used to evaluate the
deflection of buried flexible pipelines. This value assumes that granular bedding material is placed
adjacent to the pipe and is compacted to at least 90% relative compaction.
Pipe bedding as specified in the “Greenbook” Standard Specifications for Public Works Construction
can be used. Bedding material should consist of clean sand having a sand equivalent not less than 20
and should extend to at least 12 inches above the top of pipe. Alternative materials meeting the intent
of the bedding specifications are also acceptable. Samples of materials proposed for use as bedding
should be provided to the engineer for inspection and testing before the material is imported for use
on the project. The on-site materials are not expected to meet “Greenbook” bedding specifications.
The pipe bedding material should be placed over the full width of the trench. After placement of the
pipe, the bedding should be brought up uniformly on both sides of the pipe to reduce the potential for
unbalanced loads. No voids or uncompacted areas should be left beneath the pipe haunches. Ponding
or jetting the pipe bedding should not be allowed.
RETAINING
WALL
FINISHED
GRADE
CONCRETE
BROWDITCH
FOOTING
12"
GROUND SURFACE
WATER PROOFING
PER ARCHITECT
FILTER FABRIC ENVELOPE
(MIRAFI 140N OR APPROVED
EQUIVALENT)
3/4" CRUSHED ROCK
(1 CU.FT./FT.)
FILTER FABRIC
ENVELOPE
MIRAFI 140N OR
EQUIVALENT
4" DIA. SCHEDULE 40
PERFORATED PVC PIPE
OR TOTAL DRAIN
EXTENDED TO
APPROVED OUTLET
COMPETENT BEDROCK
OR MA TE RIAL AS
EVALUATED BY THE
GEOTECHNICAL
CONSULTANT
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
31
Where pipeline inclinations exceed 15%, cutoff walls are recommended in trench excavations.
Additionally, we do not recommend that open graded rock be used for pipe bedding or backfill because
of the potential for piping erosion. The recommended bedding is clean sand having a sand equivalent
not less than 20 or 2-sack sand/cement slurry. If sand/cement slurry is used for pipe bedding to at least
1 foot over the top of the pipe, cutoff walls are not considered necessary. The need for cutoff walls
should be further evaluated by the project civil engineer designing the pipeline.
6.10. Pavements
The pavement support characteristics of the soils encountered during NOVA’s investigation are
considered low to medium.
An R-value of 13 was assumed for design of preliminary pavement sections. The actual R-value of the
subgrade soils should be determined after grading, and the final pavement sections should be
provided. Based on an R-value of 13, the following preliminary pavement structural sections are
provided for the assumed Traffic Indexes on Table 6-4.
Table 6-4. AC and PCC Pavement Sections
Traffic Type Traffic Index Asphalt Concrete
(inches)
Portland Cement Concrete
(inches)
Parking Stalls 5.0 3 AC / 8.5 AB 7 PCC
Driveways 6.0 4 AC / 10 AB 7½ PCC
Fire Lanes 7.5 4 AC / 15.5 AB 8 PCC
AC: Asphalt Concrete
AB: Aggregate Base
PCC: Portland Cement Concrete
Aggregate base and asphalt concrete should conform to the Caltrans Standard Specifications or the
“Greenbook” Standard Specifications for Public Works Construction and should be compacted to at
least 95% relative compaction. Aggregate base should have an R-value of not less than 78. All
materials and methods of construction should conform to good engineering practices and the minimum
local standards.
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
32
7. INFILTRATION FEASIBILITY
7.1. Overview
NOVA coordinated with the client to provide infiltration testing in the areas most likely to have BMPs.
NOVA has evaluated the site as abstracted below after guidance contained in the City of Carlsbad
BMP Design Manual, September 2021 (the governing document at the time of the original report).
Plate 1 depicts the locations of the percolation test wells and associated exploratory geotechnical
borings. This section provides the results of the testing and related recommendations for management
of stormwater in conformance with the BMP Manual.
Based on infiltration rates of Test Wells P-1 through P-4 divided by the project factor of safety
calculated in accordance with Table D.2-3 of the BMP Manual, as well as the deep fills in these areas,
stormwater infiltration is not feasible in any appreciable quantity. The BMPs are therefore considered
to have a no infiltration condition. The following section provides NOVA’s assessment of the feasibility
of stormwater infiltration BMPs utilizing the information developed during the subsurface exploration.
7.2. Percolation Testing
The percolation test wells were pre-soaked by filling the holes with water to the ground surface level
and testing commenced within a 26-hour window. On the day of testing, two 25-minute trials were
conducted in each well.
In all of the percolation borings, the pre-soak water percolated less than 6 inches into the soil unit within
25 minutes. Based on the results of the trials in those test wells, water levels were recorded every 30
minutes for 6 hours.
At the beginning of each test interval, the water level was raised to approximately the same level as
the previous tests, in order to maintain a near-constant head during all test periods. Percolation rates
recorded in the field were converted to infiltration rates using the Porchet Method.
Table 7-1 summarizes the percolation test conditions and related infiltration rates.
Table 7-1. Summary of Percolation Testing
Test
Location
Test Well
Depth (feet)
Material at
Test Depth
Infiltration Rate
(in/hr, FS=4)1
Infiltration
Condition
P-1 5 Fill 0.02 No Infiltration
P-2 5 Fill 0.04 No Infiltration
P-3 5 Fill 0.04 No Infiltration
P-4 5 Fill 0.09 Partial Infiltration
Note 1: FS indicates ‘Factor of Safety’
As shown in Table 7-1, a factor of safety (FS) is applied to the infiltration rate (I). This factor of safety,
calculated for this site as FS = 4, considers the nature and variability of subsurface materials, as well
as the natural tendency of infiltration structures to become less efficient with time. NOVA provided the
I I I I
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
33
factor values for the Suitability Assessment section of the table, and the project civil engineer provided
the factor values for the Design section. The factor of safety was determined using Section D.2.3 of
Appendix D of the BMP Manual. This table is reproduced below as Table 7-2.
Table 7-2. Determination of Safety Factor
From City of Carlsbad BMP Design Manual, September 2021, Table D.2-3: Determination of Safety Factor
7.3. Review of Infiltration Restrictions
Section D.2.1 of the BMP Manual presents restriction elements that should be considered by the
project geotechnical professional while assessing the feasibility of infiltration related to geotechnical
conditions. These elements are listed in Table 7-3. Based on this assessment, NOVA considers the
stormwater infiltration basins in the locations in which they are currently designed to be a restricted
condition due the fact it will be located in approximately 50 to 70 feet of existing fill.
- -l1i.r.nm iwrn;rn= . ..... ,'I I --~ , __ ..... • -=-w:=-:..:.~---IP .::. ._...,.v
In.filtr.ation Testing Method 0-25 0.50
Su.it:a0bility Soil Texture Oass 0.25 Refer to 0.50
Assessment Soil Variability 0-25 Table D .2--4 0.75
(A) Depth to Groundwater/Obstruction 0.25 0.25
Suitability Assessment Safety Factor, SA = Lp 2.0
Pretreatment 0.50 1.0
Design Resiliency 0.25 Refer to
Table D.2--4 0.5
(B) Compaction 0-25 0.5
Des.igi1 Safety Factor, Sa = Lp 2.0
Safety Fact01, S = SAX SB
4.0 (ill.fust be always greater than or equ~ to 2)
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
34
Table 7-3. Infiltration Restrictions
From City of Carlsbad BMP Design Manual, September 2021, Table B.2-1: Infiltration Restrictions
7.4. Suitability of the Site for Stormwater Infiltration
The infiltration condition of the proposed BMPs located in fill is considered Restricted by the City of
Carlsbad. Infiltration rates determined from the percolation tests indicate that water cannot infiltrate in
an appreciable quantity. Therefore, it is NOVA’s recommendation that BMPs should be designed with
a no infiltration condition.
l\fandatory
Considerations
Optional
Considerations
Result
Restriction Element
BtvlP is within 100' of Contaminated Soils
BMP is within 100' of Industrial Activities Lacking Source Control
BMP is within 100' of Well/Groundwater Basin
B.MP is within 50' of Septic Tanks/Leach Fields
BMP is within 10' of Structures/Tanks/Walls
Bl'vIP is within 10' of Sewer Utilities
ffl'vIP is within 10' of Groundwater Table
BMP is within Hydi:ic SoiJs
BMP is within HighJy Liquefiable Soils and has Connectivity to Structu(eS
BMP is within 1.5 Times the Height of Adjacent Steep Slopes (~25%)
City Staff has Assigned "Restricted" Infiltration Category
N is within Pred m· t!y ype D So
BMP is within 10' of Properry Line
BMP is within FiU Depths of ~5' (Existing or Pwposed)
is witlun 10' of U der r d U tili • es
• .M is within 250' f hemer 1 S ·earn
Other (Provide detailed geotechnical support)
Unrestricted. None of tlie restriction elements above are applicable.
Is Element
Applicable?
(Yes/No)
No
No
0
No
0
No
No
Yes
No
Yes
0
No
No
Restricted. One or more of the restriction elements above are applicable. Restricted
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
35
8. REFERENCES
8.1. Site Specific
Ruhnau Clarke Architects, 2022, Overall Modernization Site Plan – Inc. #2, Aviara Oaks Elementary
School,6900 Ambrosia Ln, Carlsbad, CA, Project No.: RCA# 1-13-12, Sheet AS-2.0 (1sheet), Dec 14,
2022.
8.2. Design
American Concrete Institute, 2014, Building Code Requirements for Structural Concrete, ACI 318-14
and Commentary.
Brandon, T., Duncan, J.M., and Gardner, W. (1990), “Hydrocompression Settlement of Deep Fills”,
Journal of Geotechnical and Geoenvironmental Engineering, ASCE, Vol. 116, No. 10.
California Emergency Management Agency (Cal EMA), California Geological Survey, University of
Southern California, 2009, Tsunami Inundation Maps for Emergency Planning.
California Department of Transportation (Caltrans), 2018, Standard Specifications.
California Geological Survey (CGS), 2022a, Engineering Geology and Seismology Review for Aviara
Oaks Elementary School – Campus Modernization, 6900 Ambrosia Lane, Carlsbad, CA 92011, CGS
Application No. 04-CGS5402, June 17.
CGS, 2022b. California Geological Survey – Note 48 Checklist for the Review of Engineering Geology
and Seismology Reports for California Public Schools, Hospitals, and Essential Services Buildings,
November 2022.
City of Carlsbad, 2021, Engineering Standards, Volume 5, Carlsbad BMP Design Manual, BMP Design
Manual Appendices, Appendix D – Geotechnical Engineer Analysis, 2021 Edition, Dated September
2021.
International Code Council, 2018, 2019 California Building Code, California Code of Regulations, Title
24, Part 2, Volume 2 of 2, Based on the 2018 International Building Code, Effective January 1, 2020.
Public Works Standards, Inc., 2018, “Greenbook” Standard Specifications for Public Works
Construction, 2018 Edition.
Pradel, D., 1998, Procedure to Evaluate Earthquake Induced Settlements in Dry Sandy Soils, Journal
of Geotechnical Engineering, ASCE, 124(4).
Robertson, P. K. and Shao, Lisheng, 2010, Estimation of Seismic Compression in Dry Soils Using the
CPT, International Conferences on Recent Advances in Geotechnical Earthquake Engineering and
Soil Dynamics. https://scholarsmine.mst.edu/icrageesd/05icrageesd/session04/18.
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
36
Robertson, P. K., 2016, CPT-based Soil Behaviour Type (SBT) Classification System – an Update,
Canadian Geotechnical Journal, cgj-2016-0044.R1, May 2016.
Structural Engineers Association of California (SEAOC), 2021, OSHPD Seismic Design Maps: found
at https://seismicmaps.org, accessed December 2021.
Stewart, J. P., Whang, D. H., Moyneur, M., and Duku, P., 2004, Seismic Compression Of As-
Compacted Fill Soils With Variable Levels of Fines Content and Fines Plasticity, Consortium of Univ.
for Research in Earthquake Engineering (CUREE), Richmond, CA.
Tokimatsu K. and Seed H.B., 1987, Evaluation of Settlements in Sands Due to Earthquake Shaking,
Journal of Geotechnical Engineering, ASCE, 113(8).
8.3. Site Setting
California Geological Survey (CGS), 2018, Earthquake Fault Zones, A Guide for Government Agencies
Property Owners / Developers, and Geoscience Practitioners for assessing Fault Rupture Hazards in
California, Special Publication 42, Revised 2018.
CGS, Landslide Inventory (Beta), accessed November, 2021 at:
https://maps.conservation.ca.gov/cgs/lsi/.
CGS, Earthquake Zones of Required Investigation, accessed November, 2021 at:
https://maps.conservation.ca.gov/cgs/EQZApp/app/.
City of Carlsbad, 2015, General Plan, September 22.
Federal Emergency Management Agency, 2019, FIRM Flood Insurance Rate Map, San Diego County,
Firm Panel 06073C1032H, https://msc.fema.gov/portal/search, accessed in November 2021.
Kennedy, M.P. and Tan, S.S., 2007, Geologic Map of the Oceanside 30’ x 60’ Quadrangle, California,
California Geological Survey, Scale 1:100,000.
Southern California Earthquake Data Center, accessed November 2021 at:
https://scedc.caltech.edu/earthquake/significant.html.
United States Geological Survey (USGS), 2020, USGS Geologic Hazards Science Center, U.S.
Quaternary Faults, accessed November 2021.
USGS, 1948, Encinitas Quadrangle, California – San Diego Co. 7.5-Minute Series (Topographic),
Contour Interval 20 feet, Scale 1:12,000.
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
PLATES
3
(E)
BUILDING
KITCHEN/MPR
A# 108787
FFE=159.50
(E)
BUILDING
ADMIN
(E)
BUILDING 300
CLASSROOM
FFE=153.48
(E)
BUILDING 700
CLASSROOM
A# 52004
FFE=149.10
(E)
BLDG 400
CLASSROOM
A# 108787
FFE=158.20
(E)
BUILDING 500
CLASSROOM
A# 108787
FFE=149.10
(E)
BUILDING 600
CLASSROOM
A# 108787
FFE=150.28
NEW BUILDING 800
CLASSROOM
FFE=150.60
(E)
BUILDING
LIBRARY
FFE=159.43
FFE=159.31
FFE=158.20
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(N) 5-30'x32' RELOCATABLE
CLASSROOM BLDGS.
PC#________
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N.I.C.
N.I.C.N.I.C.
BIO FILTRATION
BASIN, SEE CIVIL
AND LANDSCAPE
DWG.
BIO FILTRATION
BASIN, SEE CIVIL
AND LANDSCAPE
DWG.
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(E)FH
(E)FH
(E)FH
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903
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904
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901
(N) MODULAR
CLASSROOM BLDG.
CR CR CR
RELOCATED
(E) RELO.
TOILET
BLDG.
RELO
905
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B-9
B-6
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CPT-3
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Tsa B-2P-2
B-1
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B-4
B-5
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B-7
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HA-1
B-10
CPT-1
P-3 B-3
P-4
CPT-2
?
A
NEW BUILDING 800CLASSROOM
(N) MODULARCLASSROOM BLDG
(N) 5-30'x32' RELOCATABLE
CLASSROOM BLDGS
NW E
N
S
4373 Viewridge Avenue, Suite B
San Diego, CA 92123
P: 858.292.7575
944 Calle Amanecer, Suite F
San Clemente, CA 92673
P: 949.388.7710
NOVA
www.usa-nova.com
DRAWING TITLE:
PLATE NO.
0 80'160'
DATE:
DRAWN BY:
REVIEWED BY:
DTJ
MS
PROJECT NO.:
SCALE:1"=80'
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
DVBE SBE SDVOSB SLBE
KEY TO SYMBOLS
af
Qoa
FILL
OLDER ALLUVIUM
HOLLOW STEM
AUGER BORING
PERCOLATION TEST BORINGP-4
B-11
GEOLOGIC CROSS-SECTIONCC'
GEOLOGIC CONTACT,
QUERIED WHERE UNCERTAINTsaSANTIAGO FORMATION
?
AREAS OF NEW STRUCTURES
AREAS OF NEW PAVEMENT
AND FLATWORK
PROPOSED BIOFILTRATION BASINS
CONE PENETRATION TEST
CPT-3
AVIARA OAKS ELEMENTARY SCHOOL
CARLSBAD UNIFIED SCHOOL DISTRICT
6900 AMBROSIA LANE,
CARLSBAD, CA 92011
2021251
FEB 2023
SUBSURFACE
INVESTIGATION MAP
1 OF 2
HAND AUGER BORING
HA-1
TD=6½'
EXISTING
BLDG 400
CLASSROOM
FF=158.2'
FF=149.1'
A
160
180
140
120
0
100
20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 420 440 460 480 500 520 540 560 580 600 620 640 660 680 700 720 740 760 780 800 820 840 860 880 900 9200
200
80
60
afaf
EXISTING
BLDG 700
CLASSROOM
AREA OF RELOCATABLE/MODULAR
CLASSROOMS
160
180
140
120
100
200
80
60
Tsa Tsa
?
?
A'BIOFILTRATION
BASIN
REPAVED PARKING LOT
AND FLATWORK
?
?
40 40
B-9(PROJECTED24' SOUTH)B-6(PROJECTED72' SOUTH)B-8(PROJECTED42' SOUTH)TD=6½'
CPT-3(PROJECTED59' NORTH)
TD=52'
B-5(PROJECTED
28' NORTH)
B-4(PROJECTED
28' NORTH)CPT-2
B-3(PROJECTED
37' NORTH)
B-11
(PROJECTED
49' NORTH)
TD=79'
TD=60'
TD=11½'TD=11½'TD=11½'
TD=81½'
Tsa
160
180
140
120
0
100
20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 420 440 460 480 500 520 540
200
80
60
B
40 560
160
180
140
120
100
200
80
60
B'
40
CPT-2/CPT-3
*DEPTH TO Tsa BASED
ON AVERAGE OF BOTH
CPT-2 AND CPT-3
BIOFILTRATION BASIN B-5(PROJECTED41' EAST)
B-4(PROJECTED
47' WEST)
TD=11½'
FF=150.28'
EXISTING
BLDG 600
CLASSROOM
FF=150.6'
PROPOSED
BLDG 800
CLASSROOMCPT-1(PROJECTED
11' NORTH)
TD=52'?????
af
af
TsaTsa
TD=11½'
TD=63'
AREA OF
RELOCATABLE/MODULAR
CLASSROOMS
60
160
180
140
120
0
100
20 40 60 80 100 120 140 160 180 200 220 240 260 280 300
200
80
60
C
160
180
140
120
100
200
80
C'EXISTING
ELECTRICAL
ENCLOSURE
??
?
af
af
Tsa
Tsa
CPT-1(PROJECTED22' NORTH)
TD=52'?
B-10(PROJECTED23' NORTH)
TD=6½'
FF=150.6'
PROPOSED BLDG 800
CLASSROOM
B-7(PROJECTED4' SOUTH)
TD=51½'
4373 Viewridge Avenue, Suite B
San Diego, CA 92123
P: 858.292.7575
944 Calle Amanecer, Suite F
San Clemente, CA 92673
P: 949.388.7710
NOVA
www.usa-nova.com
DRAWING TITLE:
0 80'160'
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
DVBE SBE SDVOSB SLBE
KEY TO SYMBOLS
af FILL
HOLLOW STEM
AUGER BORING
B-11
Tsa SANTIAGO FORMATION
GEOLOGIC CONTACT,
QUERIED WHERE UNCERTAIN?
PLATE NO.
DATE:
DRAWN BY:
REVIEWED BY:
DTJ
MS
PROJECT NO.:
SCALE:1"=80'
2021251
GEOLOGIC
CROSS-SECTIONS
2 OF 2
CONE PENETRATION TESTCPT-3
AVIARA OAKS ELEMENTARY SCHOOL
CARLSBAD UNIFIED SCHOOL DISTRICT
6900 AMBROSIA LANE,
CARLSBAD, CA 92011
FEB 2023
-
____,_ ----------'---
--~------r---+-~_j
-----------
--------------
---------
l
l
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
APPENDIX A
USE OF THE GEOTECHNICAL REPORT
Im ortant Information About Your
Geotechnical Engineering Report
Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes.
The following information is provided to help you manage your risks.
Geotechnical Services Are Performed for
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific needs of
their clients. A geotechnical engineering study conducted for a civil engi-
neer may not fulfill the needs of a construction contractor or even another
civil engineer. Because each geotechnical engineering study is unique, each
geotechnical engineering report is unique, prepared solelyfor the client. No
one except you should rely on your geotechnical engineering report without
first conferring with the geotechnical engineer who prepared it. And no one
-not even you -should apply the report for any purpose or project
except the one originally contemplated.
Read the Full Report
Serious problems have occurred because those relying on a geotechnical
engineering report did not read it all. Do not rely on an executive summary.
Do not read selected elements only.
A Geotechnical Engineering R~port Is Based on
A Unique Set of Project-Specific Factors
Geotechnical engineers consider a number of unique, project-specific fac-
tors when establishing the scope of a study. Typical factors include: the
client's goals, objectives, and risk management preferences: the general
nature of the structure involved, its size, and configuration: the location of
the structure on the site: and other planned or existing site improvements,
such as access roads, parking lots, and underground utilities. Unless the
geotechnical engineer who conducted the study specifically indicates oth-
erwise, do not rely on a geotechnical engineering report that was:
• not prepared for you,
• not prepared for your project.
• not prepared for the specific site explored, or
• completed before important project changes were made.
Typical changes that can erode the reliability of an existing geotechnical
engineering report include those that affect:
• the function of the proposed structure, as when it's changed from a
parking garage to an office building , or from a light industrial plant
to a refrigerated warehouse,
• elevation, configuration, location, orientation, or weight of the
proposed structure,
• composition of the design team, or
• project ownership.
As a general rule, always inform your geotechnical engineer of project
changes-even minor ones-and request an assessment of their impact.
Geotechnical engineers cannot accept responsibility or liability for problems
that occur because their reports do not consider developments of which
they were not informed
Subsurface Conditions Can Change
A geotechnical engineering report is based on conditions that existed at
the time the study was performed. Do not rely on a geotechnical engineer-
ing reportwhose adequacy may have been affected by: the passage of
time; by man-made events, such as construction on or adjacent to the site;
or by natural events, such as floods, earthquakes, or groundwater fluctua-
tions. Always contact the geotechnical engineer before applying the report
to determine if it is still reliable. A minor amount of additional testing or
analysis could prevent major problems.
Most Geotechnical Findings Are Professional
Opinions
Site exploration identifies subsurface conditions only at those points where
subsurface tests are conducted or samples are taken. Geotechnical engi-
neers review field and laboratory data and then apply their professional
judgment to render an opinion about subsurface conditions throughout the
site. Actual subsurface conditions may differ-sometimes significantly-
from those indicated in your report. Retaining the geotechnical engineer
who developed your report to provide construction observation is the
most effective method of managing the risks associated with unanticipated
conditions.
A Report's Recommendations Are Not Final
Do not overrely on the construction recommendations included in your
report. Those recommendations are not final, because geotechnical engi-
neers develop them principally from judgment and opinion. Geotechnical
engineers can finalize their recommendations only by observing actual
subsurface conditions revealed during construction. The geotechnical
engineer who developed your report cannot assume responsibility or
liability for the report's recommendations if that engineer does not perform
construction observation.
A Geotechnical Engineering Report Is Subject to
Misinterpretation
Other design team members' misinterpretation of geotechnical engineering
reports has resulted in costly problems. Lower that risk by having your geo-
technical engineer confer with appropriate members of the design team after
submitting the report. Also retain your geotechnical engineer to review perti-
nent elements of the design team's plans and specifications. Contractors can
also misinterpret a geotechnical engineering report. Reduce that risk by
having your geotechnical engineer participate in prebid and preconstruction
conferences, and by providing construction observation.
Do Not Redraw the Engineer's Logs
Geotechnical engineers prepare final boring and testing logs based upon
their interpretation of field logs and laboratory data. To prevent errors or
omissions, the logs included in a geotechnical engineering report should
never be redrawn for inclusion in architectural or other design drawings.
Only photographic or electronic reproduction is acceptable, but recognize
that separating logs from the report can elevate risk.
Give Contractors a Complete Report and
Guidance
Some owners and design professionals mistakenly believe they can make
contractors liable for unanticipated subsurface conditions by limiting what
they provide for bid preparation. To help prevent costly problems, give con-
tractors the complete geotechnical engineering report, but preface it with a
clearly written letter of transmittal. In that letter, advise contractors that the
report was not prepared for purposes of bid development and that the
report's accuracy is limited; encourage them to confer with the geotechnical
engineer who prepared the report (a modest fee may be required) and/or to
conduct additional study to obtain the specific types of information they
need or prefer. A prebid conference can also be valuable. Be sure contrac-
tors have sufficient time to perform additional study. Only then might you
be in a position to give contractors the best information available to you,
while requiring them to at least share some of the financial responsibilities
stemming from unanticipated conditions.
Read Responsibility Provisions Closely
Some clients, design professionals, and contractors do not recognize that
geotechnical engineering is far less exact than other engineering disci-
plines. This lack of understanding has created unrealistic expectations that
have led to disappointments, claims, and disputes. To help reduce the risk
of such outcomes, geotechnical engineers commonly include a variety of
explanatory provisions in their reports. Sometimes labeled "limitations"
many of these provisions indicate where geotechnical engineers' responsi-
bilities begin and end, to help others recognize their own responsibilities
and risks. Read these provisions closely Ask questions. Your geotechnical
engineer should respond fully and frankly.
Geoenvironmental Concerns Are Not Covered
The equipment. techniques, and personnel used to perform a geoenviron-
mental study differ significantly from those used to perform a geotechnical
study. For that reason, a geotechnical engineering report does not usually
relate any geoenvironmental findings, conclusions, or recommendations;
e.g., about the likelihood of encountering underground storage tanks or
regulated contaminants. Unanticipated environmental problems have led
to numerous project failures. If you have not yet obtained your own geoen-
vironmental information, ask your geotechnical consultant for risk man-
agement guidance. Do not rely on an environmental report prepared for
someone else.
Obtain Professional Assistance To Deal with Mold
Diverse strategies can be applied during building design, construction,
operation, and maintenance to prevent significant amounts of mold from
growing on indoor surfaces. To be effective, all such strategies should be
devised for the express purpose of mold prevention, integrated into a com-
prehensive plan, and executed with diligent oversight by a professional
mold prevention consultant. Because just a small amount of water or
moisture can lead to the development of severe mold infestations, a num-
ber of mold prevention strategies focus on keeping building surfaces dry.
While groundwater, water infiltration, and similar issues may have been
addressed as part of the geotechnical engineering study whose findings
are conveyed in this report, the geotechnical engineer in charge of this
project is not a mold prevention consultant; none of the services per-
formed in connection with the geotechnical engineer's study
were designed or conducted for the purpose of mold preven-
tion. Proper implementation of the recommendations conveyed
in this report will not of itself be sufficient to prevent mold
from growing in or on the structure involved.
Rely, on Your ASFE-Member Geotechncial
Engineer for Additional Assistance
Membership in ASFE/The Best People on Earth exposes geotechnical
engineers to a wide array of risk management techniques that can be of
genuine benefit for everyone involved with a construction project. Confer
with you ASFE-member geotechnical engineer for more information.
ASFE
The Best People 10 larlh
8811 Colesville Road/Suite G106, Silver Spring, MD 20910
Telephone: 301/565-2733 Facsimile: 301/589-2017
e-mail: info@asfe.org www.asfe.org
Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE'S
specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for
purposes of scholarly research or book review. Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other
firm, individual, or other entity that so uses this document without being an ASFE member could be commiling negligent or intentional (fraudulent) misrepresentation.
IIGER06045.0M
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
APPENDIX B
BORING LOGS
SUBSURFACE EXPLORATION LEGEND
BULK SAMPLE
SPT SAMPLE ( ASTM D1586)
MOD. CAL. SAMPLE (ASTM D3550)
NO SAMPLE RECOVERY
GEOLOGIC CONTACT
SOIL TYPE CHANGE
*
GROUNDWATER / STABILIZED
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
SBEDVBE SDVOSB
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
MAJOR DIVISIONS TYPICAL NAMES
GRAVEL
MORE THAN HALF
COARSE FRACTION
IS LARGER THAN
NO. 4 SIEVE GRAVEL WITH
15% OR MORE
FINES
CLEAN GRAVEL
WITH LESS THAN
15% FINES
CLEAN SAND
SAND
MORE THAN HALF
COARSE FRACTION
IS FINER THAN NO.
4 SIEVE SIZE
SAND WITH 15%
OR MORE FINES
WITH LESS THAN
15% FINES
SILTS AND CLAYS
LIQUID LIMIT 50% OR LESS
SILTS AND CLAYS
LIQUID LIMIT GREATER THAN 50%
HIGHLY ORGANIC SOILS
GW
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
PT
WELL-GRADED GRAVEL WITH OR WITHOUT
SAND
POORLY GRADED GRAVEL WITH OR
WITHOUT SAND
SILTY GRAVEL WITH OR WITHOUT SAND
CLAYEY GRAVEL WITH OR WITHOUT SAND
WELL-GRADED SAND WITH OR WITHOUT
GRAVEL
POORLY GRADED SAND WITH OR WITHOUT
GRAVEL
SILTY SAND WITH OR WITHOUT GRAVEL
CLAYEY SAND WITH OR WITHOUT GRAVEL
SILT WITH OR WITHOUT SAND OR
GRAVEL
ELASTIC SILT WITH OR WITHOUT SAND OR
GRAVEL
FAT CLAY WITH OR WITHOUT SAND OR
GRAVEL
ORGANIC SILT OR CLAY OF HIGH
PLASTICITY WITH OR WITHOUT SAND OR
GRAVEL
PEAT AND OTHER HIGHLY ORGANIC SOILS
FI
N
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RELATIVE DENSITY OF
COHESIONLESS SOILS
RELATIVE DENSITY
VERY LOOSE
LOOSE
MEDIUM DENSE
DENSE
VERY DENSE
SPT N60
BLOWS/FOOT
0 - 4
4 - 10
10 - 30
30 - 50
OVER 50
CONSISTENCY OF COHESIVE SOILS
CONSISTENCY
VERY SOFT
SOFT
MEDIUM STIFF
STIFF
VERY STIFF
HARD
SPT N60
BLOWS/FOOT
0 - 2
2 - 4
4 - 8
8 - 15
15 - 30
OVER 30
NUMBER OF BLOWS OF 140 LB HAMMER FALLING 30 INCHES TO DRIVE A 2 INCH O.D.
(1-3/8 INCH I.D.) SPLIT-BARREL SAMPLER THE LAST 12 INCHES OF AN 18-INCH DRIVE
(ASTM-1586 STANDARD PENETRATION TEST).
IF THE SEATING INTERVAL (1st 6 INCH INTERVAL) IS NOT ACHEIVED, N IS REPORTED AS
REF.
POCKET PENETROMETER
MEASUREMENT (TSF)
0 - 0.25
0.25 - 0.50
0.50 - 1.0
1.0 - 2.0
2.0 - 4.0
OVER 4.0
DIRECT SHEAR
EXPANSION INDEX
ATTERBERG LIMITS
SIEVE ANALYSIS
RESISTANCE VALUE
CONSOLIDATION
SAND EQUIVALENT
CORROSIVITY
MAXIMUM DENSITYMD
DS
EI
AL
SA
RV
CN
SE
LAB TEST ABBREVIATIONS
CR
LEAN CLAY WITH OR WITHOUT SAND OR
GRAVEL
ORGANIC SILT OR CLAY OF LOW TO
MEDIUM PLASTICITY WITH OR WITHOUT
SAND OR GRAVEL
PERCHED GROUNDWATER
SLBE
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SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
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MO
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NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF BORING B-1
NOVEMBER 23, 2021
±146 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
SABER CAT MTXD NOT ENCOUNTERED
FILL (af): CLAYEY SAND; LIGHT GRAY BROWN, MOIST, MEDIUM DENSE, FINE TO MEDIUM
GRAINED, ORANGE AND GRAY MOTTLING
SC
RV
2 INCHES OF ASPHALT CONCRETE OVER 4 INCHES OF AGGREGATE BASE
12 19
14 22
14 22
30 31
19 30
21 34
ETR~95.9%, N60 ~ 95.960*N~1.60*N
DENSE
SILTY SAND; LIGHT GRAY BROWN, MOIST, MEDIUM DENSE, FINE TO MEDIUM GRAINED,
ORANGE STAINING
SILTY SAND; LIGHT GRAY BROWN, MOIST, MEDIUM DENSE TO DENSE, FINE TO
MEDIUM GRAINED
SLBE
21 34
SM
SANDY CLAY; DARK GRAY, MOIST, STIFF, FINE TO MEDIUM GRAINED SAND, TRACE
ROOTLETS
CL
SOME GRAVEL, DENSE
OLDER ALLUVIUM (Qoa): SILTY SAND; LIGHT YELLOW BROWN TO DARK BROWN WITH
THIN INTERBEDDED YELLOW LENSES, DRY TO MOIST, DENSE, FINE TO MEDIUM
GRAINED
SM
SM
15.1 112.2
APPENDIX: B.1DRILLED BY: AR REVIEWED BY: MS
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
PROJECT: 2021251
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SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF BORING B-1 CONTINUED
NOVEMBER 23, 2021
±146 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
SABER CAT MTXD NOT ENCOUNTERED
BORING TERMINATED AT 31½ FT. NO GROUNDWATER ENCOUNTERED.
33 53
ETR~95.9%, N60 ~ 95.960*N~1.60*N
SLBE
SANTIAGO FORMATION (Tsa): SILTY SANDSTONE; GRAY BROWN, DRY TO MOIST,
VERY DENSE, FINE TO MEDIUM GRAINED, YELLOW AND ORANGE STAINING
APPENDIX: B.2DRILLED BY: AR REVIEWED BY: MS
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
PROJECT: 2021251
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4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF BORING B-2
NOVEMBER 23, 2021
±145 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
SABER CAT MTXD NOT ENCOUNTERED
FILL (af): SILTY SAND; LIGHT GRAY BROWN, MOIST, MEDIUM DENSE, FINE TO MEDIUM
GRAINED, ABUNDANT ORANGE AND GRAY MOTTLING
SM
6 INCHES OF TOPSOIL
17 27
24 25
13 21
13 21
ETR~95.9%, N60 ~ 95.960*N~1.60*N
SLBE
BORING TERMINATED AT 16½ FT. NO GROUNDWATER ENCOUNTERED.
20.6 102.3 GRAY BROWN
DRY TO MOIST, TRACE GRAVEL
LIGHT GRAY BROWN TO DARK GRAY, INCREASE IN SILT
APPENDIX: B.3DRILLED BY: AR REVIEWED BY: MS
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
PROJECT: 2021251
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SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF BORING B-3
NOVEMBER 23, 2021
±151 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
SABER CAT MTXD NOT ENCOUNTERED
FILL (af): SILTY SAND; LIGHT BROWN, MOIST, MEDIUM DENSE, FINE TO MEDIUM GRAINED,
SCATTERED ROOTLETS, ORANGE MOTTLING
SM
6 INCHES OF TOPSOIL
13 21
14 22
13 21
19 30
ETR~95.9%, N60 ~ 95.960*N~1.60*N
LIGHT GRAY BROWN
FREQUENT ORANGE MOTTLING
SLBE
19 30 LIGHT GRAY BROWN TO DARK GRAY
APPENDIX: B.4DRILLED BY: AR REVIEWED BY: MS
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
PROJECT: 2021251
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P
L
E
SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
LA
B
T
E
S
T
S
CA
L
/
S
P
T
S
A
M
P
L
E
SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:GROUNDWATER DEPTH:
MO
I
S
T
U
R
E
(%
)
SO
I
L
C
L
A
S
S
.
(U
S
C
S
)
DR
Y
D
E
N
S
I
T
Y
(p
c
f
)
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF BORING B-3 CONTINUED
NOVEMBER 23, 2021
±151 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
SABER CAT MTXD NOT ENCOUNTERED
FILL (af) CONTINUED: SILTY SAND; LIGHT GRAY BROWN, MOIST, MEDIUM DENSE, FINE TO
MEDIUM GRAINEDSM
18 29
7 11
ETR~95.9%, N60 ~ 95.960*N~1.60*N
CLAYEY SAND; GRAY BROWN, MOIST, MEDIUM DENSE, FINE TO MEDIUM GRAINED, ORANGE
AND GRAY MOTTLING
SLBE
7 11
BORING LOGGED TO 41½ FT. BORING WAS ADVANCED FURTHER TO 60 FT WITH NO
BEDROCK ENCOUNTERED. NO GROUNDWATER ENCOUNTERED.
SC
APPENDIX: B.5DRILLED BY: AR REVIEWED BY: MS
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
PROJECT: 2021251
-
-I ~
-
-
-
-
-~ - - - - - ----------~--------------------------------------- -
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I
DE
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(
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O
O
T
N
5
10
15
20
25
30
0
BU
L
K
S
A
M
P
L
E
SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
LA
B
T
E
S
T
S
CA
L
/
S
P
T
S
A
M
P
L
E
SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:GROUNDWATER DEPTH:
MO
I
S
T
U
R
E
(%
)
SO
I
L
C
L
A
S
S
.
(U
S
C
S
)
DR
Y
D
E
N
S
I
T
Y
(p
c
f
)
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF BORING B-4
NOVEMBER 24, 2021
±148 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
SABER CAT MTXD NOT ENCOUNTERED
FILL (af): CLAYEY SAND; LIGHT GRAY BROWN, MOIST, MEDIUM DENSE, FINE TO MEDIUM
GRAINED, ORANGE AND GRAY MOTTLING
SC
6 INCHES OF TOPSOIL
11 18
14 22
11 18
ETR~95.9%, N60 ~ 95.960*N~1.60*N
SLBE
BORING TERMINATED AT 11½ FT. NO GROUNDWATER ENCOUNTERED.
FINE GRAINED, SCATTERED DARK BROWN MOTTLING
INCREASE IN CLAY
SA
AL
EI
CR
APPENDIX: B.6DRILLED BY: AR REVIEWED BY: MS
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
PROJECT: 2021251
-
-
-J
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-~
-
-
-
-7 -
-
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-
-
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j,a~I ~--
• • •
I
DE
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(
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S
P
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R
F
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O
T
N
5
10
15
20
25
30
0
BU
L
K
S
A
M
P
L
E
SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
LA
B
T
E
S
T
S
CA
L
/
S
P
T
S
A
M
P
L
E
SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:GROUNDWATER DEPTH:
MO
I
S
T
U
R
E
(%
)
SO
I
L
C
L
A
S
S
.
(U
S
C
S
)
DR
Y
D
E
N
S
I
T
Y
(p
c
f
)
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF BORING B-5
NOVEMBER 24, 2021
±147 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
SABER CAT MTXD NOT ENCOUNTERED
FILL (af): SILTY SAND; LIGHT GRAY BROWN, MOIST, MEDIUM DENSE, FINE TO MEDIUM
GRAINED, ORANGE AND GRAY MOTTLINGSM
6 INCHES OF TOPSOIL
14 22
13 21
14 22
ETR~95.9%, N60 ~ 95.960*N~1.60*N
SLBE
BORING TERMINATED AT 11½ FT. NO GROUNDWATER ENCOUNTERED.
INCREASE IN CLAY, FREQUENT ORANGE MOTTLING
APPENDIX: B.7DRILLED BY: AR REVIEWED BY: MS
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
PROJECT: 2021251
-
-
-J
-,z -
-~
-
-
-
-7 -
-
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j,a~I ~--
• • •
I
DE
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(
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S
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R
F
O
O
T
N
5
10
15
20
25
30
0
BU
L
K
S
A
M
P
L
E
SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
LA
B
T
E
S
T
S
CA
L
/
S
P
T
S
A
M
P
L
E
SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:GROUNDWATER DEPTH:
MO
I
S
T
U
R
E
(%
)
SO
I
L
C
L
A
S
S
.
(U
S
C
S
)
DR
Y
D
E
N
S
I
T
Y
(p
c
f
)
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF BORING B-6
NOVEMBER 24, 2021
±147 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
SABER CAT MTXD NOT ENCOUNTERED
SANTIAGO FORMATION (Tsa): CLAYEY SANDSTONE; LIGHT GRAY BROWN, MOIST, VERY
DENSE, FINE TO MEDIUM GRAINED, ORANGE AND GRAY MOTTLING
6 INCHES OF TOPSOIL
63 101
55 88
ETR~95.9%, N60 ~ 95.960*N~1.60*N
SLBE
BORING TERMINATED AT 6½ FT. NO GROUNDWATER ENCOUNTERED.
YELLOWISH BROWN TO LIGHT GRAY BROWN, ABUNDANT ORANGE STAINING
SA
AL
EI
CR
APPENDIX: B.8DRILLED BY: AR REVIEWED BY: MS
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
PROJECT: 2021251
-
-
-J
-,z -
-V
-
-
-
-
-
-
-
-
-
-
-
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-
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-
-
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j,a~I ~--
• • •
I
DE
P
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(
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)
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BL
O
W
S
P
E
R
F
O
O
T
N
5
10
15
20
25
30
0
BU
L
K
S
A
M
P
L
E
SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
LA
B
T
E
S
T
S
CA
L
/
S
P
T
S
A
M
P
L
E
SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:GROUNDWATER DEPTH:
MO
I
S
T
U
R
E
(%
)
SO
I
L
C
L
A
S
S
.
(U
S
C
S
)
DR
Y
D
E
N
S
I
T
Y
(p
c
f
)
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF BORING B-7
NOVEMBER 24, 2021
±158 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
SABER CAT MTXD NOT ENCOUNTERED
FILL (af): SILTY SAND; LIGHT GRAY BROWN, MOIST, MEDIUM DENSE, FINE TO MEDIUM
GRAINED, ORANGE STAINING
6 INCHES OF TOPSOIL
43 69
22 35
ETR~95.9%, N60 ~ 95.960*N~1.60*N
SLBE
BORING TERMINATED AT 6½ FT. NO GROUNDWATER ENCOUNTERED.
MD
DS
SANTIAGO FORMATION (Tsa): SILTY SANDSTONE; LIGHT GRAY BROWN, MOIST, VERY
DENSE, FINE TO MEDIUM GRAINED, ORANGE STAINING
SM
DENSE
APPENDIX: B.9DRILLED BY: AR REVIEWED BY: MS
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
PROJECT: 2021251
-
-
-J
-,z -
-V
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
j,a~I ~--
• • •
I
DE
P
T
H
(
F
T
)
N60
BL
O
W
S
P
E
R
F
O
O
T
N
5
10
15
20
25
30
0
BU
L
K
S
A
M
P
L
E
SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
LA
B
T
E
S
T
S
CA
L
/
S
P
T
S
A
M
P
L
E
SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:GROUNDWATER DEPTH:
MO
I
S
T
U
R
E
(%
)
SO
I
L
C
L
A
S
S
.
(U
S
C
S
)
DR
Y
D
E
N
S
I
T
Y
(p
c
f
)
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF BORING B-8
NOVEMBER 24, 2021
±158 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
SABER CAT MTXD NOT ENCOUNTERED
FILL (af): SILTY SAND; LIGHT GRAY BROWN, MOIST, MEDIUM DENSE, FINE TO MEDIUM
GRAINED, ORANGE STAINING, TRACE GRAVEL
6 INCHES OF TOPSOIL
6 10
13 21
ETR~95.9%, N60 ~ 95.960*N~1.60*N
SLBE
BORING TERMINATED AT 11½ FT. NO GROUNDWATER ENCOUNTERED.
SANTIAGO FORMATION (Tsa): SILTY SANDSTONE; LIGHT GRAY BROWN TO ORANGE
BROWN, MOIST, VERY DENSE, FINE TO MEDIUM GRAINED
SM
SCATTERED DARK BROWN MOTTLING
38 61
CLAYEY SAND; GRAY BROWN, MOIST, LOOSE, FINE TO MEDIUM GRAINED, DARK BROWN
AND ORANGE MOTTLINGSC
APPENDIX: B.10DRILLED BY: AR REVIEWED BY: MS
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
PROJECT: 2021251
-
-
-
-[2
-
--[2 - - ----- - ----- - -~-------------------------------------... - -
-
-
-
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-
-
-
-
-
-
-
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-
-
-
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-
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j,a~I ~--
• • •
I
DE
P
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(
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BL
O
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S
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R
F
O
O
T
N
5
10
15
20
25
30
0
BU
L
K
S
A
M
P
L
E
SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
LA
B
T
E
S
T
S
CA
L
/
S
P
T
S
A
M
P
L
E
SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:GROUNDWATER DEPTH:
MO
I
S
T
U
R
E
(%
)
SO
I
L
C
L
A
S
S
.
(U
S
C
S
)
DR
Y
D
E
N
S
I
T
Y
(p
c
f
)
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF BORING B-9
NOVEMBER 24, 2021
±165 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
SABER CAT MTXD NOT ENCOUNTERED
SANTIAGO FORMATION (Tsa): CLAYEY SANDSTONE; LIGHT GRAY BROWN, MOIST, DENSE
TO VERY DENSE, FINE TO MEDIUM GRAINED
3 INCHES OF ASPHALT CONCRETE OVER 3 INCHES OF AGGREGATE BASE
68 109
ETR~95.9%, N60 ~ 95.960*N~1.60*N
SLBE
BORING TERMINATED AT 6½ FT. NO GROUNDWATER ENCOUNTERED.
VERY DENSE
RV
APPENDIX: B.11DRILLED BY: AR REVIEWED BY: MS
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
PROJECT: 2021251
-
-
-J
-
-'
-V
-
-
-
-
-
-
-
-
-
-
-
-
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j,a~I ~--
• • •
I
DE
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(
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N
5
10
15
20
25
30
0
BU
L
K
S
A
M
P
L
E
SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
LA
B
T
E
S
T
S
CA
L
/
S
P
T
S
A
M
P
L
E
SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:PERCHED WATER:
MO
I
S
T
U
R
E
(%
)
SO
I
L
C
L
A
S
S
.
(U
S
C
S
)
DR
Y
D
E
N
S
I
T
Y
(p
c
f
)
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF BORING B-10
NOVEMBER 21, 2022
±150½ FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
CME 95 ±50 FT MSL
FILL (af): SILTY SAND; PALE BROWN, MOIST, MEDIUM DENSE, FINE TO MEDIUM GRAINED,
SOME ORANGE STAINING, MICACEOUS, SOME MINOR CLAY
SM
5 INCHES OF CONCRETE
25 30
17 20
24 28
22 26
ETR~70.6%, N60 ~ 70.660*N~1.18*N
ORANGE AND RED STAINING
SLBE
20 24 GRAY PALE BROWN
APPENDIX: B.12DRILLED BY: GN REVIEWED BY: MS
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
PROJECT: 2021251
RED TO LIGHT OLIVE BROWN
CLAYEY SAND; OLIVE BROWN, PALE BROWN, AND BROWN, MOIST, MEDIUM DENSE, FINE
GRAINED, SOME ORANGE STAINING, MICACEOUS
SC
SILTY SAND; LIGHT OLIVE BROWN, MOIST, MEDIUM DENSE, FINE TO MEDIUM GRAINED,
SOME ORANGE STAINING, MICACEOUS, SOME CLAY
DARK GRAYISH BROWN, TRACE BLACK STAINING
PALE OLIVE BROWN WITH ORANGE STAINING, 2-3 IN LAYER OF OLIVE BROWN SANDY CLAY
GRAYISH BROWN, TRACE BLACK STAINING
MINOR ORANGE STAINING
SA
MD
CR
SA
-
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-~
-
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-
-
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j,a~I ~--
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I
DE
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(
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BL
O
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S
P
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O
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T
N
35
40
45
50
55
60
30
BU
L
K
S
A
M
P
L
E
SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
LA
B
T
E
S
T
S
CA
L
/
S
P
T
S
A
M
P
L
E
SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:
MO
I
S
T
U
R
E
(%
)
SO
I
L
C
L
A
S
S
.
(U
S
C
S
)
DR
Y
D
E
N
S
I
T
Y
(p
c
f
)
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
FILL (af) CONTINUED: SILTY SAND; PALE GRAY BROWN AND MEDIUM GRAY, MOIST, MEDIUM
DENSE, FINE TO MEDIUM GRAINED, ORANGE STAINING
18 21
16 19 CLAYEY/SILTY SAND; PALE BROWN, MOIST, MEDIUM DENSE, FINE GRAINED, MICACEOUS
SLBE
18 21
SC/SM
DRILLED BY: GN REVIEWED BY: MS
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
PROJECT: 2021251 APPENDIX: B.13
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
PROJECT: 2021251
CONTINUED LOG OF BORING B-10
NOVEMBER 21, 2022
±150½ FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
CME 95 ±50 FT MSL
ETR~70.6%, N60 ~ 70.660*N~1.18*N
25 30
56 66
BORING TERMINATED AT 51½ FT. PERCHED WATER ENCOUNTERED AT 50 FT.
SM
DARK ORANGE BROWN AND BROWN
SILTY SAND; PALE BROWN WITH YELLOW INCLUSIONS/PRECIPITATE DEPOSITS AND TRACE
BROWN LAYERING, MOIST, MEDIUM DENSE, FINE GRAINED, MICACEOUS
SM
PALE BROWN, ABUNDANT YELLOW MINERAL PRECIPITATE DEPOSITS, INCREASED DRILLING
RESISTANCE
SANTIAGO FORMATION (Tsa): SILTY SANDSTONE; PALE YELLOWISH BROWN, WET, VERY
DENSE, FINE TO MEDIUM GRAINED, ORANGE STAINING, YELLOW MINERAL PRECIPITATE
DEPOSITS, WEAKLY CEMENTED, WATER PERCHED ON Tsa AT 50 FT
SA
SA
PERCHED WATER:
-
-I ~
-
-
-
-
-~ - - - - - ----------~--------------------------------------- -
-
-
-
-
--z - - - - - ----------------------------------------------------
-
-
-
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5
10
15
20
25
30
0
BU
L
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A
M
P
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SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
LA
B
T
E
S
T
S
CA
L
/
S
P
T
S
A
M
P
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SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:GROUNDWATER DEPTH:
MO
I
S
T
U
R
E
(%
)
SO
I
L
C
L
A
S
S
.
(U
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S
)
DR
Y
D
E
N
S
I
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(p
c
f
)
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF BORING B-11
NOVEMBER 21, 2022
±151 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
CME 95 ±46 FT MSL
ETR~70.6%, N60 ~ 70.660*N~1.18*N
CLAYEY/SILTY SAND; ORANGE BROWN, MOIST, MEDIUM DENSE, FINE GRAINED
SLBE
APPENDIX: B.14REVIEWED BY: MS
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
PROJECT: 2021251DRILLED BY: GN
FILL (af): SILTY SAND; PALE BROWN WITH ORANGE AND RED STAINING, MOIST, MEDIUM
DENSE, FINE GRAINED, MICACEOUS
SM
OLIVE BROWN
SC/SM
OLIVE BROWN
CLAYEY SAND; OLIVE BROWN, MOIST, MEDIUM DENSE, FINE GRAINED, <5% GRAVELSC
SILTY/CLAYEY SAND; OLIVE BROWN, MOIST, MEDIUM DENSE, FINE GRAINED, <5% GRAVELSM/SC
MINOR ORANGE STAINING
CLAYEY SAND; DARK GRAYISH BROWN, MOIST, MEDIUM DENSE, FINE GRAINED, ORGANIC
SCENT
SC
SA
CR
SA
I
' ------------------~-------------------------------------
-----------------------------------------------------
---------------~-------------------------------------.,_ __
--------------------------------------------------------X
DE
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(
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35
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45
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55
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BU
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SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
LA
B
T
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S
T
S
CA
L
/
S
P
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A
M
P
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SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:GROUNDWATER DEPTH:
MO
I
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U
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(%
)
SO
I
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L
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(U
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DR
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D
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N
S
I
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(p
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f
)
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
FILL (af) CONTINUED: CLAYEY SAND; DARK GRAYISH BROWN, MOIST, MEDIUM DENSE, FINE
GRAINED, ORGANIC SCENTSC
9 11
SLBE
REVIEWED BY: MS
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
PROJECT: 2021251 APPENDIX: B.15
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
CONTINUED LOG OF BORING B-11
NOVEMBER 21, 2022
±151 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
CME 95 ±46 FT MSL
ETR~70.6%, N60 ~ 70.660*N~1.18*N
DRILLED BY: GN
35 41
27 32
OLIVE GRAYISH BROWN
CONCRETE DEBRIS, INCREASED DRILLING RESISTANCE, AUGER CHATTER FOR 3 FT
WET, GRAVEL / ROCK FRAGMENTS
MEDIUM GRAY, DARK GRAY, AND OLIVE BROWN, WET, DENSE, FINE TO MEDIUM GRAINED,
RED STAINING AND PRECIPITATE DEPOSITS, <5% GRAVEL
FINE GRAINED
SA
SA
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65
70
75
80
85
90
60
BU
L
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A
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SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
LA
B
T
E
S
T
S
CA
L
/
S
P
T
S
A
M
P
L
E
SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:GROUNDWATER DEPTH:
MO
I
S
T
U
R
E
(%
)
SO
I
L
C
L
A
S
S
.
(U
S
C
S
)
DR
Y
D
E
N
S
I
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Y
(p
c
f
)
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
FILL (af) CONTINUED: CLAYEY SAND; PALE BROWN, WET, DENSE, FINE TO MEDIUM
GRAINED, ORANGE STAINING, RED AND ORANGE MINERAL PRECIPITATE DEPOSITS
SC
27 32
17 20 SANDY CLAY; OLIVE, ORANGE, AND LIGHT GRAY BROWN, WET, STIFF TO VERY STIFF, FINE
GRAINED SAND, TRACE BLACK AND RED MINERAL PRECIPITATE DEPOSITS, PP = 1.75 tsf
SLBE
33 39
CL
APPENDIX: B.16REVIEWED BY: MS
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
PROJECT: 2021251
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
CONTINUED LOG OF BORING B-11
NOVEMBER 21, 2022
±151 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
CME 95 ±46 FT MSL
ETR~70.6%, N60 ~ 70.660*N~1.18*N
BORING TERMINATED AT 81½ FT. GROUNDWATER ENCOUNTERED AT 46 FT.
DRILLED BY: GN
48 57
93/11"109/11"
SANTIAGO FORMATION (Tsa): CLAYSTONE; LIGHT GREENISH GRAY, WET, VERY STIFF TO
HARD, ABUNDANT WHITE MINERAL PRECIPITATE DEPOSITS, PP = 3.5-3.75 tsf
INCREASED DRILLING RESISTANCE
CLAYEY SILTSTONE, LIGHT GREENISH GRAY, WET, VERY DENSE, FINE TO MEDIUM GRAINED,
MICACEOUS, MODERATELY CEMENTED
OLIVE BROWN, FINE GRAINED, ABUNDANT WHITE MINERAL PRECIPITATE DEPOSITS,
ORANGE STAINING, STRONGLY CEMENTED
SA
--= -17 ---------------~----------------------------------------
,__
--= -7----------------------------------------------------------
-17
• •
DE
P
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(
F
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BL
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F
O
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N
5
10
15
20
25
30
0
BU
L
K
S
A
M
P
L
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SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
LA
B
T
E
S
T
S
CA
L
/
S
P
T
S
A
M
P
L
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SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:GROUNDWATER DEPTH:
MO
I
S
T
U
R
E
(%
)
SO
I
L
C
L
A
S
S
.
(U
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S
)
DR
Y
D
E
N
S
I
T
Y
(p
c
f
)
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF HAND AUGER BORING HA-1
NOVEMBER 21, 2022
±158½ FT MSL
HAND AUGER
HAND AUGER
HAND AUGER NOT ENCOUNTERED
FILL (af): SILTY SAND; LIGHT GRAY BROWN, MOIST, DENSE TO VERY DENSE, FINE TO
MEDIUM GRAINED
N/A
SLBE
BORING TERMINATED AT 6 FT. NO GROUNDWATER ENCOUNTERED.
APPENDIX: B.17REVIEWED BY: MS
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
PROJECT: 2021251DRILLED BY: GN
SA
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SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
LA
B
T
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S
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CA
L
/
S
P
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SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:GROUNDWATER DEPTH:
MO
I
S
T
U
R
E
(%
)
SO
I
L
C
L
A
S
S
.
(U
S
C
S
)
DR
Y
D
E
N
S
I
T
Y
(p
c
f
)
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF PERCOLATION BORING P-1
NOVEMBER 23, 2021
±145 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
SABER CAT MTXD NOT ENCOUNTERED
FILL (af): SILTY SAND; LIGHT GRAY BROWN, MOIST, MEDIUM DENSE, FINE TO MEDIUM
GRAINED, ORANGE AND GRAY MOTTLING
SM
6 INCHES OF TOPSOIL
ETR~95.9%, N60 ~ 95.960*N~1.60*N
BORING TERMINATED AT 5 FT AND CONVERTED TO A PERCOLATION TEST WELL. NO
GROUNDWATER ENCOUNTERED.
SLBE
APPENDIX: B.18DRILLED BY: AR REVIEWED BY: MS
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
PROJECT: 2021251
-
-
-
-
-
-
-
-
-
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-
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5
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25
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A
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SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
LA
B
T
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S
T
S
CA
L
/
S
P
T
S
A
M
P
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SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:GROUNDWATER DEPTH:
MO
I
S
T
U
R
E
(%
)
SO
I
L
C
L
A
S
S
.
(U
S
C
S
)
DR
Y
D
E
N
S
I
T
Y
(p
c
f
)
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF PERCOLATION BORING P-2
NOVEMBER 23, 2021
±145 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
SABER CAT MTXD NOT ENCOUNTERED
FILL (af): SILTY SAND; LIGHT GRAY BROWN, MOIST, MEDIUM DENSE, FINE TO MEDIUM
GRAINED, ORANGE AND GRAY MOTTLING
SM
6 INCHES OF TOPSOIL
ETR~95.9%, N60 ~ 95.960*N~1.60*N
BORING TERMINATED AT 5 FT AND CONVERTED TO A PERCOLATION TEST WELL. NO
GROUNDWATER ENCOUNTERED.
SLBE
APPENDIX: B.19REVIEWED BY: MS
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
PROJECT: 2021251DRILLED BY: AR
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
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j,a~I ~--
• • •
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(
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P
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N
5
10
15
20
25
30
0
BU
L
K
S
A
M
P
L
E
SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
LA
B
T
E
S
T
S
CA
L
/
S
P
T
S
A
M
P
L
E
SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:GROUNDWATER DEPTH:
MO
I
S
T
U
R
E
(%
)
SO
I
L
C
L
A
S
S
.
(U
S
C
S
)
DR
Y
D
E
N
S
I
T
Y
(p
c
f
)
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF PERCOLATION BORING P-3
NOVEMBER 23, 2021
±151 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
SABER CAT MTXD NOT ENCOUNTERED
FILL (af): SILTY SAND; LIGHT BROWN, MOIST, MEDIUM DENSE, FINE TO MEDIUM GRAINED,
SCATTERED ROOTLETS, ORANGE AND GRAY MOTTLING
SM
6 INCHES OF TOPSOIL
ETR~95.9%, N60 ~ 95.960*N~1.60*N
BORING TERMINATED AT 5 FT AND CONVERTED TO A PERCOLATION TEST WELL. NO
GROUNDWATER ENCOUNTERED.
SLBE
APPENDIX: B.20REVIEWED BY: MS
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
PROJECT: 2021251DRILLED BY: AR
-
-
-J
-
-'
-
-
-
-
-
-
-
-
-
-
-
-
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j,a~I ~--
• • •
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(
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)
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BL
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P
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O
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T
N
5
10
15
20
25
30
0
BU
L
K
S
A
M
P
L
E
SUMMARY OF SUBSURFACE CONDITIONS
(USCS; COLOR, MOISTURE, DENSITY, GRAIN SIZE, OTHER)
LA
B
T
E
S
T
S
CA
L
/
S
P
T
S
A
M
P
L
E
SOIL DESCRIPTION
DRILLING EQUP.:ELEVATION:GROUNDWATER DEPTH:
MO
I
S
T
U
R
E
(%
)
SO
I
L
C
L
A
S
S
.
(U
S
C
S
)
DR
Y
D
E
N
S
I
T
Y
(p
c
f
)
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Ave., Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
DRILLING METHOD:DATE DRILLED:
SAMPLE METHOD:NOTES:
LOG OF PERCOLATION BORING P-4
NOVEMBER 23, 2021
±151 FT MSL
HAMMER: 140 LBS., DROP: 30 IN (AUTOMATIC)
HOLLOW STEM AUGER
SABER CAT MTXD NOT ENCOUNTERED
FILL (af): SILTY SAND; LIGHT BROWN, MOIST, MEDIUM DENSE, FINE TO MEDIUM GRAINED,
TRACE GRAVEL, ORANGE MOTTLING
SM
6 INCHES OF TOPSOIL
ETR~95.9%, N60 ~ 95.960*N~1.60*N
BORING TERMINATED AT 5 FT AND CONVERTED TO A PERCOLATION TEST WELL. NO
GROUNDWATER ENCOUNTERED.
SLBE
LIGHT GRAY BROWN
APPENDIX: B.21REVIEWED BY: MS
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
PROJECT: 2021251DRILLED BY: AR
-
-
-J
-
-'
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
j,a~I ~--
• • •
I
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
APPENDIX C
GEOTECHNICAL LABORATORY TESTING
Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (ASTM) test methods or suggested
procedures. Brief descriptions of the tests performed are presented below:
LAB TEST SUMMARY
·CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the
Unified Soils Classification System and are presented on the exploration logs in Appendix B.
·IN-PLACE MOISTURE AND DENSITY OF SOIL (ASTM D3550): In-place moisture contents and dry densities were determined for representative soil
samples. This information was an aid to classification and permitted recognition of variations in material consistency with depth. The dry unit weight is
determined in pounds per cubic foot, and the in-place moisture content is determined as a percentage of the soil's dry weight. The results are
summarized in the exploration logs presented in Appendix B.
·GRADATION ANALYSIS (ASTM D6913): Gradation analyses were performed on representative soil samples in general accordance with ASTM
D422. The grain size distributions of the samples were determined in accordance with ASTM D6913.
·ATTERBERG LIMITS (ASTM D4318): Tests were performed on selected representative fine-grained soil samples to evaluate the liquid limits, plastic
limits, and plasticity indexes in general accordance with ASTM D4318. These test results were utilized to evaluate the soil classification in accordance
with the Unified Soil Classification System.
·MAXIMUM DENSITY AND OPTIMUM MOISTURE CONTENT (ASTM D1557 METHOD A,B,C): The maximum dry density and optimum moisture
content of typical soils was determined in the laboratory in accordance with ASTM Standard Test D1557, Method A, Method B, Method C.
·EXPANSION INDEX (ASTM D4829): The expansion indexes of selected materials was evaluated in general accordance with ASTM D4829.
Specimens were molded under a specified compactive energy at approximately 50 percent saturation (plus or minus 1 percent). The prepared 1-inch
thick by 4-inch diameter specimens were loaded with a surcharge of 144 pounds per square foot and were inundated with tap water. Readings of
volumetric swell were made for a period of 24 hours.
·R-VALUE (CT 301 and ASTM D 2844): The resistance Value, or R-Value, for near-surface site soils was evaluated in general accordance with
California Test (CT) 301 and ASTM D 2844. Samples were prepared and evaluated for exudation pressure and expansion pressure. The equilibrium
R-value is reported as the lesser or more conservative of the two calculated results.
·CORROSIVITY TEST (CAL. TEST METHOD 417, 422, 643): Soil pH and minimum resistivity tests were performed on representative soil samples in
general accordance with test method CT 643. The sulfate and chloride contents of the selected samples were evaluated in general accordance with
CT 417 and CT 422, respectively.
·DIRECT SHEAR (ASTM D3080): A direct shear test was performed on a remolded and relatively undisturbed sample in general accordance with
ASTM D3080 to evaluate the shear strength characteristics of the selected material. The sample was inundated during shearing to represent adverse
field conditions.
Soil samples not tested are now stored in our laboratory for future reference and evaluation, if needed. Unless notified to the contrary, samples will be disposed
of 90 days from the date of this report.
APPENDIX: C.14373 Viewridge Avenue, Suite BSan Diego, CA 92123P: 858.292.7575
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
www.usa-nova.com
SBEDVBE SDVOSB
BY: GN
SLBE
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
PROJECT: 2021251REVIEWED BY: MS
A4~1 ~--. . •
Gravel
CLASSIFICATION TEST RESULTS
Sand
Coarse FineMediumCoarseFine
Silt or Clay
Sample Location:
Depth (ft):
USCS Soil Type:
Passing No. 200 (%):
B-4
½ - 5
SC
30
APPENDIX: C.2
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Avenue, Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB
Atterberg Limits (ASTM D4318):
Liquid Limit, LL:
Plastic Limit, PL:
Plasticity Index, PI:
SLBE
PROJECT: 2021251
29
18
11
REVIEWED BY: MSBY: GN
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
C)
C: 'in 1/) ~ a.
'E Cl) 0 ... Cl)
a.
~ Size (Inches) ~+~----U.S. Standard Sieve Sizes Hydrometer Analysis
0 0
"<I" ~ ~ ~ g O ~
~ ci ci ci ci ci ci
100.0 ,,,,-,---,,----,-,-------,.-1--,-,,,--,--■-f-,-----.....,.aa~~ ..... =-=-. ._:a.z-,--,-,.,,-,2---,---y,.-----2-r--~~";-~~2;~--~----~--------
T ---~ : ,: 90. 0 -tt-t-t-+-t--+---t--t'---/-H-+-j---t'--+--+---'---+----'--+-1-4-+-+~1H-\--+-+---'------<-++!..l---+-+-+---l---l------l--l-l-l---l-+--I--I------L---:,
I \
80.0 tttt+-t--+---t-+--t++-n---tt--+--+-+-+--4-l-l+-+-++-
1
1!-411't~+--+----+++l-l--+---l---l---l--l------+--l-1-l---l---+-+-+----+--
1 \ : \ 70. 0 -tt--t--t-+-t--t-t----t,-1,---++++-+--h-1 ,-+--+-r-+,----,-,-++..+--+,-+-+--.,+--+-+,+--,,.-------+I---M--1--+-+-+---+---+l--l---l---l--+--1----+------<L--_j : \
I
60. 0 -tt-t-t-+-t-i-\----t'----++++-+--f'--j-+--'-+---'--++4--+-l-+-':l----!----ll\~---+1-i-l-l--l---l----1--1------1----+l--l---l---l--l--L-_J__J __ _j
I \
I
I '.!. 50. 0 ++t-+-+-+-+-+-tt---+f--H-+--+H-f----t-+---+-Htl-+-t---l--t+-+----+---IJ------++-+t+---l----1---1------t----+------+-l-l--l---l---+--l-+----+--____j
I 7\
I
I \
40. 0 -tt-t-t-+-t1-+-1--+.---+++++-h--l-+--.--+-----.--++..+--+-+-+--..:1-+---+----;-'.\+-l-+.-1--l---l----l--l------l----+l-l-l---l--l--L--l-_J __ _j
I
I
I ' \
30. 0 -tt-t-t-+-tt-i-l----t'--1---+++++-+-'-1--+--+-1'-+----'-1-++1+--+'-1-+-1:1--1---+--1'_--+1-l:--L...L-+---l---l---j__j_jl--l---l.......l---l-__J__J_ _ __J
I
I
I 20. 0 -tt--t--t-+-t--+---+---tt---/-H-+-j--Jt-+--+-+-t---t-++t+-+-+-+-t+-+---+---1--+++t+-+-+----l-\--+---l-l---l-l--1---l----l-----l---l-----
I
I
I
10. 0 -tt-+-t-+-t-i-!--+.---++++-+-+;---,\-+--;....+-----;--+++-+-+-+..-;:1----1-------1-___;~--+1-+.-l-+-l----l--l------l----+l--l---l---l--l--l---_J__JL-_ _j
I
I
I 0. 0 -t-'--'---'--_L_L___.l_L__-1J.1. __ -t-1-..L.L-'-ill I_J__J__L..J_, _ __j_,--+1.lL.l'_J_J.......J'L__J____j___J'~--+J__JJ..L_ 'L..l__j___j_ _ __j_ __ .µ_LLl.......l---l-__l _ _L _ __J
100 10 0.1 0.01 0.001
Grain Size (mm)
Gravel
CLASSIFICATION TEST RESULTS
Sand
Coarse FineMediumCoarseFine
Silt or Clay
Sample Location:
Depth (ft):
USCS Soil Type:
Passing No. 200 (%):
APPENDIX: C.3
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Avenue, Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB SLBE
B-6
½ - 5
SC
41
Atterberg Limits (ASTM D4318):
Liquid Limit, LL:
Plastic Limit, PL:
Plasticity Index, PI:
30
14
16
PROJECT: 2021251REVIEWED BY: MSBY: GN
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
C') C: ·;; u, cu ll.
'E Q)
(.) ...
Q) ll.
~ Size (Inches) ~-<----U.S. Standard Sieve Sizes ----:-➔~<----Hydrometer Analysis
0 ~ ~ ~ ~ g ~
~ ~ ci ci ci ci
100.0 m---,--r---,--,----,------,.-,----,-.--.-.--.---il.,h--.......,...... .. ._ ......... --,!-_,,_~"r-r-=;2;:.....,-~, __::;:2c___-,------::;:__~2;~--------------
..... , I
\
90. 0 tt-1-+-t-++-+-----t:---1++++---¥.--+-+----'-+----'---++'+---l-+-+--'+l\.~_+-...!__-+1-+.!..J---l-l---l----l--l-----l-l--1--l--l--l----l----l------l--__J
\
I~
\ 80. 0 i-HH-i-t---t---t-----tf---H-++-t---tl-+--+--1-1--+-+-l-l+-H-+-l+-t---'\,-----+-1--+++H-1--+--l---+----l-------+-l--l--l---l---l---L__Je-----l------l
\
70. 0 i-H---t-i-t---t---t-----+r11--H-+++-+,.--+--+--.-,-1----.-, +hi ,+-+-1-+--.-1, -1--'+~~, -+++.-1-!-,-+-+-+----l-------+-l--l--l-l-__)____I__J_--l-_----i
\
60. 0 tti-+-t-++-+----t'-------ji++++--fL--+--+----'-+---'---++1Hl-+-+--4-----l--+-\•,L' -+++!..J--+--l--t--t----l-------l--l--l--1-l-.l-J__J_--l-----l
'\
\ 50. 0 -t-H---t-i-t---t---t---tt------,H-+-H---tl-+--+-t-1---l-++IMH-+-l+-t---l----1-.\-\.+++H-1---l--+-+----l-----l--1-1--1-l-__)____I__J _ _j___----l
\
\
40. 0 -t-H-+-t-t-+--t---+.-------,H-+-H--+.-+--!----.-1--.--++;+-j-+-+---;.J--1---l---_;__---l--+--11~~--l-+-+-----l-------l--l--l--1-l-.l-J--l _ _j__ _ _J
30. 0 -t-H--t-t-t---t--t----t'-'------,H-+-H---f'~-t--'-'-+---'--1 -++'-'f-+-Jf-+--41 -+--I---'-' -+++'4-+-+-+-+----l------l--l--l-l--l--.l-J-----l---l------1
20. 0 i-HH-i-+--+-+---+t--H-+++--ll-+--+-t-l---1-t-+t+-l-l-+-l+-t---l----1----l-l---l+l---l-l---l----l--l-----l-l-..)_j__j___j_---l----l------l--__J
10. 0 tt-1-+-t-++-+--+.---1+++++.-+--~+--...;..-++;+-1-+-~---J.-+-...;---+1-+.-1---l-l---l-----t--l-----l-l--1--l--l--l----l----l------l--__J
0. 0 -t-'--'~---'-~~----"-1 '--1-'-'-...L....L--'-'I---L----'--''_,_ _ _._1 +ul 'L.L_I---L-...U' __, _ _j___._, -.f--L-LU-L'_[_..1__..1___J__---J._j_[_L.L__L_JL__J _ _L__----I
100 10 0.1 0.01 0.001
Grain Size (mm)
CLASSIFICATION TEST RESULTS
Gravel Sand
Coarse FineMediumCoarseFine
Silt or Clay
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Avenue, Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB SLBE
Sample Location:
Depth (ft):
USCS Soil Type:
Passing No. 200 (%):
SM
26
B-10
APPENDIX: C.4
½ - 4½
PROJECT: 2021251REVIEWED BY: MSBY: GN
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
<E------Size (Inches) ~ <: ' ~ Hydrometer Analysis ' U.S. Standard Sieve Sizes ., " .,
0 0 ~ 0 0 0 ~ 0
~ '1: ~ ~ -st N -st (0 N
~ ~ "' ~"' 0 0 0 0 0 0 0
100.0 -z z z z z z z -,. r,-I -.... It I I
I I I ll I I
I I I ]\; I
90.0 I I I I
I I I I I
I I I ,\ I
I I I I ' I
I I I I a I
80.0
I I I I \ I
I I I I \ I
I I I I I
Cl 70.0 I I I I I I
C: \ "iii I I I I I
V, I I I I I
<a I I I I ~ I
ll.. 60.0 I 1, I I I I I I ... I I I I \ I C: I I I I I Q) I I I I \ I (J ... I I I I \I I Q) 50.0 ll.. I I I I "( I
I I I I \ I
I I I I I
40.0 I I I I \ I
;i II I I I I I \ I
I I I I I
I I I I I
I I I I I
30.0 I I I I I
I I I I
I I I I
I I I I I 20.0
I I I I I
I I I I I
I I I I I
10.0 I I I I I
I I I I I
I I I I I
I I I I I
I I I I I
0.0
100 10 1 0.1 0.01 0.001
Grain Size (mm)
I I I I I I I
j,a~I ~--. . .
CLASSIFICATION TEST RESULTS
Gravel Sand
Coarse FineMediumCoarseFine
Silt or Clay
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Avenue, Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB SLBE
Sample Location:
Depth (ft):
USCS Soil Type:
Passing No. 200 (%):
SC
31
B-10
APPENDIX: C.5
5 - 6½
PROJECT: 2021251REVIEWED BY: MSBY: GN
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
~ Size (Inches) '/ U.S. Standard Sieve Sizes ' / Hydrometer Analysis ' , ' , ' ,
0 0
~ iii ~ 00 0 0 0 0 0 0 ,,. -N ,,. <D -N --<'I 0 .!j .!j 0 0 .!j 0 100 ------.. ~ ~,... -..... I 11 I
I I I •, I
I I I I
90 I I I I
I I I I
I I I " I I I I \
I I I I
80 I I I I I I I I I \ I I I I
Cl 70 I I I I \
C: \ 'iii I I I I
VJ I I I I \ 111 I I I I
CL 60 I 1, I I 1, I I 1, ... I I I I \ C: I I I I Q) \ ~ I I I I
I I I I \' Q) 50 CL I I I I • I I I I ,,
I I I I : \ 40 I I I I
11 I I 11 I I ' 11
I I I I I
I I I I I II I I I I I
30 ii
I I I I I
I I I I I
I I I I I
I I I I I 20
I I I I I
I I I I I
I I I I I
10 I I I I I
I I I I I
I I I I I
I I I I I
I I I I I
0
100 10 1 0.1 0.01 0.001
Grain Size (mm)
I I I I I I I
j,a~I ~--. . .
CLASSIFICATION TEST RESULTS
Gravel Sand
Coarse FineMediumCoarseFine
Silt or Clay
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Avenue, Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB SLBE
Sample Location:
Depth (ft):
USCS Soil Type:
Passing No. 200 (%):
SC/SM
36
APPENDIX: C.6PROJECT: 2021251REVIEWED BY: MS
B-10
35 - 36½
BY: GN
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
~ Size (Inches)
, ' / Hydrometer Analysis ' ,,, ' U.S. Standard Sieve Sizes ,,,...._ ,,,
0 0
"' ;:li S! (X) ~ 0 0 0 ~ 0 --?; " N " (0 N
--0 si si 9 0 si 0 100 --·t I --;-I I
I I It 1~• I
I I I I I-.J1r--90 I I I I
I I I I I 't
I I I I I \ I I I I I \ I I I I I 80 .
I I I I I
I I I I I
I I I I I \
Cl 70 I I I I I \
C: II 'I II
rn I I I I I • rn I I I I I '\ ra I I I I I I \ a.. 60 .. I I I I I I \ C: I I I I I I Cl) (.) I I I I I I \ ... I I I I I I ' Cl) 50 a.. I I I I I I ~ I I I I I I
I I I I I I
40 I I I I I I I
II I I II I I II
I I I I I I
I I I I I I
I I I I I I
30 I, ' ' I, ' ' I,
I I I I I I
I I I I I I
I I I I I I
I I I I I I 20
I I I I I I
I I I I I I
I I I I I I
10 I I I I I I
I I I I I I
I I I I I I
I I I I I I
I I I I I I
0
100 10 1 0.1 0.01 0.001
Grain Size (mm)
I I I I I I I
j,a~I ~--. . .
CLASSIFICATION TEST RESULTS
Gravel Sand
Coarse FineMediumCoarseFine
Silt or Clay
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Avenue, Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB SLBE
Sample Location:
Depth (ft):
USCS Soil Type:
Passing No. 200 (%):
SM
39
APPENDIX: C.7PROJECT: 2021251REVIEWED BY: MS
B-10
45 - 46½
BY: GN
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
~ Size (Inches) '/ ' / Hydrometer Analysis ' / .... U.S. Standard Sieve Sizes / ...._ /
0 0
"' ;:r; S! (X) ~ 0 0 0 ~ 0 --?; " N " (0 N ---,g_ si si 9 0 si 0 100 ~ --,.. --,. I 1, .. ~ I I
I I I I I
I I I I ',11. I I
90 I I I I I I
I I I I ' I I
I I I I ' I I
I I I I ,, I
I I I I ,I I 80
I I I I ' I
I I I I I
I I I I I \ I
Cl 70 I I I I I I I
C: 11 I I
rn I I I I I \ I
rn I I I I I \ I ra I I I I I I D.. 60 I .. I I I I I I C: I I I I I I Cl) (.) I I I I I I I ... I I I I I I Cl) 50 D.. I I I I I I' I I I I I I
I I I I I I
40 I I I I I
II I I I I I
I I I I I
I I I I I
I I I I I
30 I, ' ' ' ' ' ' I I I I I
I I I I I
I I I I I
I I I I I 20
I I I I I
I I I I I
I I I I I
10 I I I I I
I I I I I
I I I I I
I I I I I
I I I I I
0
100 10 1 0.1 0.01 0.001
Grain Size (mm)
I I I I I I I
j,a~I ~--. . .
Gravel
CLASSIFICATION TEST RESULTS
Sand
Coarse FineMediumCoarseFine
Silt or Clay
Sample Location:
Depth (ft):
USCS Soil Type:
Passing No. 200 (%):
APPENDIX: C.8
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Avenue, Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB SLBE
PROJECT: 2021251REVIEWED BY: MS
SM
23
B-11
0 - 5
BY: GN
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
~ Size (Inches) ----,)~(,-----U.S. Standard Sieve Sizes
L() "SI" 0 N
0 0 0 (0 N
Hydrometer Analysis /
~ o o o o o
100.0 m-,--,----,--,---,---77,,----m--,--,----....-..aar-=-:Z.---____:;Z;:.-,,.,-,-:Z:;.......,-,,--...:;Z=---,----::;:----,-,z~~~~~--------~ .. -~ --... ~ :
~~ :
90 .0 tti-+-t-+-+-t----t:----t-11+++-+'--+--+--'---+----'--H.!J-++~11--1'-----+-_!___-++-+4--t--1----J---l----l-----l-l-l-+-+--l----l-----l---l---~
~
80 .0 ++++++-+-+---t1-----t-t-H-+--1-i-+-+-+-+-+-+1-t+-++-+-t+---4-\---+--+---++l-l-l---l--+----+----+-----+-----1-1--1-1--l---l---l-+----1--\
it
~ 70 .0 +rt-H--l-+--t----tT.--+++++--+1.-+--+-~1--l---1.---l-+1..+---I--1 -l-+-~1e-------l-'-\-----l---i..;_-++-hT-1---l--l----l-----l---l---_j_j_..)_j_.L-)__J__j__J_ _ __J
i \ ~ \ c 60 .0 +rt-H--l-+--t-----t'----+-l+++--f!L+---!---'--+--'-l-+'+-+++-'-e-------!'-----,+-_!___-++-1-1.J.--l--+---l---l----l-----l-l-l-j_j__j___J_----l.._L-__J
Cl) 0 I.. Cl) a.
\
50 .0 +++t-+-t-+-+----+t--+++t-+-tt-+-+-+--+----+-++t+-+-+-+---H-+-----J-.:,.-\ 1----1--1--l+l---l--l----l---l----l---.j_j_j_i---l--1----i---l----l--__J \, .,
40 .0 +r+++-+-+--t---+.----+-!+++--h.+---+--.--+-~1-+.+-+++..-;jf-----l--l---_;.._\...----1--J-.J..;-1---l--l----l-----l---l---___j_j_.J_l_j___j__j__j__j_ _ __j
\
' 30 .0 +r+++-+-+--t----JJ1L__-+++++--JJ1L4---+--'-1 +-__J'L++J.J-+1 +-+--'j'e-------!--l---_l__ '---l\-l-_µ'-l---l--1----1-----l---l---___j_j_.J_l_j___j__j__j__j_ _ __j
' ~ 20 .0 +r+-+-+-+-+-+----+t----t-11+++-+t-+--+--+-+--+-~+++-+e-------lf---+-+---++-l+l--+-+---l---l----l-----l-l-l--l--+--l----l-----l---l---
I
I
I
10.0 +r+-+-+-+-+--+---+.-----t-11+++-+a--+---+-~-~~++~f----l-+-_:__-++-i-;:-1---l--l----l-----l---l---_j_j_..)_j_-l--1-_J__j__j_ _ __j
I
I
I 0.0 +'-'~--'----'-----.L__-'-L__1 -+-'-1-_L_L-'-'L....L----'----'-' J..__,L+-11.IL.L 1 -'--1..J1L__J _ _j___l__ '--+1-...U'J.......L__j__j___j_ _ _L__ _ __j_L_j__L_L....L_l___L___[_ _ __J
100 10 0.1 0.01 0.001
Grain Size (mm)
Gravel
CLASSIFICATION TEST RESULTS
Sand
Coarse FineMediumCoarseFine
Silt or Clay
Sample Location:
Depth (ft):
USCS Soil Type:
Passing No. 200 (%):
APPENDIX: C.9
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Avenue, Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB SLBE
PROJECT: 2021251REVIEWED BY: MS
SC
39
B-11
28 - 35
BY: GN
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
~ Size (Inches) ----;)H(::-----U.S. Standard Sieve Sizes ----~::::.~'-----Hydrometer Analysis ....
V ~ ~ ~ ~ ~
ci ~ ci ci ci ci
100.0 TTT-,-,----,---,----,----,1,---1 -m--,-,---i'~i'-,----,--a~..,....._____,,-!.-r-r,.,-..__.:z:::;..-,-,1,------:;2;.----,---::;:---,--,-_:;::;2;~~~-~--------~
n. ' ]\
90. 0 tt-1-t-t-+-+-+----t:---+f-+++-f:-+--+--'---l---'-++.!J-+++-1+--v, f--+-_.!.__-++-+4--1----1---l---l----l--__jl-l-l--l---+---l----l-----+--1------I
I~
\
80. 0 +H-t-t-+-+-+----J¼---+f-+++-ft-+--+-+-f---+-++tl-+++-t~f--\-', +-+--++-+t+--1----1---l---l----l--__jl-l-l--l---+---l----l-----+--1------I
\ ' g> 70. 0 +H-t-t-+-+--t--tfl..--+++--H--t1..-+-,--+-~,-1--.---1-1,....1--+ ,+-+~,1------11---1\-~" -l--l--l-.,.cl-+--1--1-1---l---_)_J__j_j__j___(_--I-_J__J_ _ __j
~ \ ~ \,
a. 60. 0 +H-t-t-+-+--t----fL----+-ll-++-+-tL+---+---'---+----'-+-+-4-+++-11------1L__+----i;__--l--l---l-4---l---+--l---1----l----l_j_j_.J___j__j___J__J__L___j c \
~ \ t \ a. 50. 0 +H-t-t-+-+--t---+t----+-ll-++-+-tt-+---+--+-+--+-++tl-+++-fl------1f----+---+--..L,i-l--l-lf+--+---l--11-1--1---_j_J__j_j_J.......L--I-_J__J_ _ __j
11
40. o ++-t-++-+-+---+--+.----+-1--+++-+.--+---+---.---+-~++.+-+++...;.1------1_+-_;__--l--l-l '-1,;,J....+---1--1-----+--1---_j_j_-W-J.......L--L-+-_j_ _ __j
30. 0 ++-t-t-t-+-+---1--tl..__ '-+++++-+IL--+--1 --+--'-'-+--'L+-+.IJ-+ '++-'-'l------1L__--+--_L' -1--1--1.l'f+--+.---l--i-----+--1---_j_j__j_j_J.......L_J__J__j_ _ __j
20. 0 +H-t-t-+-+--t--tt----+-H-+-+-tt-+-+--+-+---+-++tl-+++-f+----,f--+--+---++~-l---+--l---1----l--------1_j_j_-l---+---l----l__J_ _ _(____j
10. 0 +H-t-t-+-+-+---+.-----+-H-+-+-t.--+---+---c-+----c-++.+-++~l------11--+-...:__-++--R---l----l---l---l-----l--------1_j_j_-l---+---l----l__J_ _ _(____j
0. 0 +'-'~_L_..L__-'-----'I..__ '--t-1--'-_l___L---'IL...L '----'----'-'__J__-L-+1'JL.L I__J___L_JIL__JL___j__..J._1 -J--1--.l-ll 'LL.L_L_L__.l _ _j__ _ _j_l_..L.LJ.......L--l-_[_____l_ _ __j
100 10 0.1 0.01 0.001
Grain Size (mm)
CLASSIFICATION TEST RESULTS
Gravel Sand
Coarse FineMediumCoarseFine
Silt or Clay
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Avenue, Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB SLBE
Sample Location:
Depth (ft):
USCS Soil Type:
Passing No. 200 (%):
APPENDIX: C.10PROJECT: 2021251REVIEWED BY: MS
SC
30
B-11
50 - 51½
BY: GN
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
Cl C
"' "' Ill Cl. .. C
Q) ~ Q)
Cl.
<E------Size (Inches) U.S. Standard Sieve Sizes Hydrometer Analysis /
0 g
100 TIT7rr•~~-·.,_-◄-H~--~~-~--nrrr,-~~o---,--,-=~o--.--~~~~· rnrr~~o--,--,,-g~o'---,--~~:r----.-~N~on,r,-r-.---r----.TT-.--r.--r-.-----.-----,
-I .......... 1-► . I I I I I
I I • t--I I : I
90 -H-+-l-+-+--+--+-+11
1 ---+-+-t-+---t'-1+-t~:+-'~"--'.l.l-':t-+-t---t--'1t--+--t-~11
1-'-++-r4--1-t-t-l--t---t++-+-H-t-t--t------t I I I ~ I
I I I I 11\ I I
I I I I I 1~11 I I
80 -H-+-l-+-+--+--+---tt-1---+-+-t-+--,+1+-t---¼1+----¼11-+1'1t-++\'t-'1t--+--t---<11---+ttff-l-t-t-l--t---t++-+-H-t-t--t------t
I I I I I 1\1 I
I I I I I 1 I : : : : : : \ : 70 -H+-+-+-+-+--+--1lr--,--t+++-1r+,-+-t---.--+-----.--++1.t-+ ,-+-+.ct-,,-+--f-~----+++1.+-,-+-+-t---+----+++-+--+-+-+--+--f------t
: : : : : : I~
I I I I I I \
60 -t-t+-1-+++-+---t'-1 ---++H--t'-1+-t--'1+---'1+f.11t++-t--'1t-++t---'1--tt-t'4--l-t-tr-r--t---t+++-H-t-l--t------t
I I I I I I \ I
I I I I I I \ I
50 -H+-11-+-+--+--+---tt-1 ---+-+-t-+--tt-1-+--t-t1+--t1+H1t-+-t---H1t--t----t--\-l'1--t++<ft--l-t-t----jf--t---t++-t---H-t-t---t------t
I I I I I I \ I I I I I I
I I I I I I
40 -H+-+-+-+--+--+---11r11---+-+-t-+--t.-:-+--t--.1-+----.1+h1f-t--t---h1t---+--t---.---'--\+++;+-+-+-+--+--+---++++-+--t----t----+--t-----~
I I : : 1: : I I\
I I I I I I ~
I I I I I I 1,
30 -H+-+-+-+-+--t--11'-,_-t+++-IH'-+-t~'+--.L..f '-tl'H '-+-+-'+--t----f-~ '-t-Hm--+-+----t--+----1-++-+--+-+-+--t--f------t I I I
I I I
I I I
I I I
I I
I I
I I
I I 20 ++++-+-f--t-f----lt----++++-+-lt-l-------,f---i--+---t--++tt-++-11---t+-------,l---+--t---++tt+-+-l----t-------J---+---+++-+-+-1-+-------J---+------<
I I I I I I I
I I I I I I I
I I I I I I I
10 -H+-l---t--t----t-1-+---t,-:---++-t--H---t.:-+--+---.:+----.:+r.:t-+-+-t-.:+--+--+-.----+-+-r.:+-t-+-+----+--+---+++-+--+-+-I--+----+
I I I I I I I
I I I I I I I
I I I I I I I 0 -t-'-~~~-1-----"----t-'-~~"-'1--L-1---L--L+"JL.L-1-'LU-l'-----'---'--t-'-.u.L-'-J.......J.-l _ ___L_ __ -t-'-J....L-'-J.......J.-l _ __J__----<
100 10 0.1 0.01 0.001
Grain Size (mm)
--1 -1 -I -1 -1 -I
CLASSIFICATION TEST RESULTS
Gravel Sand
Coarse FineMediumCoarseFine
Silt or Clay
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Avenue, Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB SLBE
Sample Location:
Depth (ft):
USCS Soil Type:
Passing No. 200 (%):
SC
35
APPENDIX: C.11PROJECT: 2021251REVIEWED BY: MS
B-11
55 - 56½
BY: GN
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
<E------Size (Inches) -' / Hydrometer Analysis ' ,., ' U.S. Standard Sieve Sizes ,., ..... /
0 0
"' ;;/; s co ~ 0 0 0 ~ 0 - -
;,; ..,. N ..,. (0 N
--0 si si _o 0 si 0 100 --I ·~ ---...., I I I
I I I I I
I I I ~ I I
90 I I I I I I
I I I I I~ I I
I I I I I\ I I
I I I I '1 I
I I I I I ' I 80
I I I I I 'I I
I I I I I \ I
I I I I I I
Cl 70 I I I I I \ I
C: \ II
I I I I I I 1/) I I I I I I 1/) \ ns I I I I I \ I ll. 60 -I I I I I ' I C: I I I I I I Q) (.) I I I I I I ... I I I I I \ I Q) 50 ll. I I I I I \ I
I I I I I I
I I I I I I
40 I I I I I I
I I I I I I \II
I I I I I ~ I I I I I
I I I I I I
30 I, ' ' I, ' ' I,
I I I I I I
I I I I I I
I I I I I I
I I I I I I 20
I I I I I I
I I I I I I
I I I I I I
10 I I I I I I
I I I I I I
I I I I I I
I I I I I I
I I I I I I
0
100 10 1 0.1 0.01 0.001
Grain Size (mm)
I I I I I I I
j,a~I ~--. . .
CLASSIFICATION TEST RESULTS
Gravel Sand
Coarse FineMediumCoarseFine
Silt or Clay
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Avenue, Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB SLBE
Sample Location:
Depth (ft):
USCS Soil Type:
Passing No. 200 (%):
CL
65
APPENDIX: C.12PROJECT: 2021251REVIEWED BY: MS
B-11
70 - 71½
BY: GN
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
<E------Size (Inches) -~ / Hydrometer Analysis .... ,, .... U.S. Standard Sieve Sizes ,.. .... /
0 0
"' ~ S! co ;" 0 0 0 ;" 0 --cl .,, N .,, "' N
--ci _g _g 9 ci _g ci 100 --';' -....._ I I I I I I
I I I I N I I I
I I I I 11, I I I
90 I I I I I I I I
I I I I I ,.. I I I
I I I I I I\! I I
I I I I I I I
I I I I I ,, I I 80 " I I I I I I ' I I
I I I I I I r--' I
I I I I I I ♦, I
Cl 70 I I I I I I I
C
1/) I I I I I I I I
1/) I I I I I I I ~ ns I I I I I I I a. 60 -I I I I I I I I C I I I I I I I I Q) C.) I I I I I I I I ... I I I I I I I I Q) 50 a. I I I I I I I I
I I I I I I I I
I I I I I I I I
40 I I I I I I I I
II II I I I I I I
I I I I I I I I
I I I I I I I I
I I I I I I I I
30 I, I, ' ' I, ' I,
I I I I I I I I
I I I I I I I I
I I I I I I I I
I I I I I I I I 20
I I I I I I I I
I I I I I I I I
I I I I I I I I
10 I I I I I I I I
I I I I I I I I
I I I I I I I I
I I I I I I I I
I I I I I I I I
0
100 10 1 0.1 0.01 0.001
Grain Size (mm)
I I I I I I I
j,a~I ~--. . .
CLASSIFICATION TEST RESULTS
Gravel Sand
Coarse FineMediumCoarseFine
Silt or Clay
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Avenue, Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB SLBE
Sample Location:
Depth (ft):
USCS Soil Type:
Passing No. 200 (%):
SM
7
APPENDIX: C.13PROJECT: 2021251REVIEWED BY: MS
HA-1
1 - 6
BY: GN
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
<E------Size (Inches) '/ ~ ~ Hydrometer Analysis ' / '-U.S. Standard Sieve Sizes /~ /
0 0 ~ 0 0 0 ~ 0
"' :;!: ~ ~ .,, N .,, "' N
~ ~ "' ~ "' 0 0 0 0 0 0 0
100.0 -z z z z z z z ... ~ ~ .. -.... I -.. I I I I
I I H I I I
I I I I ~.~ I I I
90.0 I I I I I I I
I I I I J\1 I I
I I I I 1 I I
I I I I :, I I
I I I I I I
80.0 \ I I I I I I I
I I I I I • I I
I I I I I I I I
Cl 70.0 I I I I I I I
C: ·u; I I I I I I I I
ti) I I I I I I I I
cu I I I I I I I
C. 60.0 1, I I I I, I I I, -I I I I I I I C: I I I I I I I I Q)
(.) I I I I I I I ... I I I I I I I Q) 50.0 C. I I I I I I I I
I I I I I I I
I I I I I I I I
40.0 I I I I I ,1 I
II I I I II I I II
I I I I I \1 I
I I I I I ♦ I
I I I I I I
30.0 ..
I I I I I \ I
I I I I I I
I I I I I \ I
I I I I I I I 20.0
I I I I I I
I I I I I I
I I I I I I
10.0 I I I I I II
I I I I I I
I I I I I • I I I I I I
I I I I I I
0.0
100 10 1 0.1 0.01 0.001
Grain Size (mm)
I I I I I I I
j,a~I ~--. . .
LAB TEST RESULTS
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Avenue, Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673
P: 949.388.7710
SBEDVBE SDVOSB
Sample
Location
Expansion
Index
Expansion Index (ASTM D4829)
Sample Depth
(ft.)
Expansion
Potential
SLBE
Expansion
Potential
Classification of Expansive Soil (ASTM D4829)
Expansion
Index
0-20
21-50
51-90
91-130
>130
Very Low
Low
Medium
High
Very High
Sample
Location R-Value
Sample
Depth
(ft.)
R-Value (Cal. Test Method 301 & ASTM D2844)
APPENDIX: C.14
B-4 20½ - 5
B-6 18
Very Low
Very Low½ - 5
Sample
Location
Maximum
Dry Density
(pcf)
Optimum Moisture
Content
(%)
B-7
Sample
Depth
(ft.)
½ - 5 122.1 10.8
Maximum Dry Density and Optimum Moisture Content (ASTM D1557)
B-1 ½ - 5 25
B-9 ½ - 5 13
PROJECT: 2021251REVIEWED BY: MS
B-10 ½ - 4½120.1 11.8
BY: GN
HA-1 1 - 6 117.6 14.1
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
j,a~I ~--. . .
LAB TEST RESULTS
Corrosivity (Cal. Test Method 417,422,643)
Sample
Location
Sample Depth
pH
Resistivity Sulfate Content Chloride Content
(ppm)(%)(Ohm-cm)(ft.)(ppm)(%)
Water-Soluble Sulfate Exposure (ACI 318 Table 19.3.1.1 and Table 19.3.2.1)
Water-Soluble Sulfate (SO4)
in Soil (% by Weight)
Exposure
Class
Cement Type
(ASTM C150)
Exposure
Severity
Max.
W/C
Min. fc'
(psi)
SO4 < 0.10
0.10 ≤ SO4 < 0.20
0.20 ≤ SO4 ≤ 0.20
SO4 > 2.00
N/A
Moderate
Severe
Very Severe
S0
S1
S2
S3
No type restriction
II
V
V plus pozzolan or slag cement
N/A
0.50
0.45
0.45
2,500
4,000
4,500
4,500
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Avenue, Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB SLBE
APPENDIX: C.15
B-4 ½ - 5 7.8 200 3600 1230 0.1230.360
B-6 ½ - 5 7.8 970 210 85 0.0090.021
PROJECT: 2021251REVIEWED BY: MS
B-10 ½ - 4½7.9 1100 200 43 0.0040.020
B-11 0 - 5 7.1 550 410 230 0.0230.041
BY: GN
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
j,a~I ~--. . .
Sample Location:
Sample Depth (ft):
Notes:
B-7
½ - 5
NOVA
GEOTECHNICAL
MATERIALS
SPECIAL INSPECTION
4373 Viewridge Avenue, Suite BSan Diego, CA 92123P: 858.292.7575
www.usa-nova.com
944 Calle Amanecer, Suite FSan Clemente, CA 92673P: 949.388.7710
SBEDVBE SDVOSB SLBE
Remold
DIRECT SHEAR TEST RESULTS
Fill (af): Silty SandSoil Description:
PROJECT: 2021251REVIEWED BY: MS APPENDIX: C.16BY: GN
AVIARA OAKS ELEMENTARY SCHOOL
6900 AMBROSIA LANE
CARLSBAD, CA 92011
7,000
6,000
5,000
..... Cl) s
Cf) 4,000 Cf) w 0:::
I-Cf)
0::: <( 3,000 w
I
Cf)
2,000
1,000
1,000
Friction Angle (<D):
Apparent Cohesion (C):
2,000 3,000 4,000 5,000
NORMAL STRESS (psf)
--Peak
31 °
240 sf
--Ultimate
30 °
150 sf
6,000
Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
APPENDIX D
CPT LOGS
Project: NOVA Services / Aviara Oaks Elementary School
Kehoe Testing and Engineering
714-901-7270
steve@kehoetesting.com
www.kehoetesting.com
Total depth: 51.85 ft, Date: 11/26/20226900 Ambrosia Ln, Carlsbad, CA
CPT-1
Location:
Cone resistance
Tip resistance (tsf)
5004003002001000
Dep
t
h
(
f
t
)
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Cone resistance Sleeve friction
Friction (tsf)
1086420
Dep
t
h
(
f
t
)
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Sleeve friction Pore pressure u
Pressure (psi)
20100-10-20
Dep
t
h
(
f
t
)
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Pore pressure u Friction ratio
Rf (%)
876543210
Dep
t
h
(
f
t
)
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Friction ratio Soil Behaviour Type
SBT (Robertson, 2010)
181614121086420
Dep
t
h
(
f
t
)
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Soil Behaviour Type
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Clay
Clay & silty clay
Silty sand & sandy silt
Very dense/stiff soil
Very dense/stiff soil
Very dense/stiff soil
Silty sand & sandy silt
Very dense/stiff soil
Very dense/stiff soilVery dense/stiff soil
Silty sand & sandy silt
Very dense/stiff soil
Very dense/stiff soil
Very dense/stiff soil
Silty sand & sandy silt
Clay & silty clay
Very dense/stiff soil
Silty sand & sandy siltClay & silty clay
Clay
Clay
Very dense/stiff soil
Very dense/stiff soilClay & silty clay
Very dense/stiff soil
Very dense/stiff soil
Very dense/stiff soil
CPeT-IT v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 11/28/2022, 10:06:17 AM 1
Project file:
1---..
/
J
1---. > <::':._
£
• -~
.. :S ~ ---
~r fi_ ..... ~ t'":a -
1LJ=
-~ I------t!= -Ill!
i i
---, I I -~ c::::' ,..--C 1.-'9 ~
~ I I I
:r-'° t:>
'I; ~ J
-~ .. ---.! '=
--~ ;i r_ --~-
-' ' ' '
I I
I -?=
c,,._~
.s,-
~
<.... ~ ~ ~
~ r.
-1 I
I I
-,-r, Ca -rF Ii ~ I~
--~ I I_...
-
-
Project: NOVA Services / Aviara Oaks Elementary School
Kehoe Testing and Engineering
714-901-7270
steve@kehoetesting.com
www.kehoetesting.com
Total depth: 79.616900 Ambrosia Ln, Carlsbad, CA
CPT-2
ft, Date: 11/26/2022Location:
Cone resistance
Tip resistance (tsf)
5004003002001000
De
pt
h
(
f
t
)
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Cone resistance Sleeve friction
Friction (tsf)
1086420
De
pt
h
(
f
t
)
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Sleeve friction Pore pressure u
Pressure (psi)
20100-10-20
De
pt
h
(
f
t
)
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Pore pressure u Friction ratio
Rf (%)
876543210
De
pt
h
(
f
t
)
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Friction ratio Soil Behaviour Type
SBT (Robertson, 2010)
181614121086420
De
pt
h
(
f
t
)
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Soil Behaviour Type
Silty sand & sandy silt
Sand & silty sand
Silty sand & sandy silt
Sand & silty sand
Sand & silty sand
Silty sand & sandy silt
Silty sand & sandy silt
Clay & silty clay
Clay & silty clayClay & silty clay
Silty sand & sandy siltSilty sand & sandy silt
Very dense/stiff soil
Very dense/stiff soil
Clay & silty clay
Very dense/stiff soilClay & silty clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Very dense/stiff soil
Clay & silty clay
ClayClay
Clay & silty clayClay
Clay & silty clay
Very dense/stiff soil
Clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Clay
Clay & silty clay
Very dense/stiff soil
Clay
Very dense/stiff soil
Clay
Very dense/stiff soil
Very dense/stiff soil
Clay & silty clay
Very dense/stiff soil
CPeT-IT v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 11/28/2022, 10:06:18 AM 3
Project file:
I
"\. I I
Project: NOVA Services / Aviara Oaks Elementary School
Kehoe Testing and Engineering
714-901-7270
steve@kehoetesting.com
www.kehoetesting.com
Total depth: 51.81 ft, Date: 11/26/20226900 Ambrosia Ln, Carlsbad, CA
CPT-3
Location:
Cone resistance
Tip resistance (tsf)
5004003002001000
Dep
t
h
(
f
t
)
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Cone resistance Sleeve friction
Friction (tsf)
1086420
Dep
t
h
(
f
t
)
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Sleeve friction Pore pressure u
Pressure (psi)
20100-10-20
Dep
t
h
(
f
t
)
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Pore pressure u Friction ratio
Rf (%)
876543210
Dep
t
h
(
f
t
)
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Friction ratio Soil Behaviour Type
SBT (Robertson, 2010)
181614121086420
Dep
t
h
(
f
t
)
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Soil Behaviour Type
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Sand & silty sand
Clay & silty clayClay
Clay & silty clay
Silty sand & sandy silt
Silty sand & sandy silt
Very dense/stiff soil
Silty sand & sandy silt
Very dense/stiff soil
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Very dense/stiff soil
Silty sand & sandy silt
Clay
Clay
Clay & silty clay
Clay
Clay & silty clayClay
Very dense/stiff soil
Very dense/stiff soil
Very dense/stiff soil
CPeT-IT v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 11/28/2022, 10:06:19 AM 4
Project file:
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Report of Update Geotechnical Investigation
Aviara Oaks Elementary School Modernization, Carlsbad, CA
NOVA Project No. 2021251
February 8, 2023
APPENDIX E
LIQUEFACTION AND SEISMIC
SETTLEMENT CALCULATIONS
LIQUEFACTION ANALYSIS REPORT
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
NCEER (1998)
NCEER (1998)
Based on Ic value
7.00
0.54
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Aviara Oaks Elementary School Location : 6900 Ambrosia Ln, Carlsbad, CA
NOVA Services, Inc.
4373 Viewridge Ave, Suite B
San Diego, CA 92123
www.usa-nova.com
CPT file : CPT-1
30.00 ft
30.00 ft
3
2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
No
Yes
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
Sands only
No
N/A
Method based
Cone resistance
qt (tsf)
4002000
De
p
th
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Cone resistance SBTn Plot
Ic (Robertson 1990)
4321
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
SBTn Plot CRR plot
CRR & CSR
0.60.40.20
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
CRR plot
During earthq.
Qtn,cs
200180160140120100806040200
Cy
c
li
c
S
t
r
e
s
s
R
a
t
i
o
*
(
C
S
R
*
)
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
No
r
ma
l
i
z
e
d
C
P
T
p
e
n
e
t
r
a
t
i
o
n
r
e
s
i
s
t
a
n
c
e
1
10
100
1,000
Friction Ratio
Rf (%)
1086420
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential
FS Plot
Factor of safety
21.510.50
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading
Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground
geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening
Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity,
brittleness/sensitivity, strain to peak undrained strength and ground geometry
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software - Report created on: 1/3/2023, 3:46:57 PM 1
Project file: C:\Users\obrie\OneDrive\Documents\b GeoRisk\3 Projects\NOVA San Diego\3. Projects\Aviara Oaks Elem School\e. Evaluation\Seismic Compression\Analysis CPT\Seismic compression gwl 30 ft.clq
:-____ ::::t::::::::)
' =::=:t=::=::=::j
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:-----_:~]~~~~~~~~~]
: ::::--:~_:::~::::::::::::: : -------~~~~r~~~~~~~~~~~ i
----1------------: --------:------------:
:------:::::f =::=::::::!
! :::: __ ::-:)::::::::::::1
; ---~------------;
' ' ___ _._ ____ _. ____ _
' ' ' ' ' -----t-----' l::
:::: i ::=r:::.
i ::::r:::
----,-----
:::: ---r---.
____ _,
' '
-:r:::
----, I
::::~ :::r:::·
::::~ -r:::r:::
' ' ' ' ' ' ' -------r------r------r------r------r------r------1-----1------l------
------r------r------r------r------r------r------1-----1------r-------
------r---r r-1 1 r--1 : ---r--
------r-----r---1 -----r-----r-----r-----r ---i------r------
! ! ! ! ! i-i I I I I I -------.--------.--------.--------.--------.--------.----1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I • I I I I I I I I I I I I I I I I I I I I I I I I --------.--------.--------.--------.--------.-------.--------.--------.--------,--------1 I I I I I I I I I I I I ' I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ~-------.--------.------~------.--------.--------.--------.--------.--------~-------1 ' I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
' ' ::::::::t:: :::t::::::::
::::::+: ::::i::::::::
:::::::::r: ::::r:::::::
:::::::::r: ::::r:::::::
:~~~~~~~~,~~~-~~~r~~~~~~~
:::::::::r:: :::r:::::::.
' ' ' ' _________ ..,____ __....._ _______ _
' ' ' ' ' ' ---------... --------t---------' ' ' ' _________ ! ____ _
---------:-------:--------
---------t-------t--------
:::::::::i::::: ::+::::::::· •
:::::::::r::: ::r:------
--------J_ ------t-
This software is licensed to: NOVA Services CPT name: CPT-1
Cone resistance
qt (tsf)
4003002001000
De
p
th
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
1086420
De
p
th
(
f
t
)
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Friction Ratio Pore pressure
u (psi)
50-5
De
p
th
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Pore pressure
Insitu
SBT Plot
Ic(SBT)
4321
De
p
th
(
f
t
)
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
SBT Plot Soil Behaviour Type
SBT (Robertson et al. 1986)
1817161514131211109876543210
De
p
th
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Soil Behaviour Type
Organic soil
Silty sand & sandy silt
Clay & silty clay
ClayClay & silty clayClay & silty clay
Sand & silty sandSilty sand & sandy siltVery dense/stiff soilVery dense/stiff soil
Clay & silty clay
Very dense/stiff soil
Silty sand & sandy siltVery dense/stiff soilVery dense/stiff soilVery dense/stiff soil
Very dense/stiff soilVery dense/stiff soil
Very dense/stiff soil
Very dense/stiff soilVery dense/stiff soilVery dense/stiff soilVery dense/stiff soil
Very dense/stiff soil
Silty sand & sandy siltSilty sand & sandy siltClayClay
Clay
Very dense/stiff soil
Clay & silty clay
Very dense/stiff soilSilty sand & sandy silt
Very dense/stiff soil
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software - Report created on: 1/3/2023, 3:46:57 PM 2
Project file: C:\Users\obrie\OneDrive\Documents\b GeoRisk\3 Projects\NOVA San Diego\3. Projects\Aviara Oaks Elem School\e. Evaluation\Seismic Compression\Analysis CPT\Seismic compression gwl 30 ft.clq
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
NCEER (1998)
NCEER (1998)
Based on Ic value
7.00
0.54
30.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
30.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
No
Yes
Sands only
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand9. Very stiff fine grained
' ' ' ' ----1-------'-------.1-------, ' ' ' ' ' ' ' ' ' ' ' -------1-------►------◄-------' ' ' ' ' ' ' ' ' r------,-------' ' ' ' .... -.. -----i;;' -;;::-----➔-------
=::=i-=:--r:=::r =::(::
-::::+----i:=:+=::r =::
------r------::=::r ;:i:;::
' ____ .J ______ _
' ' '
' ' ' '
~~====~!====~===== -~-----t----~-----
~i=====t====~=====
-1-----t----~-----. ' ' ' ' ' -------------~-----' ' ' ' ' '
::l=====t=~~=l===== --i-----t----~-----
:~=====;====~~~=== ---1----------(--------(------
--r----------f---------1--------
• ----------1----------1--------
■
■
■
■
□
□
I I I I I I I I I I I I I I I I I I Jinr ~lr r ~lr
--i---i---i---i---~--~--~--~--~--~--~--~--~--
r --=:::::::' :::::!_-__;t#i::!::!ti::!::!ti::
1 I I I I I I I I 1 I I I I I I I I -. -. -. --~--r--r--r--r--r--r--r--r--
j --t--t--t--t--t--t--t--t--
~~;;;;;;;;·_-~-:·~-:~-:-~=~=~t=~t=~t=~t=
--,:+:+:+:+::~:~lr r ~lr:
: -+-+-+-+-+-t--t--t--t--t--t--t--t--,:rrrrrrrr:
r--t--t--t--t--t--t--t--t----r--r--r--r--r--r--1--1--1--
1~------------r--r--r--r--r--r--r--r--r--
□
□
□
This software is licensed to: NOVA Services CPT name: CPT-1
Norm. cone resistance
Qtn
200150100500
De
p
th
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d )
Norm. friction ratio
Fr (%)
1086420
De
p
th
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Norm. friction ratio Nom. pore pressure ratio
Bq
10.80.60.40.20-0.2
De
p
th
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
4321
De
p
th
(
f
t
)
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
1817161514131211109876543210
De
p
th
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Norm. Soil Behaviour Type
Organic soil
Silty sand & sandy silt
Silty sand & sandy siltClay & silty clay
Very dense/stiff soil
Very dense/stiff soilVery dense/stiff soilVery dense/stiff soilVery dense/stiff soil
Silty sand & sandy silt
Very dense/stiff soil
Very dense/stiff soil
Clay & silty clay
Very dense/stiff soil
Silty sand & sandy siltVery dense/stiff soil
Clay & silty clay
Silty sand & sandy siltSilty sand & sandy silt
Clay & silty clay
Clay & silty clay
Very dense/stiff soilClay & silty clay
Clay & silty clay
Clay & silty clay
ClayClayClay & silty clayClay & silty clay
Clay
Clay & silty clayClay
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software - Report created on: 1/3/2023, 3:46:57 PM 3
Project file: C:\Users\obrie\OneDrive\Documents\b GeoRisk\3 Projects\NOVA San Diego\3. Projects\Aviara Oaks Elem School\e. Evaluation\Seismic Compression\Analysis CPT\Seismic compression gwl 30 ft.clq
SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
NCEER (1998)
NCEER (1998)
Based on Ic value
7.00
0.54
30.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
30.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
No
Yes
Sands only
No
N/A
' ' --------'---------' ' ' ' --------► ------
--------~----+--------
--------~ :.:.;;------i---------
:::=:t:=::=r ::=-~--
=:==t=~--i -~~~~
:::=:+---=:f :::::::
----r---+-------
_£::=:E:::
---(------t--------
:::r::::::r:::::::
---(------t--------
___ -r-------r--------
--------1--------t--------
' ' ' ' ------'-------"'-------' ' ' ' ' ' ' ' ' ►------◄-------' ' ' ' ' ----,-------' ' ...., ... _-!;;.;;·----➔-------
----._ __ Po""_ ,------1-------
-=:: __ r----F+:=::
:~~~+--f ~~l~~~~
-:::::r:::: --::::r =::
-=::=1:~::~:____ :):::::::
-------t------t-----' ______ t ____ _
::::::r::::r--r:::::r:::::
-------t------' --t-----t------
------r---r------r------r------
------t-----I ------r------1-------
' ' I I I I ------_____ ... _____ .,1 _____ .,1 _____ _._ ____ _
I I I I I I I I I I I I I I I I -----------♦-----◄-----◄------i------1 I I I I I I I I I I I I I I I -----T------,------,------.------1 I I I I I I I -----+-----➔-----➔-----+-----
------=:::f ::=:j=:::j::=:t::=
------=::r =r ::r =:r:=
~~~Fl~l~l~~~
=::r:1=::r:r:=
---,=::r=:1=::r=:r := -----t-----t-----(---(---t-----
:::::t:::::~:::::~:::::+:::::
-----t-----i-----i-----t-----
-----r-----1-----1-----r-----
-----t-----1-----1-----t-----
·--------------------I -----
■
■
■
■
□
□
I I I I I I I I I I I I I I I I I I I I I
l·--===:i-~:~:~:+tHlf Hlf r--r--r--r--r--r--r--r--r--
--~--~--~--~--~--~--~--~--~~~~~~~~~~~~~~~~ __ !. ~_?~:~=~t=~t=~t=~t=
:~:=::=::=::=::=::~: __ ::::_-~:=-~-~;~~l~~l~~l~~l~
" -+-+-+-i::f ::f tf t:f t~:: --i-----=""-r-r-r--r--r--r--r--r--r--r--r--r--
--l---l---l--.!.--~--t--t--t--t--t--t--t--t--
:t:t:t:t::~::~::~::~::~::~::~::~::~::
,:rrnr~:~lr r ~lr:
-+-t-t-t-t--t--t--t--t--t--t--r--t--r--
:rrrrrrrrrrrrr:
-t-t-t-t--t--t--t--t--t--t--r--t--r--
-r-r-r-r--r--r--r--r--r--r--1--1--1--
-t-t-t-t--r--r--r--r--r--r--r--r--r--
□
□
□
This software is licensed to: NOVA Services CPT name: CPT-1
Total cone resistance
qt (tsf)
4003002001000
De
p
th
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Total cone resistance
L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t s ( i n t e r m e d i a t e r e s u l t s )
SBTn Index
Ic (Robertson 1990)
4321
De
p
th
(
f
t
)
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
SBTn Index Norm. cone resistance
Qtn
200150100500
De
p
th
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Norm. cone resistance Grain char. factor
Kc
109876543210
De
p
th
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Grain char. factor Corrected norm. cone resistance
Qtn,cs
200150100500
De
p
th
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Corrected norm. cone resistance
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software - Report created on: 1/3/2023, 3:46:57 PM 4
Project file: C:\Users\obrie\OneDrive\Documents\b GeoRisk\3 Projects\NOVA San Diego\3. Projects\Aviara Oaks Elem School\e. Evaluation\Seismic Compression\Analysis CPT\Seismic compression gwl 30 ft.clq
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
NCEER (1998)
NCEER (1998)
Based on Ic value
7.00
0.54
30.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
30.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
No
Yes
Sands only
No
N/A
' ' ' I I I I ---______ ... _________ ... ________ _
I I I I I I I I I I I I I I I I ------♦---------♦---------• I I I I I I I I I I I I I I I ______ T _________ T ________ _
' ' ' ' ' ' -----t---------t---------'
;-----! __ ------1-------i
i :::::: ! :::::::::1=::=:::!
i ::/ 1::::=I::=:::!
I __ ::j:::::::::j:::::::::!
_:::r =::=:1=::=:::!
:::::1::::::=:1=::=::::
----:---------:---------:
i-----:+=::i::=:::j
' ' ---------'----------' ' ' ' ---------► -------
---------~---..:.. 1----------
----------~ =-------~----------
====f====~===~~-
:::::::::r:---+ _;... ......... ""'"I
:::::=:+----_::::]::::::::::
---f :::::::::j::::::::::
-=:1=::=::r=::::::
:=:J=::=::~::::::::::
----:---------:----------
-----:1::=::1:::::::
' ' ' ' ' ---------'----------.L---------.1----------, ' ' ' ' ' ' ' ' ' ' .::::::::r::::::::Tf"!-~--_-::•:•:-::•:~; :-:,;;,::;,;:;.;:.:.:.:.::J:
----------~---------t---------~----------
::=::=:i=::=:::i:::::::::j:::=::=
:::=::::f :::::::1:::::::::1:::::::::
:~~\~I\\~l~~\~~~i'.'.'.~'.--
::::::::::~:::::::::1:::::::::j:::
:::=::=:~=::::::r ::::::::-------
:::=::=r:::::::1:::::::+:: __
---------:---------:---------7--------
:::=::i::::::r:::::::i:-
This software is licensed to: NOVA Services CPT name: CPT-1
CRR plot
CRR & CSR
0.60.40.20
De
p
th
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
CRR plot
During earthq.
L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t s
FS Plot
Factor of safety
21.510.50
De
p
th
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
FS Plot
During earthq.
Liquefaction potential
LPI
20151050
De
p
th
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Liquefaction potential Vertical settlements
Settlement (in)
0.10.080.060.040.020
De
p
th
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Vertical settlements Lateral displacements
Displacement (in)
0
De
p
th
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Lateral displacements
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software - Report created on: 1/3/2023, 3:46:57 PM 5
Project file: C:\Users\obrie\OneDrive\Documents\b GeoRisk\3 Projects\NOVA San Diego\3. Projects\Aviara Oaks Elem School\e. Evaluation\Seismic Compression\Analysis CPT\Seismic compression gwl 30 ft.clq
F.S. color scheme LPI color schemeInput parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
NCEER (1998)
NCEER (1998)
Based on Ic value
7.00
0.54
30.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
30.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
No
Yes
Sands only
No
N/A
Almost certain it will liquefy
Very likely to liquefy
Liquefaction and no liq. are equally likely
Unlike to liquefy
Almost certain it will not liquefy
Very high risk
High risk
Low risk
------,--' ' ' '
::::::::::::1::::: _::=+:=::=:::
------------~------------~------------
::::::::::::j::::: :::::::~::=::=:::
------------1------------~------------
1 I
' ' ' ' ' -------------,------------r-------------' ' ' '
:::::::::::l:::=: ~::~::~::~:::
:::::::::::l:::::: ::::~::=::=:::
------------:------------:------------
:::::::::::1:::::: =:f ::-------
■
□
□
□
■
' '
::=:1=: :=1:=:::1::::::r :::r-.
-----~------l------i-------i-------i--
::=:j=::=j:::::~:::::i:::::i·
-----1------1------+-----+----+----
:::::j::::::j::::::t:::::t: ::t::::
.. -1=::=1:=::~:=::!: __ ::l::::
r:=1:=::l::+::+::: :------r-----:-----:-----:----
::=:f :£J::::r::::r::
--------------------- --------------------
--------------------- --------------------
--------------------- --------------------
--------------------- --------------------
----------------------------------------
--------------------- --------------------
--------------------- --------------------
--------------------- --------------------
--------------------- --------------------
--------------------- --------------------
----------------------------------------
----------------------------------------
--------------------- --------------------
--------------------- --------------------
■
□ □
This software is licensed to: NOVA Services CPT name: CPT-1
Normalized friction ratio (%)
0.1 1 10
No
rm
a
l
i
z
e
d
C
P
T
p
e
n
e
t
r
a
t
i
o
n
r
e
s
i
s
t
a
n
c
e
1
10
100
1,000
L i q u e f a c t i o n a n a l y s i s s u m m a r y p l o t s
Qtn,cs
200180160140120100806040200
Cy
cl
i
c
S
t
r
e
s
s
R
a
t
i
o
*
(
C
S
R
*
)
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
Liquefaction
No Liquefaction
Thickness of surface layer, H1 (m)
109876543210
Th
ic
k
n
e
s
s
o
f
l
i
q
u
e
f
i
a
b
l
e
s
a
n
d
l
a
y
e
r
,
H
2
(
m
)
12.0
11.0
10.0
9.0
8.0
7.0
6.0
5.0
4.0
3.0
2.0
1.0
0.0
Analysis PGA: 0.54
PG
A 0
.
4
0
g
-
0
.
5
0
g
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software - Report created on: 1/3/2023, 3:46:57 PM 6
Project file: C:\Users\obrie\OneDrive\Documents\b GeoRisk\3 Projects\NOVA San Diego\3. Projects\Aviara Oaks Elem School\e. Evaluation\Seismic Compression\Analysis CPT\Seismic compression gwl 30 ft.clq
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
NCEER (1998)
NCEER (1998)
Based on Ic value
7.00
0.54
30.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
30.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
No
Yes
Sands only
No
N/A
' ' -jf-....1..---1r....1..7~....l..i '--'-i --'-7 --! · · · I I I I ' : ! i i !, !, i i ' ' ' ' ' ' ' ! !, !, !, ! : : ---f------t-' • 1:-------1: ---:: :: ! ! l-----+------:---------f, ------r. --1 1 1 1 1 1
1 : : : ! : : ! ! i ! : ' : --~----------L---+----+---7-----1-----r--r-!
• ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ! ! ! ! ! : -------~------t-i : : ------~-------~------1 : : '------+------~ : : : : -------+ ' ' ' ' ' '
' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ------l------+------f----+---t-----r----r
! ! ! ! ! -
' ' ' ' ' ' --r:. ------t:. ---------1------+----+----7----l---r
' ' ' ' ' : : '
1 1 1 1 1 ---~----+----+-----r-----1 i ------(------i------1--: : : : -----+-----t : : ! ! ! !
' ' ' ' ' ' ' ' ' ' ' ' ' ' ' '
i i i _J ______ ~------1-----+---t-----r-' ' • -' ' ' ' ' ' ' _.__ ' ' ' ' ' ' -t, ------' ! ! ! ! ! !
' ' ' ' ' ' I I I I I ! ! ! I
' ' ' : ! j _____ +-----+----+-----+-----t------r---• _._____ ' ' ' ' ' ' '
O O •1~ -----,---I • t ' ' ----' ' ,· : : ·-,; :; 1 • : I -1 -+-,--• ---·.r• ---(-----+--:,'· :~~ ; : c._.cl------+-...-! ,I I
•i , ~~~-7~;w , ---i--_, ---+---
' ' ' ' ' ' ' ' ' ' ---! ---+---' ' ' ' ' ' ' ' ' ' ' ' ' ' --, --+----,--' ' '
' ' ' ' ' ' ' ' ' ---+-----i-----+----1------r-
• I I I I ·-' : : : : ! -' ' ' ' I I I . : !
' '
This software is licensed to: NOVA Services CPT name: CPT-1
Norm. cone resistance
Qtn
250200150100500
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) )
Grain char. factor
Kc
109876543210
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Grain char. factor Corrected norm. cone resistance
Qtn,cs
200150100500
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
4321
De
pt
h
(
f
t
)
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0.50.40.30.20.10
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software - Report created on: 1/3/2023, 3:46:57 PM 7
Project file: C:\Users\obrie\OneDrive\Documents\b GeoRisk\3 Projects\NOVA San Diego\3. Projects\Aviara Oaks Elem School\e. Evaluation\Seismic Compression\Analysis CPT\Seismic compression gwl 30 ft.clq
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
NCEER (1998)
NCEER (1998)
Based on Ic value
7.00
0.54
30.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
30.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
No
Yes
Sands only
No
N/A
' ' ' ' ' ' ' ' -------.&.-------_ ... ______ _
' ' ' ' ' ' ' ' ' ' ' '
' ' ' ' ' ' ' ' -♦-------' ' ' ' ' ' ' '
i-----+·~~~,;,,-=~.,,=~= .. =.J.f:_:_:.-l--JI
j::::::r _:::~::=::::
1:::::::i:----_:~::~::i::~j
+::::::j:::::::j::::::: i
-r=::r=::r=::: i
::J:::::::J::=:+=::: i
--:-------:-------:-------:
J::::+=::r =::: !
' I I I I ' ' _________ ,, _________ ... _________ .,1 _________ _
• ' ' ' ' ' ' ' ' '
---------t-------t-------t------t-------
--==1====~r!----~~:~:~:~=~:~;~:~=~:~:~=~:~: ---------r-------r-------r------r------
---------r-------r-------r-------1--------
-----~---------t---------~-------------------~-------t-------t-------~--------
=::=:t:=::=:i=::=:::j::=::=::
! ! ! ! ---------r-------r-------r------r-------
---------:-------:-------:-------:--------
--~::r :::::::1:::::::::1::::::::::
~~~~l~~~~l~~~~!:::-
---------t-------t-------t-------(------
---------r-------r-------r------r-------
---------r-------r------r------r-------
--------r-------t-------r-------1--------
---------r-------r-------r------r-------
---------r-------r------r------r-------
---------r-------1-------1-------1--------
---------t-------t-------t-------1-------
:::::~:::::::::1:::::::::j::: --------+-----+-----+-----+-------
---------r-------1-------1-------1--------
--==t====l===~;---
: -:::::::1 :::::::J:::::::1:::::::t:::::-
---------r-------1-------1-------1--------
1::=::=:i=::=:+:: __
-··-·-· -· -:---------:---------7--------
---------t-------t-------t------t-------
---------r-------r------r------r-------
--------r-------1-------1-------1--------
--+=::=:1=::=::~:-
--------r-------t-------t------t-------
---------r-------r------r------r-------
I I I I
This software is licensed to: NOVA Services CPT name: CPT-1
Cone resistance
qt (tsf)
4003002001000
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Cone resistance SBTn Plot
Ic (Robertson 1990)
4321
De
pt
h
(
f
t
)
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
SBTn Plot FS Plot
Factor of safety
21.510.50
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
FS Plot
During earthq.
Vertical settlements
Settlement (in)
0.10.080.060.040.020
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s
Strain plot
Volumentric strain (%)
6543210
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Strain plot
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software - Report created on: 1/3/2023, 3:46:57 PM 8
Project file: C:\Users\obrie\OneDrive\Documents\b GeoRisk\3 Projects\NOVA San Diego\3. Projects\Aviara Oaks Elem School\e. Evaluation\Seismic Compression\Analysis CPT\Seismic compression gwl 30 ft.clq
Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance q c corrected for pore water effects)
Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
' ' ' I I I I ---______ ... _________ ... ________ _
I I I I I I I I I I I I I I I I ------•---------•---------' I I I I I I I I I I I I I I I ______ T _________ T ________ _
' ' ' ' ' '
;--------t -----1-------i
! :::::: ! ::=::=:1=::=)
! ____ :: -1-------1------i
i------r-----r-----!
_::+=::=:1=::=)
::::r=::=:1=::=)
--t:::::::t::::::::~
!-------)---------t---------:
LIQUEFACTION ANALYSIS REPORT
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
NCEER (1998)
NCEER (1998)
Based on Ic value
7.00
0.54
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Location : 6900 Ambrosia Ln, Carlsbad, CA
NOVA Services, Inc.
4373 Viewridge Ave, Suite B
San Diego, CA 92123
www.usa-nova.com
Project title : Aviara Oaks Elementary School
CPT file : CPT-2
Input parameters and analysis data
30.00 ft
30.00 ft
3
2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
No
Yes
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
Sands only
No
N/A
Method based
Cone resistance
qt (tsf)
400200
De
p
th
(
f
t
)
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Cone resistance SBTn Plot
Ic (Robertson 1990)
4321
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
SBTn Plot CRR plot
CRR & CSR
0.60.40.20
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
CRR plot
During earthq.
Qtn,cs
200180160140120100806040200
Cy
c
li
c
S
t
r
e
s
s
R
a
t
i
o
*
(
C
S
R
*
)
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
No
r
ma
l
i
z
e
d
C
P
T
p
e
n
e
t
r
a
t
i
o
n
r
e
s
i
s
t
a
n
c
e
1
10
100
1,000
Friction Ratio
Rf (%)
1086420
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential
FS Plot
Factor of safety
21.510.50
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading
Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground
geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening
Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity,
brittleness/sensitivity, strain to peak undrained strength and ground geometry
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software - Report created on: 1/3/2023, 3:46:59 PM 9
Project file: C:\Users\obrie\OneDrive\Documents\b GeoRisk\3 Projects\NOVA San Diego\3. Projects\Aviara Oaks Elem School\e. Evaluation\Seismic Compression\Analysis CPT\Seismic compression gwl 30 ft.clq
-------+
----------t-
:~::~::::1:
-----------r-
-r-----------r-
}=:::::]
l=::=::=J:
--r-----------r-
_______ T
t:::r=j:=::
, .... __ ...!.., t----
-----
' ' ' :::::r ~~2'~-
-----r
----I
' '
:~:I
t----
r ___ _
' ' ' ' ' ' ' -------r------r------r------r------r------r------1-----1------l------
------r------r------r------r------r------r------1-----1------r-------
------r---r r-1 1 r---1 : ---r--
------r-----r---! -----r-----r-----r-----r ---1------r------
: : : : : ~♦ I .. :~-• -------l--------l--------l-------+------+---♦--1------l------♦--~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I • I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I --------.--------.--------.--------.--------.-------.--------.--------.--------,--------1 I I I I I I I I I I I I ' I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I --------.--------.------~------.--------.--------.--------.--------.--------,--------1 ' I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
---------... --- -----------
--------+------t--------·
---------t-------t--------
::::::::f _ -::r :::::
' ' ' ' ---------r-------r-------
---------r-------r -------
::::::::[:: ::f ::::::::
:=::::::J::= -=t=::=::
---------r-------r--------
---------r------r-------
Th
i
s
s
o
f
t
w
a
r
e
i
s
l
i
c
e
n
s
e
d
t
o
:
N
O
V
A
S
e
r
v
i
c
e
s
CP
T
n
a
m
e
:
C
P
T
-
2
Co
n
e
r
e
s
i
s
t
a
n
c
e
qt
(
t
s
f
)
40
0
30
0
20
0
10
0
Depth (ft)
787674727068666462605856545250484644424038363432302826242220181614121086420
Co
n
e
r
e
s
i
s
t
a
n
c
e
C
P
T
b
a
s
i
c
i
n
t
e
r
p
r
e
t
a
t
i
o
n
p
l
o
t
s
Fr
i
c
t
i
o
n
R
a
t
i
o
Rf
(
%
)
10
8
6
4
2
0
Depth (ft)
787674727068666462605856545250484644424038363432302826242220181614121086420
Fr
i
c
t
i
o
n
R
a
t
i
o
Po
r
e
p
r
e
s
s
u
r
e
u
(
p
s
i
)
20
1
5
1
0
5
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Depth (ft)
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11 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I T[IIL~]Ir-rrlIII[JIIIJIIIlIIIlIIIIJ]III
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I !■ I I I I I I I I I I I I I I I I ln l I I I I I I I I I I I I I I I I I • I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I '~l ' I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I tttt-t--tti ;-(i ' ' ' ' t ' ' ' ' ' ' ' ' ' '
□□□
■□□
■■■
This software is licensed to: NOVA Services CPT name: CPT-2
Total cone resistance
qt (tsf)
400300200100
De
p
th
(
f
t
)
78
76
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Total cone resistance
L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t s ( i n t e r m e d i a t e r e s u l t s )
SBTn Index
Ic (Robertson 1990)
4321
De
p
th
(
f
t
)
78
76
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
SBTn Index Norm. cone resistance
Qtn
200150100500
De
p
th
(
f
t
)
78
76
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Norm. cone resistance Grain char. factor
Kc
109876543210
De
p
th
(
f
t
)
78
76
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Grain char. factor Corrected norm. cone resistance
Qtn,cs
200150100500
De
p
th
(
f
t
)
78
76
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Corrected norm. cone resistance
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software - Report created on: 1/3/2023, 3:46:59 PM 12
Project file: C:\Users\obrie\OneDrive\Documents\b GeoRisk\3 Projects\NOVA San Diego\3. Projects\Aviara Oaks Elem School\e. Evaluation\Seismic Compression\Analysis CPT\Seismic compression gwl 30 ft.clq
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
NCEER (1998)
NCEER (1998)
Based on Ic value
7.00
0.54
30.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
30.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
No
Yes
Sands only
No
N/A
' ' ' ' --------t----------+--' ' ' ' --------►---------+--' ' ' ' --------►---------+--' ' ' ' ◄---------►---------+--' ' ' ' ' ' ◄---------►---------+--' ' ' ' ' ' .J---------L---------'--
0 ' ' t:~::r~::~t
---------~--------+-
---------~---------1--
i---------~---------1---i---------~--------+-
--~-~~~11111111111!
~::1:11::1::1::1::11:
---i---------~---------1--
---i---------~---------1--
---i---------~---------1--
---i---------~---------1--
:::(:::::::~::::::::t:
--+---::::f ~~~~~~~r
' ' -----------------' ' ' ' ' ' ----------►---------•---------◄----------' ' ' ' ' ' -------------------' ' ' ' ' ' ----------►---------♦---------◄----------' ' ' ' ' ' ----------►---------♦---------◄ ' ' ' ' ----------L---------.1.----
0 '
·::::=::~::::::=:i=::=::r::::::::
---------+---------t------i--------------------~-----------i----------
-+---------t---------i----------
---------+ -----t---------i---------
.. ___ :~I~iililliiliiliiiiiiiiii
:j ~::1::1::1:11::1::!::1::1::
--~---------t---------i----------
-----------t---------i----------
---~---------t---------i----------
---------~---------t---------i----------
-:::~:::::::::t::::::::(::::::::
---+---:::::~i~~~~~~~~~r ~~~~~~~:
' ' ' ' ---------t----------+----------1----------, ' ' ' ' ' ----------►---------•---------◄----------' ' ' ' ' ' ---------►---------•---------◄----------' ' ' ' ' ' ---------►---------•---------◄----------' ' ' ' ' ' ---------►---------♦---------◄---------r ' ' ' ' ' ' ----------L _________ ,1 _________ .J ________ _ ' ' '
:::~::~:r:::::r:;;;:::;
----------~---------t---------i------
----------~---------t---------i---------
---------~---------t--------I
----------~---------t---------i-------
:::1::1:11:::::::1::::~~~~I:: __
:::1::1:11::1:::1:::::~i;i~~~:~~::
----------~---------t--------
----------~---------t---------i--
----------~---------t---------i----
----------~---------t---------i--------
-:::::::::~:::::::::t::::::::~::::: __
-~~~~~~~~I~~~~~~~~E~~::::::: ___ _
This software is licensed to: NOVA Services CPT name: CPT-2
CRR plot
CRR & CSR
0.60.40.20
De
p
th
(
f
t
)
78
76
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
CRR plot
During earthq.
L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t s
FS Plot
Factor of safety
21.510.50
De
p
th
(
f
t
)
78
76
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
FS Plot
During earthq.
Liquefaction potential
LPI
20151050
De
p
th
(
f
t
)
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Liquefaction potential Vertical settlements
Settlement (in)
0.080.060.040.020
De
p
th
(
f
t
)
78
76
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Vertical settlements Lateral displacements
Displacement (in)
0
De
p
th
(
f
t
)
78
76
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Lateral displacements
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software - Report created on: 1/3/2023, 3:46:59 PM 13
Project file: C:\Users\obrie\OneDrive\Documents\b GeoRisk\3 Projects\NOVA San Diego\3. Projects\Aviara Oaks Elem School\e. Evaluation\Seismic Compression\Analysis CPT\Seismic compression gwl 30 ft.clq
F.S. color scheme LPI color schemeInput parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
NCEER (1998)
NCEER (1998)
Based on Ic value
7.00
0.54
30.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
30.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
No
Yes
Sands only
No
N/A
Almost certain it will liquefy
Very likely to liquefy
Liquefaction and no liq. are equally likely
Unlike to liquefy
Almost certain it will not liquefy
Very high risk
High risk
Low risk
------,--' ' ' ' -------------1-----------►------------' ' ' ' -------------1-----------►------------' ' ' ' -------------1-----------►------------' ' ' ' -------------1------------►------------' ' ' ' -------------1------------►------------' ' ' ' ____________ .J _____ -------L------------
0 ' ~~~=~~~=~~~l=~~ =~~~~~[~~~~~~~
------------i------------~------------------------i------------~------------
------------i------------~------------------------1------------~------------
' ' ' ' ------------,------------r-------------' ' ' ' ------------,-----------r-------------' ' ' ' ------------,------------r---------' ' ' ' ------------,------------r-----------' ' ------------,------------r-------------' ' ' ' -------------1------------►------------
____________ J ________ ----L------_-__ -_-_-_-__ -__
::::::::::::1:1:I I !!::1::1:::
------------i------------~------------
------------i-----------~------------------------i-----------~------------
------------i------------~------------
::::::::::::~:::::: ::::)::::::::::::
~~~~~~~~~~~~~~~~~~~ ~~~~~~[::::::::::
■
□
□
□
■
---r---
1 I I I I I I I -------+--------+--------►-------►-----' I I I I I I I -------+--------+--------►-------►-----' I I I I I I I -------+--------+--------►-------►------I I I I I I I I -------+--------+--------►-------►----• I I I I I I I -------+--------+--------►-------►----• I I I I I I I ------...1..------...1..-------L-------L------1 I I I ~~~~~r~~~r =~~~r ::::L ::::
------+------+-------~-----~-------------+------+-------~-----~-------------+------+-------~------~-------------+------+-------~ -----~-------
::tr~::f t:i tit::
~~. 0 ±: -~~~~t~~~~~I~~~~~~t~~~~~~:
-----:1~:1::1::1::1::::::1:::::::
-+------+-------~-------~--------+------+-------~-------~--------+------+-------~-------~--------+------+-------~-------~-------
:+::::::+:::::::~:::::::~:::::::
~f ~~~~~~f ~~~~~~~~~~~~~~~~~~~~~~:
------------------------------------------------------------- ----------------------------------------------------------------------------------------------------
--------------------- --------------------
--------------------- ----------------------------------------- --------------------
--------------------- --------------------
----------------------------------------
----------------------------------------
----------------------------------------
--------------------- ----------------------------------------- --------------------
--------------------- --------------------
--------------------- --------------------
--------------------- --------------------
--------------------- --------------------
--------------------- --------------------
--------------------- ----------------------------------------- --------------------
--------------------- --------------------
--------------------- ----------------------------------------------------------------------------------------------------
------------------------------------------------------------- --------------------
■
□ □
This software is licensed to: NOVA Services CPT name: CPT-2
Normalized friction ratio (%)
0.1 1 10
No
rm
a
l
i
z
e
d
C
P
T
p
e
n
e
t
r
a
t
i
o
n
r
e
s
i
s
t
a
n
c
e
1
10
100
1,000
L i q u e f a c t i o n a n a l y s i s s u m m a r y p l o t s
Qtn,cs
200180160140120100806040200
Cy
cl
i
c
S
t
r
e
s
s
R
a
t
i
o
*
(
C
S
R
*
)
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
Liquefaction
No Liquefaction
Thickness of surface layer, H1 (m)
109876543210
Th
ic
k
n
e
s
s
o
f
l
i
q
u
e
f
i
a
b
l
e
s
a
n
d
l
a
y
e
r
,
H
2
(
m
)
12.0
11.0
10.0
9.0
8.0
7.0
6.0
5.0
4.0
3.0
2.0
1.0
0.0
Analysis PGA: 0.54
PG
A 0
.
4
0
g
-
0
.
5
0
g
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software - Report created on: 1/3/2023, 3:46:59 PM 14
Project file: C:\Users\obrie\OneDrive\Documents\b GeoRisk\3 Projects\NOVA San Diego\3. Projects\Aviara Oaks Elem School\e. Evaluation\Seismic Compression\Analysis CPT\Seismic compression gwl 30 ft.clq
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
NCEER (1998)
NCEER (1998)
Based on Ic value
7.00
0.54
30.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
30.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
No
Yes
Sands only
No
N/A
' ' -jf-....1..---1r....1..7~....l..i '--'-i --'-7 --! · · · I I I I ' : ! i i !, !, i i ' ' ' ' ' ' ' ! !, !, !, ! : : ---f------t-' • 1:-------1: ---:: :: ! ! l-----+------:---------f, ------r. --1 1 1 1 1 1
1 : : : ! : : ! ! i ! : ' : --~----------L---+----+---7-----1-----r--r-!
• ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ! ! ! ! ! : -------~------t-i : : ------~-------~------1 : : '------+------~ : : : : -------+ ' ' ' ' ' '
' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ------l------+------f----+---t-----r----r
! ! ! ! ! •• :
, , , , , , --r:. ----------1------+----+----7----l•-r
' ' ' ' ' : : '
1 1 1 1 1 ---~----+----+-----r-----1 i ------(------i------1--: : : : -----+-----t : : ! ! ! !
' ' ' ' ' ' ' ' ' ' ' ' ' ' ' '
i i i _J ______ ~------1-----+---t-----r-' ' • -' ' ' ' ' ' ' _.__ ' ' ' ' ' ' -t, ------' ! ! ! ! ! !
' ' ' ' ' ' I I I I I ! ! ! I
' ' ' : ! j _____ +-----+----+-----+-----t------r---• _._____ ' ' ' ' ' ' '
O O •1~ -----,---I • t ' ' ----' ' ,· : : ·-,; :; 1 • : I -1 -+-,--• ---·.r• ---(-----+--:,'· :~~ ; : c._.cl------+-...-! ,I I
•i , ~~~-7~;w , ---i--_, ---+---
' ' ' ' ' ' ' ' ' ' ---! ---+---' ' ' ' ' ' ' ' ' ' ' ' ' ' --, --+----,--' ' '
' ' ' ' ' ' ' ' ' ---+-----i-----+----1------r-
• I I I I ·-' : : : : ! -' ' ' ' I I I . : !
' '
This software is licensed to: NOVA Services CPT name: CPT-2
Norm. cone resistance
Qtn
3002001000
De
pt
h
(
f
t
)
78
76
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) )
Grain char. factor
Kc
109876543210
De
pt
h
(
f
t
)
78
76
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Grain char. factor Corrected norm. cone resistance
Qtn,cs
200150100500
De
pt
h
(
f
t
)
78
76
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
4321
De
pt
h
(
f
t
)
78
76
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0.50.40.30.20.10
De
pt
h
(
f
t
)
78
76
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software - Report created on: 1/3/2023, 3:46:59 PM 15
Project file: C:\Users\obrie\OneDrive\Documents\b GeoRisk\3 Projects\NOVA San Diego\3. Projects\Aviara Oaks Elem School\e. Evaluation\Seismic Compression\Analysis CPT\Seismic compression gwl 30 ft.clq
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
NCEER (1998)
NCEER (1998)
Based on Ic value
7.00
0.54
30.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
30.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
No
Yes
Sands only
No
N/A
' -----------+--------' ' '
i ~~~((j~~~~~=:T-::~:a~-~~ .. ~-~ .. ~~--~'!l"'~~ .. ~,,
: :::::::::+::~~~:~~r~~~~~~r~
--------t-----------t---
---------t-----------t---
' ---------t-----------t-----------t---
1 --+-----------+-----------+---
--~~~~~::1::::::1::1::1::1::1:::
):::::::1::1::1::1::1::1::1:::
I ------+-----------+-----------+---
------t-----------t-----------t---
-------t-----------t-----------t---
-------t-----------t-----------t---
;--:::::::t::::::::::t::::::::::t::
-----:::l~~~~~~~~~~~l~~~~~~~~~~~l~~~
' -------+----------1----------, ' . ' ' -----►---------•---------◄----------' ' ' ' ' ' ---------►---------♦---------◄----------' ' ' ' ' ' -··-·-· -· -►---------♦---------◄----------' ' ' ' ' ' -· ·-·-----►---------♦---------◄----------' ' ' ' ' ' --~----~----~-----' ' '
=::f ~~~~~f ;;;::;
-----~ ---------t---------~ ------
-----~---------t---------~---------
~---------t--------I --~----~----~----
--~~llllllll~~i~~~:~:~--~
---;;;1::1::1:1;::~~;;:~~~~~::::
-----~---------t--------
-----~---------t---------~---
~---------t---------~----
--~----~----~----
_,,_ .:~:~:~:::::::::t::::::::t::::_ -
----1-~~~~~~==:~--
--y---y---,----
1 I I I I I I I -------►-------+-------+--------1--------1 I I I I I I I --------►-------•-------•-------◄--------• I I I I I I I -------►-------•-------•-------◄--------• I I I I I I I -------►-------•-------•-------◄--------• I I I I I I I -------►-------♦-------♦-------◄-------• I I I I I I I --------L-------J. _______ J. _______ .J _______ _ I I I I :~~~~~r :~~~r :~~~r:~~~1:~~~:
--------~-------t-------t-------i--------
--------~-------t-------t-------i--------
-------~-------t-------t-------i--------
--------~-------t-------t-------i-------
:::1::1::1::1:::::::1:::::::1:::::::
:::1::1::1::1:::::::1:::::::1:;::;
--------~-------t-------t-------i--------
--------~-------t-------t-------i--------
--------~-------t-------t-------i--------
--------~-------t-------t-------i--------
-:::::::~:::::::t:::::::t::::::~::::::::
::::::1::::::]::::::]::::::]::::::::
This software is licensed to: NOVA Services CPT name: CPT-2
Cone resistance
qt (tsf)
400300200100
De
pt
h
(
f
t
)
78
76
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Cone resistance SBTn Plot
Ic (Robertson 1990)
4321
De
pt
h
(
f
t
)
78
76
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
SBTn Plot FS Plot
Factor of safety
21.510.50
De
pt
h
(
f
t
)
78
76
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
FS Plot
During earthq.
Vertical settlements
Settlement (in)
0.080.060.040.020
De
pt
h
(
f
t
)
78
76
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s
Strain plot
Volumentric strain (%)
6543210
De
pt
h
(
f
t
)
78
76
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Strain plot
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software - Report created on: 1/3/2023, 3:46:59 PM 16
Project file: C:\Users\obrie\OneDrive\Documents\b GeoRisk\3 Projects\NOVA San Diego\3. Projects\Aviara Oaks Elem School\e. Evaluation\Seismic Compression\Analysis CPT\Seismic compression gwl 30 ft.clq
Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance q c corrected for pore water effects)
Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
' ' ' ' --------►---------+--' ' ' ' --------►---------+--' ' ' ' --------►---------+--' ' ' ' ---------►---------+--' ' ' ' ' ' ---------►---------+--' ' '
i::::tttJ:
---------~---------1-----------~---------1--
• ---------~---------!---i---------~---------1----~-~_~::l~~~~l~~~~I~
----i---------~---------!--
----i---------~---------1--
----i---------~---------1--
----i---------~---------1--
----1---------r--------+-
----,---------:--------:-
---i--------f :::::::r
-----r--------T-
I I I I I I I I I I -----◄------◄------•------►------►------• I I I I I I I I I ------1-------1------+------►------►------I I I I I I I I I I -----◄------◄------•------►------►------• I I I I I I I I I ------1-------1------+------►------►------I I I I I I I I I I -----◄------◄------•------►------►------• I I I I
::rn~::1~::1:::J::::1t:
-----i------i------+------~------~-----------i------i------t------~------~------
-----i------i------t------~------~-----------i------i------t------~------~------
:::::~::::::t::::t:::::~::::::~::::::
~::~i:~::~::~:r:~:i::::1:::::
-----i------i------t------~------~------
------i------i------t------~------~------
-----i------i------t------~------~------
-----i------i------t------~------~------
-----1------1------t------r------r------
-----,------,------y------:------:------
:::::r::::r::::F:::r::::r::::: -----,------,------:------:------:------
I I I I I I I I -------1--------1--------►-------►-----I I I I I I I I -------1--------1--------►-------►-----I I I I I I I I -------1--------1--------►-------►-----I I I I I I I I -------1--------1--------►-------►-----I I I I I I I I -------1--------1--------►-------►------1 I I I
:~::1::::1::::J/I/:
--------1--------1--------~-----~--------------1--------1--------~-----~-------
-------1--------1--------~------~--------------1--------1--------~ -----~-------
::::::t::::::t:::::::~ ::::::~:::::::
~~~~~]~~~~~]~~~~~] ~~~~~~[~~~~:
:: • 0 t :::j ::::::1:::::t:::::.
--1--------1--------~-------~-------
--1--------1--------~-------~-------
--1--------1--------~-------~-------
--1--------1--------~-------~-------
-+------+-------r-------r-------
-:------:-------:-------:-------
:r:::::r:::::r:::::r::::::
-:------:-------:-------:-------
LIQUEFACTION ANALYSIS REPORT
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
NCEER (1998)
NCEER (1998)
Based on Ic value
7.00
0.54
.
G.W.T. (in-situ):
G.W.T. (earthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Project title : Aviara Oaks Elementary School Location : 6900 Ambrosia Ln, Carlsbad, CA
NOVA Services, Inc.
4373 Viewridge Ave, Suite B
San Diego, CA 92123
www.usa-nova.com
CPT file : CPT-3
30.00 ft
30.00 ft
3
2.60
Based on SBT
Use fill:
Fill height:
Fill weight:
Trans. detect. applied:
Kσ applied:
No
N/A
N/A
No
Yes
Clay like behavior
applied:
Limit depth applied:
Limit depth:
MSF method:
Sands only
No
N/A
Method based
Cone resistance
qt (tsf)
4002000
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Cone resistance SBTn Plot
Ic (Robertson 1990)
4321
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
SBTn Plot CRR plot
CRR & CSR
0.60.40.20
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
CRR plot
During earthq.
Qtn,cs
200180160140120100806040200
Cy
cl
i
c
S
t
r
e
s
s
R
a
t
i
o
*
(
C
S
R
*
)
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
Liquefaction
No Liquefaction
Normalized friction ratio (%)
0.1 1 10
No
rm
a
l
i
z
e
d
C
P
T
p
e
n
e
t
r
a
t
i
o
n
r
e
s
i
s
t
a
n
c
e
1
10
100
1,000
Friction Ratio
Rf (%)
1086420
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Friction Ratio
Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential
FS Plot
Factor of safety
21.510.50
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
FS Plot
During earthq.
Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading
Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground
geometry
Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening
Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity,
brittleness/sensitivity, strain to peak undrained strength and ground geometry
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software - Report created on: 1/3/2023, 3:46:56 PM 17
Project file: C:\Users\obrie\OneDrive\Documents\b GeoRisk\3 Projects\NOVA San Diego\3. Projects\Aviara Oaks Elem School\e. Evaluation\Seismic Compression\Analysis CPT\Seismic compression gwl 30 ft.clq
I I
-----::~:{\\[
::::+~::~+:
--:----------:---c
_:::r::::::::r:
__ :::i::::::::::i:::
-~-------:----------:---
-_:::::::r::::::::r:
________ t __________ t __ _
-·-------:----------:---
:---_::::r=::=:r: --------:t::::::::r:
I ---------+--1
I I I I I I I
-------r------r------r------r------r------r------1-----1------l------
------r------r------r------r------r------r------1-----1------r-------
------r---r r-1 1 r---1 : ---r--
------r-----r---! -----r-----r-----r-----r ---i------r------
I I
:\\[ ::~t::~::
:~::::+: ::~!~::~::
--------:------:--------
:::::::::r:-:::r:::::::
:::::::::r:: :::r:::::::.
I I I I
---------i-----::r::::::: _ ________ ! _____ --+--------
---------:-------:--------·
::::::::r::: =!=::=::
:::::::::r::: ::r:::::::
--------_I_------t--------
This software is licensed to: NOVA ServicesCPT name: CPT-3
Cone resistance
qt (tsf)
400 200 0
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s
Friction Ratio
Rf (%)
1086420
De
pt
h
(
f
t
)
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Friction RatioPore pressure
u (psi)
86420
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Pore pressure
Insitu
SBT Plot
Ic(SBT)
4 3 2 1
De
pt
h
(
f
t
)
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
SBT PlotSoil Behaviour Type
SBT (Robertson et al. 1986)
1817161514131211109876543210
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Soil Behaviour Type
Clay
Silty sand & sandy silt
Clay & silty clay
Silty sand & sandy silt
Clay & silty clay Clay
Clay & silty clay Clay & silty clay Clay & silty clay
Silty sand & sandy silt Silty sand & sandy silt
Silty sand & sandy silt
Very dense/stiff soil
Very dense/stiff soil Silty sand & sandy silt Silty sand & sandy silt Clay & silty clay Silty sand & sandy silt
Very dense/stiff soil Clay & silty clay Clay & silty clay Clay & silty clay ClayClay
Clay
Clay & silty clay Clay
Clay & silty clay
Very dense/stiff soil
Very dense/stiff soil
Very dense/stiff soil
Very dense/stiff soil
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software - Report created on: 1/3/2023, 3:46:56 PM18
Project file: C:\Users\obrie\OneDrive\Documents\b GeoRisk\3 Projects\NOVA San Diego\3. Projects\Aviara Oaks Elem School\e. Evaluation\Seismic Compression\Analysis CPT\Seismic compression gwl 30 ft.clq
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
NCEER (1998)
NCEER (1998)
Based on Ic value
7.00
0.54
30.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
30.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
No
Yes
Sands only
No
N/A
SBT legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand 9. Very stiff fine grained
' ' ' I I I I I I I I ---1---1---1---1---1---1---1---1--! ! ! ! ! ! ! !
=i:lri=i:rri= --r-,--,--,--,--,--,--,--
□
□
□
:ttttttlll-+-+-+-+-
: : : : : : : : : I I I I i --,--,--,--,--,--,--,--,--,--:-:-:-:-:-
--➔--➔--➔--➔--➔--➔--➔--➔--➔--+-+-+-+-+-
-+++++++++-t-t-t-t----,--,--,--,--,--,--,--,--,--:-:-:-------f-i--f-i--f-i--f-i--' • • •
--1--1--1--1--1--1--1--1--1---.-.---.-I
! ! ! ! ! ! ! ! ! I I I --r-,--,--,--,--,--,--,--,--r-r-r-,
::j::j::j::j::j::j::tj::tt:t:t: '
--1--1--1--1--1--1--1--1--1--t-t-t--t=;l::::::;i,-----tl-
--1--1--1--1--1--1--1--1--1--t-t-t-... ,. ... ,. __, ... __, ,. __,
□
□
■
■
■
■
' _ .. ______ ,.. __
' ' ' ' I I I I I -----+------------~-----------+--' ' ' ' ' ' ' ' ' I I I I -----:------,-----:------. ------:--,
:::::1:::::l:::_t--::+--::l
-----:------,------:----r-----r·'
-----1------r---+------r --+
:7
:::::t::::::j::::::i::::::t:
: : : : I I I I I -----r------1------r------r-c --tH
:::::t::::::l::::::t::::::~::t t::
-----f------1------+------~---l l-..
-----t------1------t------t------•-·
' ' ' -------1-,
-------r .
=::=:f =::=;:=---t:=::r::
-------:------,---:------:------
-------~----------: ------t-------
-----;:::~:----~----r---
=::l::=1:: 1-=::r::
---1---r---i---
=::=t::J=::: :::t::
=::1:::-·
:~
-------t--•
=::=:~=::=1:=::
-------1------1------r-----H-------I
C ,
' ' -----~---------------~ ! ! -----:---------------:
' -:::::~:::::::::::::::~:·::::::_::::
-----r---------------r--
:::::f :::::::::::::::f :::::::-_::
---~-------~-------_____ t _______________ t ____________ _
-----1---------------1----------~-
-----r---------------r----------.. --
-----t---------------t-------~ --
::::T:::::::::::::T::: -
==:~=======~=-: ___ _ ---r-------r--~
---~-------~---
c c
This software is licensed to: NOVA Services CPT name: CPT-3
Norm. cone resistance
Qtn
200150100500
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Norm. cone resistance
C P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d )
Norm. friction ratio
Fr (%)
1086420
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Norm. friction ratio Nom. pore pressure ratio
Bq
10.80.60.40.20-0.2
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Nom. pore pressure ratio SBTn Plot
Ic (Robertson 1990)
4321
De
pt
h
(
f
t
)
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
SBTn Plot Norm. Soil Behaviour Type
SBTn (Robertson 1990)
1817161514131211109876543210
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Norm. Soil Behaviour Type
Clay
Silty sand & sandy siltSand & silty sand
Very dense/stiff soil
Very dense/stiff soilSilty sand & sandy siltSand & silty sandVery dense/stiff soilVery dense/stiff soilClay & silty clayClay & silty claySilty sand & sandy siltSilty sand & sandy silt
Silty sand & sandy silt
Silty sand & sandy silt
Silty sand & sandy silt
Very dense/stiff soilClay & silty clayClay & silty claySilty sand & sandy siltClay & silty claySilty sand & sandy siltClay & silty clayClay & silty clayClay & silty clay
ClayClay & silty clay
Clay
Clay & silty clayClayClay & silty clayClay & silty clayClay
Clay
Clay & silty clay
Very dense/stiff soil
ClayVery dense/stiff soilVery dense/stiff soil
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software - Report created on: 1/3/2023, 3:46:56 PM 19
Project file: C:\Users\obrie\OneDrive\Documents\b GeoRisk\3 Projects\NOVA San Diego\3. Projects\Aviara Oaks Elem School\e. Evaluation\Seismic Compression\Analysis CPT\Seismic compression gwl 30 ft.clq
SBTn legend
1. Sensitive fine grained
2. Organic material
3. Clay to silty clay
4. Clayey silt to silty
clay5. Silty sand to sandy silt
6. Clean sand to silty sand
7. Gravely sand to sand
8. Very stiff sand to
clayey sand9. Very stiff fine grained
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
NCEER (1998)
NCEER (1998)
Based on Ic value
7.00
0.54
30.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
30.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
No
Yes
Sands only
No
N/A
' ' '
:::=::r= ::=t : ___ :::~:::
--------~--------l----,
----
_:::=:r:::::::
--i--------t--------
:::::r::::::r:::::::
-----l-------1--------
-:::f ::::::f :::::::
--+-------t--------
::_ --:::::l:::::::
-----------y--------
_______ J_ _______ _
' ' ' ' ' ---· -----r--r----
-----
' ' ' ------+-' ' ' ' -------T-
O ' ------t-
·::::::r_
-------t----
• ------➔-------
::::r =::
--t------
--:r:::::
===~== ' --
-------t-----':""------t------
-::::::I:::: ::r:::::
------r----:-------
-----+---(----
' ' ------------t-----(---(---t-----
------------r-----1-----1-----r-----
------------r-----,-----,-----r-----
------------+-----~-----~-----+-----
! ! ! ! ------------r-----1-----1-----r-----
------------1-----1-----1-----r-----
------------t-----1-----1-----1-----
------------r-----1-----1-----r-----
------------1-----1-----1-----r-----
------------r-----1-----1-----r-----
------------t-----(---(---t-----
------------1-----1-----1-----r-----
------------r-----1-----1-----r-----
------------t-----(---(---t-----
------------r-----1-----1-----r-----
------------r-----1-----1-----r-----
------------t-----(---(---t-----
: ::::: :::::r:::r:::r:::r::::
------------t-----(---(---t-----
------------r-----1-----1-----r-----
-----------r-----1-----1-----r-----
------------t-----1-----1-----1-----------------r-----1-----1-----r-----
• I I I ------------1-----1-----1-----r-----
, I I I
■
■
■
■
□
□
I I I I I I I I I I I I I I I I I I
:t~:tr lt ~llt ~:f
- - ---~--~--~--~--~--~--~--~--~--
1 I I I I I I I I
l!Uf ~lr r r ~l: -t-t-t-t-l-t-l-t-l-t--t--t--t--
-~:+:+:+:+::~::~::~::~::~::~::~::~::~::
-t-t-t-t-t--t--t--t--t--t--t--t--t--t--
:;:+:+:+:+::~::~::~::~::~::~::~::~::~::
' -t-t-t-t--t--t--t--t--t--t--t--t--t--
-+:+:+:+:+::~::~::~::~::~::~::~::~::~::
' ' ' ' 1 : : : : : : : :
□
□
□
~--r--r--r--r--r--r--r--r--
'---L--L--L--L--L--L--L--L--! ! ! ! ! ! ! ! ! 1 I I I I I I I I 1---~--~--~--~--~--~--~--~--J I I I I I I I I 1 I I I I I I I I l : : : : : : : :
This software is licensed to: NOVA Services CPT name: CPT-3
Total cone resistance
qt (tsf)
4003002001000
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Total cone resistance
L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t s ( i n t e r m e d i a t e r e s u l t s )
SBTn Index
Ic (Robertson 1990)
4321
De
pt
h
(
f
t
)
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
SBTn Index Norm. cone resistance
Qtn
200150100500
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Norm. cone resistance Grain char. factor
Kc
109876543210
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Grain char. factor Corrected norm. cone resistance
Qtn,cs
200150100500
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Corrected norm. cone resistance
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software - Report created on: 1/3/2023, 3:46:56 PM 20
Project file: C:\Users\obrie\OneDrive\Documents\b GeoRisk\3 Projects\NOVA San Diego\3. Projects\Aviara Oaks Elem School\e. Evaluation\Seismic Compression\Analysis CPT\Seismic compression gwl 30 ft.clq
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
NCEER (1998)
NCEER (1998)
Based on Ic value
7.00
0.54
30.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
30.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
No
Yes
Sands only
No
N/A
-----y----,----
' ' ' ' ' ' '
_______ ;::::::=!:= ::=:1=::=:1=: :: :::=::i::=:::i:::::::::r =::=
'--------+--------~-------~---------------~---------+---------~-------
_______ : _:::::r:::=:t=::=:r :: -r::=::r:::::::: :::=::=r ::::::r:::::::r
~--------t--------t-------1---------t---------1-------------------t---------t---------1-------
:::t::::::l::::::::~:::::::j::::: ::::::1:::::::::j:::::::::. _:::::::::~:::::::::I::::::_ ·_-_:;-... -.,-~-~-~-~-=
: __ ::::r :::=1:= ::=:t=::=i::: ____ --:i::=::f ::=: :::=::i::=:::1::::::::.::,.1 ________ 1
----iIIlIII
This software is licensed to: NOVA Services CPT name: CPT-3
CRR plot
CRR & CSR
0.60.40.20
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
CRR plot
During earthq.
L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t s
FS Plot
Factor of safety
21.510.50
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
FS Plot
During earthq.
Liquefaction potential
LPI
20151050
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Liquefaction potential Vertical settlements
Settlement (in)
0.040.030.020.010
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Vertical settlements Lateral displacements
Displacement (in)
0
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Lateral displacements
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software - Report created on: 1/3/2023, 3:46:56 PM 21
Project file: C:\Users\obrie\OneDrive\Documents\b GeoRisk\3 Projects\NOVA San Diego\3. Projects\Aviara Oaks Elem School\e. Evaluation\Seismic Compression\Analysis CPT\Seismic compression gwl 30 ft.clq
F.S. color scheme LPI color schemeInput parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
NCEER (1998)
NCEER (1998)
Based on Ic value
7.00
0.54
30.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
30.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
No
Yes
Sands only
No
N/A
Almost certain it will liquefy
Very likely to liquefy
Liquefaction and no liq. are equally likely
Unlike to liquefy
Almost certain it will not liquefy
Very high risk
High risk
Low risk
------,--' ' ' '
::::::::::::1:=:: _::=+:=::=:::
------------~------------~------------
::::::::::::1:::::: ::=+:=::=:::
------------1------------~------------
1 I
' ' ' ' ' -------------,------------r-------------' ' ' '
::::::::::::1:=::=: =:f :=::=:::
■
□
□
□
■
----------------------------------------
--------------------- --------------------
----------------------------------------
--------------------- --------------------
--------------------- --------------------
----------------------------------------
----------------------------------------
--------------------- --------------------
--------------------- --------------------
----------------------------------------
--------------------- --------------------
--------------------- --------------------
----------------------------------------
----------------------------------------
--------------------- --------------------
--------------------- --------------------
■
□ □
This software is licensed to: NOVA Services CPT name: CPT-3
Normalized friction ratio (%)
0.1 1 10
No
rm
a
l
i
z
e
d
C
P
T
p
e
n
e
t
r
a
t
i
o
n
r
e
s
i
s
t
a
n
c
e
1
10
100
1,000
L i q u e f a c t i o n a n a l y s i s s u m m a r y p l o t s
Qtn,cs
200180160140120100806040200
Cy
cl
i
c
S
t
r
e
s
s
R
a
t
i
o
*
(
C
S
R
*
)
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
Liquefaction
No Liquefaction
Thickness of surface layer, H1 (m)
109876543210
Th
ic
k
n
e
s
s
o
f
l
i
q
u
e
f
i
a
b
l
e
s
a
n
d
l
a
y
e
r
,
H
2
(
m
)
12.0
11.0
10.0
9.0
8.0
7.0
6.0
5.0
4.0
3.0
2.0
1.0
0.0
Analysis PGA: 0.54
PG
A 0
.
4
0
g
-
0
.
5
0
g
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software - Report created on: 1/3/2023, 3:46:56 PM 22
Project file: C:\Users\obrie\OneDrive\Documents\b GeoRisk\3 Projects\NOVA San Diego\3. Projects\Aviara Oaks Elem School\e. Evaluation\Seismic Compression\Analysis CPT\Seismic compression gwl 30 ft.clq
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
NCEER (1998)
NCEER (1998)
Based on Ic value
7.00
0.54
30.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
30.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
No
Yes
Sands only
No
N/A
' ' -jf-....1..---1r....1..7~....l..i '--'-i --'-7 --! · · · I I I I : : i i ! ! ! ! i I !, !, !, I I I 1
: : ~:-------~: ------r::. ------! ! l------~------+-----1 __ _.___ : : : : : ---1, ----!, I I I I 1
: : : ! : : ! ! i ! : ' : --~------L---+----+---7-----1-----r--r-!
' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' i i i ~--~---t---~--: ' -----+------1 : : : ------+-----t : : : : :
' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' -------L---+----+-----1----t----r---
• ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' '
' ' ' ' ' ' --•---' ' ' ' ' ' ' ' ' ----1------+----+----7----l---· ! i
' ' ' ' ' ' ' ' i : i i ; ---~----+---+-----r----------l----+---+-----r---i i ! i
' ' ' ' ' ' ' ' : : : ' ' ' ' 1 1 1
__ ! ______ _l, ------~.-------~. ------t. ------r. ---!. : --; ' ' ' ' '
' ' ' ' ' ' -•---' ' ' ' ' '
' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' I I I I I
! ! ! I
' ' ' : ! j _____ +-----+----+-----+-----t------r---• _._____ ' ' ' ' ' ' '
O O •1~ -----,---I • t ' ' ----' ' ,· : : ·-,; :; 1 • : I -1 -+-,--• ---·.r• ---i-----+--:,'· :~~ ; : c._.cl------+-...-
! ,I I
•i , ~~~-7~;w , ---i--_, ---+---
' ' ' ' ' ' ' ' ' ' ---! ---+---' ' ' ' ' ' ' ' ' ' ' ' ' ' --, --+----,--' ' '
' ' ' ' ' ' ' ' ' ---+-----i-----+----1------r-
• I I I I ·-' : : : : ! -' ' ' ' I I I . : !
' '
This software is licensed to: NOVA Services CPT name: CPT-3
Norm. cone resistance
Qtn
200150100500
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Norm. cone resistance
C h e c k f o r s t r e n g t h l o s s p l o t s ( R o b e r t s o n ( 2 0 1 0 ) )
Grain char. factor
Kc
109876543210
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Grain char. factor Corrected norm. cone resistance
Qtn,cs
200150100500
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Corrected norm. cone resistance SBTn Index
Ic (Robertson 1990)
4321
De
pt
h
(
f
t
)
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
SBTn Index Liquefied Su/Sig'v
Su/Sig'v
0.50.40.30.20.10
De
pt
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Peak Su ratio Liq. Su ratio
Liquefied Su/Sig'v
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software - Report created on: 1/3/2023, 3:46:56 PM 23
Project file: C:\Users\obrie\OneDrive\Documents\b GeoRisk\3 Projects\NOVA San Diego\3. Projects\Aviara Oaks Elem School\e. Evaluation\Seismic Compression\Analysis CPT\Seismic compression gwl 30 ft.clq
Input parameters and analysis data
Analysis method:
Fines correction method:
Points to test:
Earthquake magnitude Mw:
Peak ground acceleration:
Depth to water table (insitu):
NCEER (1998)
NCEER (1998)
Based on Ic value
7.00
0.54
30.00 ft
Depth to water table (erthq.):
Average results interval:
Ic cut-off value:
Unit weight calculation:
Use fill:
Fill height:
30.00 ft
3
2.60
Based on SBT
No
N/A
Fill weight:
Transition detect. applied:
Kσ applied:
Clay like behavior applied:
Limit depth applied:
Limit depth:
N/A
No
Yes
Sands only
No
N/A
--y---y---,----' ' ' ' ' '
--=::f =::=:1=::=::1=::=:: :::=::r= ::r:::::1:::::::1:=::=
--~----~----~------------~-------+-------+-------~--------
--=::r =::=:1=::=::l_ :::=::r =::r::::r::::l:::::
-----t---------t---------1---------------t-------t-------t-------1-------
_ ,,_ ·:::::~:::::::::j::::::_-_-;;,,.·-.,-.. -~-':'-':".-:: _:::::::~:::::::j:::::::j :::::::j::::::: _
--=:1:=::=:1=::=::_:T"1: _______ 1 :::=::r= ::r::::r:::::1:=::=
:~~(I(I(~l~~(~I~~(~
This software is licensed to: NOVA Services CPT name: CPT-3
Cone resistance
qt (tsf)
4003002001000
Dep
t
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Cone resistance SBTn Plot
Ic (Robertson 1990)
4321
Dep
t
h
(
f
t
)
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
SBTn Plot FS Plot
Factor of safety
21.510.50
Dep
t
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
FS Plot
During earthq.
Vertical settlements
Settlement (in)
0.040.030.020.010
Dep
t
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Vertical settlements
E s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t s
Strain plot
Volumentric strain (%)
6543210
Dep
t
h
(
f
t
)
52
50
48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Strain plot
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software - Report created on: 1/3/2023, 3:46:56 PM 24
Project file: C:\Users\obrie\OneDrive\Documents\b GeoRisk\3 Projects\NOVA San Diego\3. Projects\Aviara Oaks Elem School\e. Evaluation\Seismic Compression\Analysis CPT\Seismic compression gwl 30 ft.clq
Abbreviations
qt:
Ic:
FS:
Volumentric strain:
Total cone resistance (cone resistance q c corrected for pore water effects)
Soil Behaviour Type Index
Calculated Factor of Safety against liquefaction
Post-liquefaction volumentric strain
Procedure for the evaluation of soil liquefaction resistance, NCEER (1998)
Calculation of soil resistance against liquefaction is performed according to the Robertson & Wride (1998) procedure. The
procedure used in the software, slightly differs from the one originally published in NCEER-97-0022 (Proceedings of the NCEER
Workshop on Evaluation of Liquefaction Resistance of Soils). The revised procedure is presented below in the form of a
flowchart1:
1 "Estimating liquefaction-induced ground settlements from CPT for level ground", G. Zhang, P.K. Robertson, and R.W.I. Brachman
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software 25
Q=
(]le : tip resi tance, f ~ : sl ev friction
cr,,;i:)• O'vo : ju-situ· ,1 ical total and ffeoti st. s
'llllits : aH in kPa
111ii ial str, ss. ex:ponent0 : n = LO andl calcuJat Q, F, and 1
if Jc: s L64, n = 0.5
if 1.64 < , < .,, 0,, 11 "' .-1.64)0. + 0.
• Ic. ~· • .3·0, = 1.0
iiterate mil the chain «e in n, n < 0.0
if c,vo, > 3,( 0 kPa let 11 = • .0 for all :i:.oit
aupdared fro
Roh rts u an
Wride O 98 ' • = [ 1. 00 J JI
1.1 '
O'l-"O
if le S: 1.64, Kc -1.0
i L64 < < 2.60 Kc =-0 , Qr3 c4 + .58 /-2L6 , 2 + .75 le -17.88
ff le 2.60, •v< uate u:o;;ing other criteria· li.kely non]iq111efiaible ifF > I%
BUT. if 1.64 <Jc< • .36 and f < 0.5%,, c,t ~ = 1.0
3
' ~R'7 _5 = 9-' •• [ ( ~ fZi)d T 0.08, if 0 :S: 1 qd r CS < 160
'RR'75 -0,8' 3,[ •• , ]+o.o , 1 ~4c1N)c, < 50 • 1000
if F> %
Procedure for the evaluation of soil liquefaction resistance (all soils), Robertson (2010)
Calculation of soil resistance against liquefaction is performed according to the Robertson & Wride (1998) procedure. This
procedure used in the software, slightly differs from the one originally published in NCEER-97-0022 (Proceedings of the NCEER
Workshop on Evaluation of Liquefaction Resistance of Soils). The revised procedure is presented below in the form of a
flowchart1:
1 P.K. Robertson, 2009. “Performance based earthquake design using the CPT”, Keynote Lecture, International Conference on
Performance-based Design in Earthquake Geotechnical Engineering – from case history to practice, IS-Tokyo, June 2009
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software 26
CPT
qi, fs, O'vo, cr' vo, Pa = I atm
all same units as Pll
•
Initial stress exponent: 11 = 1.0; Calculate Qbi, Fr, le
n=0.38I(lc)+O.Os( ::" )-0.15
n~l.O
Iterate unti l change u1 n, lln $ 0.0 I .. ..
C }I =(~)n
CJ VO
•
0 =[(q, -a,o)].c F,. = ( f , )•100 -tn N Pc q, -a ,o
r
I C = ~3.47 -log Qi,, )2 + (1.22 + logF, )2 r ·s
-I _j_
le$ 2.50 2.50 <le< 2.70 le ~ 2.70
--
Iflc $ 1.64, Kc = 1.0 ' Wlten 1.64 < le $ 2.60
Kc = 5.58Ic3 -0.403 Ic4 -21.63 I/+ 33 .751c -17.88) Kc =G xlO-'(IJ 16.76
If 1.64 <le < 2.36 AND Fr < 0.5%, set Kc = 1.0
~
Qtn.cs = Kc • Qm ~
'
1
CRR = 93[Q:np ]3 + 0.08
?.S 1000 CRR,_5 = 0.053Q1
50 ~ Qin.CS ~ I 60
Procedure for the evaluation of soil liquefaction resistance, Idriss & Boulanger (2008)
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software 27
qc: tip resistance, f5: sleeve friction
Ova, Ova': in situ vertical total and effective stress
m = 1.338 -0.249 x (qclN)°-264
iterate until change in m, flm < 0.01
qclNcs = qclN + ~qclN
where:
(I 63 I 9.7 I' ~)21
A -(5 4 qclN) l • FC+0.01,FC+O.Ol . L.lqclN - . + Xe 16
( q,!.V,, I ( qc!Nc, )" ( qc!Nc, )J I ( qc!N" 0)4 3j'
CRR . = / s40 , 67 so 114 •
M~7.5, 0v0~1
CRRM-l 5 , _1 = 0.80 x+xK0 - • ,avo-Ovn
Procedure for the evaluation of soil liquefaction resistance (sandy soils), Moss et al. (2006)
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software 28
CPT
Initial estimate using raw tip measurements, friction
ratio. Calculate q,1. Repeat until an acceptable
convergence tolerance is achieved.
Procedure for the evaluation of soil liquefaction resistance, Boulanger & Idriss(2014)
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software 29
r
FSr = CRRM=7.5,u:=lmm -,~
~ , iq CSR,\1=7.5,u; =latm "
I '-
r ....
O"v ~ 1 1 CRR = '= =exp [qclNcs +(qcLVcs)2 -(qcLVcs )3 +(qcLVcs)4 -2.80] CSR\{ 15 ·=1 =0.65 ---r ----' = • ,u, mm ~ d MSF K M 7•5•<T, latm 113 1000 140 137 V g (T
\. .J
I I ,
rd= exp[ a(z)+ ,B(z)-M] I qcLVcs = qcLV + D.qcLV
a(z) =-l.012-l.126sin (-2 -+ 5.133) D. = (11.9+ qc!N }ex (1.63-_2_2__-(___!22___)2
]
11.73 qcLV 14.6 p FC+2 FC +2
,B(z) = 0.106 + 0.118 sin (-2 -+ 5.142) -C qc
11.28 qcLV -N•p
a
'" I
~v. =( ~r ~1.7
, '"
K u = 1-Cu In ( ;~) ~ 1.1 l-) ( )0.264 liith -m = 1.338-0249 qcLVcs 0.264 ~ m ~ 0.782
1 ,
c(T = 0264 ~ 03 \. .J
I 37.3-827(qclJ\cs) FC =80(1c+CFc)-137 --with 0%~FC~100%
I
MSF = l+(MSF-. -1)( 8.64exp(-:)-J.325) u le =[(3.47-log(Q))2 +(1.22+log(F))2r 5
MSF = J.09+(qC1/,cs )J s; 2.2 (q -O". )( p )n .
-. 180 Q = c ~ "' ~c wzth 0.5 ~ n ~ 1.0 per Robertson & Wride(1998)
T
F =( f, )-100% ( ~ and a-,. at start of earthquake shaking qc -0",.-
I
( ~ at time of CPT sounding
Procedure for the evaluation of liquefaction-induced lateral spreading displacements
Site investigation
with SPT or
CPT
Design
earthquake
Ground
geometry
SPT data with
fines content
measurementsor CPT data
Moment magnitude
of earthquake (M w )
and peak surface
acceleration ( a max )
Geometric parameters
for each of different
zones in level (or
gently sloping) ground
with (or without) a free
face
Liquefaction potential analysis
to calculate FS, (N 1 ) 60cs or
(q c1N ) cs
( using the NCEER SPT-
orCPT-based method ( Youd et al.
2001))
Calculation of the lateral
displacement index
(LDI)
( using Figure 1 and Equation [3])
Zones with three major
geometric parameters or
less - free face height (H),
the distance to a free face
(L), or/and slope (S)
Zones with
more than
three major
geometric
parameters
L/H
or/and
S
Estimated lateral displacement, LD
For gently sloping ground without a free face,
LD = (S + 0.20) · LDI (for 0.2% < S < 3.5%)
For level ground with a free face,
(
LD = 6 · (L/H)-0.8 · LDI (for 5 < L/H < 40)
Evaluation of
lateral
displacements
based on
other
approaches
and
engineering
judgment
If
(N 1 ) 60cs < 14
or
( q c1N ) cs < 70
evaluate
potential
of
flow
liquefaction
1 Flow chart illustrating major steps in estimating liquefaction-induced lateral spreading displacements using the proposed approach
1 Figure 1
1 Equation [3]
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software 30
1 "Estimating liquefaction-induced ground settlements from CPT for level ground", G. Zhang, P.K. Robertson, and R.W.I. Brachman
60 -~ o,-40% ...... 50 --·--·' ! .:-..; \ c-40 ·e \ 0 SC¾
f Zmsax
LDI -0 'Ymaxdz
,_ \ (Iii m 30 .c Uj, \ .2 60'% ~ 20 --\ \ u
E 70% \ \ ;::I
E 80% ")i' 0 ~· «l 00% :::E
0
0.0 ,0.5 1.0 1.5 2.0
Factor of safety; FS
Procedure for the estimation of seismic induced settlements in dry sands
Robertson, P.K. and Lisheng, S., 2010, “Estimation of seismic compression in dry soils using the CPT” FIFTH INTERNATIONAL CONFERENCE ON
RECENT ADVANCES IN GEOTECHNICAL EARTHQUAKE ENGINEERING AND SOIL DYNAMICS, Symposium in honor of professor I. M. Idriss, San
Diego, CA
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software 31
Average shear sh'ess, -r0
-. '_ ~ "!Ill' -CSR • O"uo -0.65 • --• O"uo • •a g
• Estimate small shear sh'ain moclulus, ~
G0 = 0.0188 -l10(0j5l -l.68)J-cqt -cru)
• Estimate shear sh-ain amJ)litmle, 'f
(based on Pra del (1998))
y = · R • 100 ('lo) 11 + er.. eb-R l
1 + er.
"!Ill' . R = -(Note "!Ill' endG0 same uruts)
Go
er. = 0.0389 • [ :: l + 0.124
b = 6400 • f ;: 1 • Estim,,te volumehic sh'ain in 15 cycles
_ (N 1)6oi::s [ l-120
euol(l5) -"'I· 20
(N 1)60.,cs = Qtn..,cs
8.5 -[1 -~1 4.6 • Volumehic sh<1h1 h1 clesig:n emthquake
[
N ]0.45
Iuol = euol( 15) • Tf
NC = (Iv1 -4):l.11
• Seismic settlement, s
GVIT
s = 2 • [Iuol • dz
Liquefaction Potential Index (LPI) calculation procedure
Graphical presentation of the LPI calculation procedure
Calculation of the Liquefaction Potential Index (LPI) is used to interpret the liquefaction assessment calculations in terms of
severity over depth. The calculation procedure is based on the methology developed by Iwasaki (1982) and is adopted by AFPS.
To estimate the severity of liquefaction extent at a given site, LPI is calculated based on the following equation:
LPI =
where:
FL = 1 - F.S. when F.S. less than 1
FL = 0 when F.S. greater than 1
z depth of measurment in meters
Values of LPI range between zero (0) when no test point is characterized as liquefiable and 100 when all points are characterized
as susceptible to liquefaction. Iwasaki proposed four (4) discrete categories based on the numeric value of LPI:
⦁ LPI = 0 : Liquefaction risk is very low
⦁ 0 < LPI <= 5 : Liquefaction risk is low
⦁ 5 < LPI <= 15 : Liquefaction risk is high
⦁ LPI > 15 : Liquefaction risk is very high
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software 32
20
[ (10 -0,5z) X F1 x dz
Fr W(z) 10 0.0 LO 2J0 0 0 0 _s__
5 5
]
"llO 10
_c
i 0
15 15
20 '----~---
Shear-Induced Building Settlement (Ds) calculation procedure
The shear-induced building settlement (Ds) due to liquefaction below the building can be estimated using the relationship
developed by Bray and Macedo (2017):
where Ds is in the units of mm, c1= -8.35 and c2= 0.072 for LBS ≤ 16, and c1= -7.48 and c2= 0.014 otherwise. Q is the
building contact pressure in units of kPa, HL is the cumulative thickness of the liquefiable layers in the units of m, B is the
building width in the units of m, CAVdp is a standardized version of the cumulative absolute velocity in the units of g-s, Sa1 is
5%-damped pseudo-acceleration response spectral value at a period of 1 s in the units of g, and ε is a normal random variable
with zero mean and 0.50 standard deviation in Ln units. The liquefaction-induced building settlement index (LBS) is:
where z (m) is the depth measured from the ground surface > 0, W is a foundation-weighting factor wherein W = 0.0 for z less
than Df, which is the embedment depth of the foundation, and W = 1.0 otherwise. The shear strain parameter (ε_shear) is the
liquefaction-induced free-field shear strain (in %) estimated using Zhang et al. (2004). It is calculated based on the estimated Dr
of the liquefied soil layer and the calculated safety factor against liquefaction triggering (FSL).
CLiq v.3.4.1.4 - CPT Liquefaction Assessment Software 33
Ln(Ds) =cl + c2 *LBS + 0.58 * Ln (Tanh (:L)) +
4.59 * Ln(Q) -0.42 * Ln(Q)2 -0.02 * B +
0.84 * Ln(CAVdp) + 0.41 * Ln(Sal) + E
LBS = L W * Sshear d= z
References
⦁ Lunne, T., Robertson, P.K., and Powell, J.J.M 1997. Cone penetration testing in geotechnical practice, E & FN Spon Routledge,
352 p, ISBN 0-7514-0393-8.
⦁ Boulanger, R.W. and Idriss, I. M., 2007. Evaluation of Cyclic Softening in Silts and Clays. ASCE Journal of Geotechnical and
Geoenvironmental Engineering June, Vol. 133, No. 6 pp 641 -652
⦁ Boulanger, R.W. and Idriss, I. M., 20 14. CPT AND SPT BASED LIQUEFACTION TRIGGERING PROCEDURES. DEPARTMENT OF
CIVIL & ENVIRONMENTAL ENGINEERING COLLEGE OF ENGINEERING UNIVERSITY OF CALIFORNIA AT DAVIS
⦁ Robertson, P.K. and Cabal, K.L., 2007 , Guide to Cone Penetration Testing for Geotechnical Engineering. Available at no cost at
http://www.geologismiki.gr/
⦁ Robertson, P.K. 1990. Soil classification using the cone penetration test. Canadian Geotechnical Journal, 27 (1), 151 -8.
⦁ Robertson, P.K. and Wride, C.E., 1998. Cyclic Liquefaction and its Evaluation based on the CPT Canadian Geotechnical Journal,
1998, Vol. 35, August.
⦁ Youd, T.L., Idriss, I.M., Andrus, R.D., Arango, I., Castro, G., Christian, J.T., Dobry, R., Finn, W.D.L., Harder, L.F., Hynes , M.E.,
Ishihara, K., Koester, J., Liao, S., Marcuson III, W.F., Martin, G.R., Mitchell, J.K., Moriwaki, Y., Power, M.S., Robertson, P.K.,
Seed, R., and Stokoe, K.H., Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF
Workshop on Evaluation of Liquefaction Resistance of Soils, ASCE, Journal of Geotechnical & Geoenvironmental Engineering,
Vol. 127, October, pp 817-833
⦁ Zhang, G., Robertson. P.K., Brachman, R., 2002, Estimating Liquefaction Induced Ground Settlements from the CPT, Canadian
Geotechnical Journal, 39: pp 1168-1180
⦁ Zhang, G., Robertson. P.K., Brachman, R., 2004, Estimating Liquefaction Induced Lateral Displacements using the SPT and CPT,
ASCE, Journal of Geotechnical & Geoenvironmental Engineering, Vol. 130, No. 8, 861 -871
⦁ Pradel, D., 1998, Procedure to Evaluate Earthquake -Induced Settlements in Dry Sandy Soils, ASCE, Journal of Geotechnical &
Geoenvironmental Engineering, Vol. 124, No. 4, 364-368
⦁ Iwasaki, T., 1986, Soil liquefaction studies in Japan: state -of-the-art, Soil Dynamics and Earthquake Engineering, Vol. 5, No. 1,
2-70
⦁ Papathanassiou G., 2008, LPI-based approach for calibrating the severity of liquefaction -induced failures and for assessing the
probability of liquefaction surface evidence, Eng. Geol. 96:94 –104
⦁ P.K. Robertson, 2009, Interpretation of Cone Penetration Tests - a unified approach., Canadian Geotechnical Journal, Vol. 46,
No. 11, pp 1337-1355
⦁ P.K. Robertson, 2009. “Performance based earthquake design using the CPT”, Keynote Lecture, International Conference on
Performance-based Design in Earthquake Geotechnical Engineering - from case history to practice, IS-Tokyo, June 2009
⦁ Robertson, P.K. and Lisheng, S., 2010, “Estimation of seismic compression in dry soils using the CPT” FIFTH INTERNATIONAL
CONFERENCE ON RECENT ADVANCES IN GEOTECHNICAL EARTHQUAKE ENGINEERING AND SOIL DYNAMICS, Symposium in
honor of professor I. M. Idriss, SAN diego, CA
⦁ R. E. S. Moss, R. B. Seed, R. E. Kayen, J. P. Stewart, A. Der Kiureghian, K. O. Cetin, CPT -Based Probabilistic and Deterministic
Assessment of In Situ Seismic Soil Liquefaction Potential, Journal of Geotechnical and Geoenvironmental Engineering, Vol. 132 ,
No. 8, August 1, 2006
⦁ I. M. Idriss and R. W. Boulanger, 2008. Soil liquefaction during earthquakes, Earthquake Engineering Research Institute
MNO-12
⦁ Jonathan D. Bray & Jorge Macedo, Department of Civil & Environmental Engineering, Univ. of California, Berkeley, CA, USA,
Simplified procedure for estimating liquefaction -induced building settlement, Proceedings of the 19th International Conference
on Soil Mechanics and Geotechnical Engineering, Seoul 201
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