HomeMy WebLinkAboutSDP 2021-0003; RACEWAY INDUSTRIAL; GEOTECHNICAL ENGINEERING REPORT; 2021-04-16( GEOTECHNICAL ENGINEERING REPORT
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for
Proposed Warehouse Development
SEC Melrose Drive and Lionshead Ave,
Carlsbad, CA
Prepared For:
Hines
444 South Flower Street
Los Angeles, California 90071
Prepared By:
Langan Engineering and Environmental Services, Inc.
18575 Jamboree Road, Suite 150
Irvine, California 92612
16 April 2021
Langan Project No.: 700086702
LANliAN
~ity of Carlsbacf
MAY 1 0 2021
~fanning Division
18575 Jamboree Road, Suite 150 Irvine, CA 92612 T: 949.561.9200 F: 949.561.9201 www.langan.com
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GEOTECHNICAL ENGINEERING REPORT
for
Proposed Warehouse Development
SEC Melrose Drive and Lionshead Ave,
Carlsbad, CA
Prepared For:
Hines
444 South Flower Street
Los Angeles, California 90071
Prepared By:
Langan Engineering & Environmental Services, Inc.
18575 Jamboree Road, Suite 150 J
Irvin alifornia 92612
Enrique A. Riutort, PE, GE
Senior Project Manager
GE#2683
1orelli, PE, GE
Principal
GE#3042
16 April 2021
700086702
LANliAN
18575 Jamboree Road. Suite 150 Irvine, CA 92612 T: 949.561. 9200 F: 949.561.9201 www.langan.com ")
New Jel'lley • New York• Connecticut• Massachusetts• Pennsylvania • Washington. DC • Oh,o • Florida • Texa§ • Colorado• Arizona • Washington • Cal,tornil!
Athens • Calgary • Dubai • London • Panama
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Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
16 April 2021
Page i
Langan Project No: 700086702
TABLE OF CONTENT
1.0 INTRODUCTION ............................................................................................................. 1
2.0 PROJECT OVERVIEW .................................................................................................... 1
2.1 Existing Site Conditions ............................................................................................... 1
2.2 Proposed Development ............................................................................................... 1
3.0 REVIEW OF AVAILABLE INFORMATION ...................................................................... 2
3.1 Document Review ....................................................................................................... 2
3.2 Site Development History ............................................................................................ 2
3.3 Regional and Local Geologic Setting ............................................................................ 3
3.4 Geologic Hazard Review .............................................................................................. 3
4.0 GEOTECHNICAL EXPLORATION .................................................................................. 5
4.1 Field Percolation Testing .............................................................................................. 6
4.2 Laboratory Testing ....................................................................................................... 6
4.3 Geophysical Testing .................................................................................................... 7
5.0 SUBSURFACE CONDITIONS ......................................................................................... 7
6.0 GEOTECHNICAL EVALUATION AND DESIGN RECOMMENDATION ......................... 8
6.1 Evaluation of Fill ........................................................................................................... 8
6.2 Seismic Design Criteria ................................................................................................ 8
6.3 Expansive Soil .............................................................................................................. 9
6.4 Building Foundations .................................................................................................... 9
6. 5 Proposed Site Retaining Walls .................................................................................... 10
6. 6 Existing Fill Slope Stability Analysis ............................................................................. 10
6. 6. 1 General Conditions ...................................................................................................... 10
6. 6.2 Material Properties ...................................................................................................... 10
6.6.3 Static Gross and Seismic Slope Stability ..................................................................... 17
6.7 Pavement Sections ..................................................................................................... 11
6.8 Corrosion Considerations ............................................................................................ 12
6.9 Floor Slabs .................................................................................................................. 13
6.10 Utility Support ............................................................................................................. 13
7.0 BUILDING AND SITE PREPARATION ........................................................................... 13
7 .1 Excavation and Grading ............................................................................................... 13
7.2 Fill Material and Compaction Criteria ........................................................................... 14
Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
16 April 2021
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7 .3 Site Drainage .............................................................................................................. 14
7.4 Hardscape Elements ................................................................................................... 15
8.0 PROTECTION OF NEIGHBORING STRUCTURES ........................................................ 15
9.0 RECOMMENDED FUTURE TASKS AND INTERACTION ............................................. 15
10.0 SERVICES DURING DESIGN, CONSTRUCTION DOCUMENTS AND CONSTRUCTION
QUALITY ASSURANCE ........................................................................................................... 15
11.0 OWNER AND CONTRACTOR RESPONSIBILITIES ...................................................... 16
12.0 LIMITATIONS ................................................................................................................ 16
13.0 REFERENCES ................................................................................................................ 17
13.1 Publications ................................................................................................................. 17
13.2 Plans ........................................................................................................................... 17
13.3 Reports ....................................................................................................................... 17
REFERENCES
FIGURES
Figure 1 -Site Vicinity Map
Figure 2 -Regional Geologic Map
Figure 3 -Regional Seismicity Map
Figure 4 -Fault Map
Figure 5 -Liquefaction Hazard Zone Map
Figure 6 -Flood Hazard Zone Map
Figure 7 -FEMA Flood Insurance Rate Map
Figure 8 -Dam Inundation Hazard Map
Figure 9 -Boring Location Plan
Figure 1 0A -Generalized Subsurface Cross Section A-A'
Figure 1 OB -Generalized Subsurface Cross Section B-B'
APPENDICES
A Historic Earthquake Search
B Boring Logs
C Field Percolation Results
D Laboratory Test Results
E Field Shear Wave Testing Results
F Slope/W Stability Graphical Outputs
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Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
1.0 INTRODUCTION
16 April 2021
Page 1
As requested and in accordance with our Proposal for Design Level Geotechnical Exploration
Services, dated 2 September 2020 and revised 11 December 2020, and following subsequent
authorization by Hines Conceptual Construction and Ware Malcomb, Langan Engineering and
Environmental Services, Inc. (LANGAN) has prepared this geotechnical exploration report for the
proposed warehouse building (Project) located on South East Corner of Melrose Drive &
Lionshead Avenue, Carlsbad, California (Site).
This report updates and supersedes our report titled "Limited Geotechnical Exploration & Report
", dated 21 October 2020 and revised 28 October 2020.
Provided herein is a summary of LANGAN's understanding of the geotechnical and geological
aspects of the Site, including the existing site conditions and proposed improvements; a
description of the subsurface investigations that have been performed at the Site to date; and
geotechnical and construction related recommendations pertaining to foundations, retaining
walls, site grading, and utility support. Recommendations provided herein are in accordance with
the 2019 California Building Code (2019 CBC) and the City of Carlsbad Municipal Code.
2.0 PROJECT OVERVIEW
2.1 Existing Site Conditions
The proposed Project is located on an approximate 840,000-square-foot vacant parcel in Carlsbad,
California. The Site is bounded by Lionshead Avenue to the north, Eagle Drive to the east,
commercial development to the south, and Melrose Drive to the west. Refer to Figure 1 for a
site vicinity map.
Most of the Site has generally flat to gently sloping terrain that ascends from north to south and
west to east, with 2H: 1 V (horizontal to vertical) slopes,up to approximatey 6 feet high, along the
perimeter that descend from the Site to Lionshead Avenue and Eagle Drive (north and northeast
limits) and ascend up to approximately 50 feet from the parcel to the streets and neighboring
development (east, west, and southern limits). Concrete v-ditches are installed along the slope
and direct water onto this Site at various locations. Burrow holes up to 4-inch diameter are
present at the surface of the slopes.
Site elevations vary from approximately el 375 on the western portion of the Site to approximately
el 382 on the eastern portion. Elevations referenced herein are in feet and are above mean sea
level (MSU, unless indicated otherwise. Aerial photographs from Google Earth indicates that the
Site appears was previously mass graded (cut/fill) to a relatively flat parcel between the years
2004 and 2006.
Two storm drain basins are located adjacent to Lionshead Avenue. These basins capture storm
water on the Site, which is discharged into the City's storm drain. Landscape features such trees
and vegetation occupy the east, northern, and western Site limits adjacent to Eagle Drive,
Lionshead Avenue, and Melrose Drive.
2.2 Proposed Development
We understand the proposed development consists of an approximately 250,000-square-feet
warehouse building and new retaining wall. Based on the plans titled "Conceptual Grading
Plans" by Thienes Engineering the pad elevation for the warehouse is approximately el. 382
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Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
16 April 2021
Page2
which would require 4 to 5 feet of cut and fill across the building footprint. A new retaining wall
will need to be built within the limits of the existing slope on the southern part of the property.
We have assumed that the tallest portion of the wall will be in the southeast corner of the Site
and will have a height of up to 25 feet; full design recommendations for the retaining wall will be
included in a separate addendum to this geotechnical investigation report when final wall plans
are available. The remainder of the site improvements include new pavement, truck and trailer
parking areas and new detention ponds adjacent to Lionshead Avenue.
3.0 REVIEW OF AVAILABLE INFORMATION
3.1 Document Review
Information that LANGAN reviewed included reports, maps, and other publically available
information from the United States Geological Survey (USGS), California Geological Survey (CGS),
California Department of Conservation -Division of Mines and Geology (DMG), City of Carlsbad
(City), County of San Diego (County), Federal Emergency Management Agency (FEMA), California
Geologic Energy Management Division (CalGEM), land title surveys, and a Phase I ESA dated
October 12, 2020.
3.2 Site Development History
Based on our review of provided documents and aerial imagery on Google Earth for the Site, the
Site was initially occupied by Carlsbad Raceway consisting of asphalt dragstrip, dirt tracks,
bleachers, and one-story wooden structures. This raceway occupied the Site until approximately
2004 to 2006 when the Site and surrounding area were mass graded for future developments.
Three natural canyons crossed the Site, two smaller canyons on the western half and one larger
canyon on the eastern half of the Site. After mass grading occurred these canyons were no
longer visible. Based on documents reviewed the western half of the Site was generally in a cut
condition during grading with the eastern half having cut and fill areas.
LANGAN was provided copies of two ALTA surveys, one Environmental Site Assessment
Phase 1, and a copy of a report titled "Final Report of Testing and Observation Services During
Site Grading" from a public records request from the City of Carlsbad. Brief summaries of
geotechnical information from the referenced documents are provided below.
O'Day Consultants. "ATLA Survey of Carlsbad Raceway" dated June 2004
In 2004, O'Day consultants prepared an ALTA Survey of Carlsbad Raceway. This survey identifies
the following: existing ground elevations at the time of the survey, the raceway had concrete pad
areas with the raceway constructed out of asphalt, various one-story wooden sheds, bleachers,
fencing, easements, and identifies sewer lift station and sewer pipelines controlled by the City
of Vista.
Geocon, Inc .. "Final Report of Testing and Observation Services During Site Grading". dated
5 June 2006
The site is identified as Lots 1 (adjacent to Melrose Drive) through Lot 4 (adjacent to Eagle Dr) on
the grading plans prepared by O'Day Consultants. The report documents the installation of
canyon subdrains in "Lot 4" and the placement of up to 45 feet of compacted fill at the site. The
canyon subdrains in Lot 4 are reported to connect to the Carlsbad Raceway Business Park
subdrain system. Expansion Index testing performed on compacted fills range from 18 to 130.
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Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
16 April 2021
Page3
Based on the report, density testing performed on compacted fills indicated fills were placed at
a minimum compaction of 90 percent based on ASTM D1557.
Thienes Engineering. Inc. "ALT A/NSPS Land Title Survey -Southeast corner of S Melrose Drive
and Lionshead Avenue" dated October 2020.
In October 2020, Thienes Engineering, Inc. prepared an ALTNNSPS Land Title Survey at the
Southeast corner of Melrose Drive and Lionshead Avenue. The survey identifies existing
features, utilities, and easements. The southern limits of the subject property is an ascending
graded slope with concrete v-ditches and discharge outlets at various locations along the toe of
the slope. Two locations are mapped as storm drain collection inlets that are connected to the
existing city storm water infrastructure.
3.3 Regional and Local Geologic Setting
The Site is located within the north-central coastal plain of San Diego County, which is part of the
Peninsular Ranges Geomorphic Province of Southern California. This Province consists of a
series of mountain ranges separated by northwest trending valleys sub-parallel to faults that
branch from the San Andreas Fault and is characterized by erosional processes (i.e., gully erosion
and washing). Bedrock typically consists of a small volume of high-grade metamorphic rocks
intruded by Mesozoic-age igneous plutons, overlain by Cenozoic-age sedimentary rocks.
According to the CGS Geologic Map of the Oceanside 30' by 60' Quadrangle (2007), the Site is
underlain by the middle Eocene Santiago Formation (map symbol Tsa), characterized by
moderately sorted arkosic sandstone, with vertical and lateral interbeds, tongues, and lens of
claystone and siltstones. The Santiago Formation is underlain at depth by middle Cretaceous
tonalite. This igneous bedrock is described as massive, coarse-grained, light gray, hornblende-
biotite tonalite. See Figure 2.
3.4 Geologic Hazard Review
Our geologic hazard review was performed in general accordance with CGS Special Publication
117 A, "Guidelines for Evaluating and Mitigating Seismic Hazards in California," dated 2008. The
following subsections present the results of our hazard review.
• Regional Faulting -Recognized and mapped faults that are located within a 1 GO-kilometer
(km) radius of the Site based on the "2014 USGS National Seismic Hazards Maps" are
shown on Figure 3. Based on our review, the closest known fault to the Site is the Rose
Canyon Fault located approximately 8.2 miles (13.6 kilometers (km)) west of the Site. The
next closest faults are the Oceanside alt1 Fault located approximately 12.1 miles (20.4
km) south of the west and Elsinore (Temecula) Fault located approximately 19.8 miles
(31.8 km) east of the Site.
• The Site is located in an active seismic area that has historically been affected by generally
moderate to occasionally high levels of ground motion. Therefore, the proposed
development will probably experience moderate to occasionally high levels of ground
motion from nearby faults as well as ground motions from other active seismic areas of
the southern California region.
• Regional Seismicity -A search of the Uniform California Earthquake Rupture Forecast
(UCERF3), accessed on 12 October 2020, using a web-based Earthquake Archive Search
and URL Builder tool, found that 28 earthquakes with magnitudes greater than 5.0 have
Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
16 April 2021
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occurred within a 100-km radius of the Site since 1800. A summary of the UCERF3
reported earthquake events are provided in Appendix A.
• Surface Rupture -Earthquake Fault Zones are regulatory zones delineated by CGS around
active faults with the potentials to cause surface rupture. The zones average
approximately ¼-mile in width. A review of the Earthquake Faults within the City of
Carlsbad General Plan (Figure 3.5-2 indicates that the site is not within a mapped, currently
established Alquist-Priolo Special Study Zone or a Fault Rupture Study Area (Figure 4).
• Liquefaction -Liquefaction is a transformation of soil from a solid to a liquefied state
during which saturated soil temporarily loses strength resulting from the buildup of
excess pore water pressure, especially during earthquake-induced cyclic loading. Soil
susceptible to liquefaction includes loose to medium-dense sand and gravel, and low-
plasticity silts below the groundwater table. Based on a review of the General Plan
Chapter 6 Public Safety, the Site is not located within a mapped, currently established
liquefaction-potential investigation zone. Based on our review of available soil and
geological conditions, the Site generally consists artificial fills of sandy clays and clayey
sands, underlain by silty and clayey sandstones and sandy claystones and siltstones. Due
to the presence of fine-grained materials at the Site, liquefaction potential is anticipated
to be low. See Figure 5.
• Historical High Groundwater -As noted above, the presence of groundwater may
increase the susceptibility to liquefaction for loose to medium granular soils and low-
plasticity silts at the Site when subjected to sufficient ground shaking. Based on our ::)
limited geotechnical field exploration at the Site, groundwater was not encountered to
the maximum explored depth of 26.5 feet. A review of the Department of Water
Resources also does not indicate the presence of monitoring wells with groundwater
measurements within or adjacent to the Site.
• Landslides -A review of the City's Public Safety indicates that the Site is not located
within a mapped area, currently established zone of landslide susceptibility.
• Seismically-Induced Ground Deformations -Seismically-induced ground deformations
include ground-surface settlement and differential settlement resulting from liquefaction-
induced ground deformation and cyclic densification of unsaturated sands and gravels
from earthquakes. As discussed above, the Site is not within a mapped liquefaction-
hazard investigation zone. Therefore, liquefaction-induced settlement of soils below the
groundwater table and cyclic densification of dry sand and gravels is not an anticipated
hazard at the Site.
• Lateral Spreading -Lateral spreading is a phenomenon in which surficial soil displaces
along a shear zone that has formed within an underlying liquefied layer. The surficial
blocks are transported downslope or in the direction of a free face, such as a slope, by
earthquake and gravitational forces. The Site is not located within a currently established
liquefaction hazard zone; therefore, lateral spreading is not anticipated within the Site.
• Flood Mapping -According to the San Diego Geographic Information Source Interactive
Map and the City of Carlsbad General Plan, the Site is not located within a mapped 100-
year floodway or 100-year floodplain, as shown in Figure 6. Additionally, based on the
FEMA Flood Insurance Rate Map Number 06073C0788J, dated 16 May 2012, the Site is
not located within a determined flood hazards area, as shown in Figure 7.
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Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
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• Tsunami and Seiche and Inundation -A tsunami is a long, high sea wave based by an
earthquake, submarine landslide, or other disturbances. A seiche is an oscillation of
surface water in an enclosed or semi-enclosed basin such as a lake, bay, or harbor.
According to information and maps available from the California Department of
Conservation and the City of Carlsbad General Plan Chapter 6, the Site is not within a
mapped tsunami inundation hazard zone, as shown. The closest mapped Dam is the
Bressi Dam which according to the city does not have inundation zones associated with
it. The second closest Dam is the Maerkle Dam and Reservoir which have mapped
inundation zones and the Site is not mapped within this zone. The Site is not within close
proximity to adjacent water bodies; therefore, site inundations from a tsunami, seiche,
and dam failure are not anticipated (Figure 8).
• Subsidence -Land subsidence may be induced from withdrawal of oil, gas, or water from
wells or from settlement of the landfill. According to a search on the CalGEM Well Finder
online tool, there are no oil, gas, or geothermal wells within or immediately adjacent to
the Site. Therefore, the Site is not considered to be subject to land subsidence from oil,
gas, or water withdrawal from oil wells.
• Expansive Soils -Expansive soils can result in differential movement of structures,
including slab heave and cracking, differential movement between foundations, and
cracking of pavements and sidewalks. Potentially expansive soils are defined by the 2019
California Building Code (CBC) as soils with expansion indices (El) greater than 20. Based
on our geotechnical exploration, and review of the reported Geocon, Inc., "Final Report
of Testing and Observation Services During Site Grading", existing fill at the Site exhibited
a "medium to very high" expansion potential. SUBSURFACE INVESTIGATION
4.0 GEOTECHNICAL EXPLORATION
Our geotechnical subsurface exploration program consisted of nineteen hollow stem auger (HSA)
borings, identified as LB-1 and LB-19, drilled to approximately 9 feet and 51.5 feet below ground
surface (bgs), respectively. Prior to drilling, the boring location was marked out on site by a
LANGAN field engineer. Underground Service Alert of Southern California (USA/DigAlert) was
contacted to locate and mark known public underground utilities present within the public rights-
of-way. A private utility-locating subcontractor also performed underground utility check at the
boring location to confirm the location was clear of subsurface utilities and obstructions. Refer
to Figure 9 for approximate boring locations.
Borings LB-1 through LB-4 was drilled by Yellow Jacket Drilling on 8 October 2021 using a truck-
mounted drill rig under the full-time observation of a LANGAN field engineer. The borings were
advanced with the drill rig using conventional drilling techniques. Standard Penetration Tests
(SPT)1 and California Modified Ring sampling were generally performed at 5-foot intervals until
boring termination depth, following the guidelines of ASTM D1586 and ASTM D3550. California
Modified Ring samples were collected at select locations using a 3.0-inch-outer-diameter split-
barrel California sampler lined with 2.42-inch-inner-diameter brass rings. SPT N-values were
1 The Standard Penetration Test is a measure of the soil density and consistency. The SPT N-value is defined as the number of blows
required to drive a 2-inch outer diameter split-barrel sampler 12-inches, after an initial penetration of 6 inches, using a 140-pound
automatic hammer free falling of a height of 30 inches (ASTM D1586)
Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
16 April 2021
Page 6
recorded to identify the relative density and stiffness of the cohesionless and cohesive soils,
respectively.
Upon completion, the borings were backfilled with soil cuttings to near ground surface and
excess auger cuttings were dispersed on-site around the borehole location.
Borings LB-5 through LB-17 and LB-19 were drilled by Yellow Jacket Drilling between 8 and 10
March 2021 and on 15 March 2021 using a truck-mounted drill rig under the full-time observation
of a LANGAN field engineer. Boring LB-18 was drilled by Yellow Jacket Drilling on 10 March
2021 using a limited access track-mounted rig. The borings were advanced using conventional
drilling techniques. Standard Penetration Tests (SPT)1 and California Modified Ring sampling
were generally performed semi-continuously within the upper 10-feet and at 5-foot intervals until
boring termination depth, following the guidelines of ASTM D1586 and ASTM D3550. California
Modified Ring samples were collected at select locations using a 3.0-inch-outer-diameter
split-barrel California sampler lined with 2.42-inch-inner-diameter brass rings. SPT N-values were
recorded to identify the relative density and stiffness of the cohesionless and cohesive soils,
respectively.
Upon completion, the borings were backfilled via tremie method with cement-grout slurry to near
ground surface. Excess soil cuttings generated during drilling were temporarily stored on-site in
Department of Transportation (DOT) approved 55-gallon drums soil and disposed by Belshire
Environmental Services, Inc.
Retrieved soil samples were visually examined and classified in the field following the Unified
Soil Classification System (USCS) and confirmed by re-examination in our office. A copy of the
boring logs are provided in Appendix B.
4.1 Field Percolation Testing
The field investigation for the percolation testing program consisted of drilling two (2) borings,
identified as LP-1 and LP-2, and within two (2) soil borings, identified as LB-5 and LB-6, to depths
of approximately 5 and 9 feet below existing grade (el 368 and 363), respectively. The borings
were drilled and percolation tests were performed between 8 and 10 March 2021 by Yellow
Jacket Drilling under the full-time engineering observation of a field engineer from our office.
Percolation testing was performed in accordance with the City of Carlsbad "Carlsbad BMP
Design Manual". Results of the percolation testing are provided in Appendix C.
4.2 Laboratory Testing
Select representative soil samples retrieved from the borings were delivered to a geotechnical
laboratory to determine the physical and engineering index properties of the samples. Our
laboratory testing program included the following analyses:
• Dry Density & Moisture Content • Expansion Index (ASTM D4829)
(ASTM D7263) • Consolidation (ASTM D2435)
Modified Proctor (ASTM D1557) • Electrical Resistivity -CTM 643 •
Direct Shear (ASTM D3080) • Chloride Content -CTM 422 •
Sieve Analysis (ASTM D422) • Sulfate Content -CTM 417 •
R-Value (ASTM D2844) • Soil pH -CTM 643 •
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Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
Copies of the laboratory test results are provided in Appendix D.
4.3 Geophysical Testing
16 April 2021
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Shear wave velocity profiling was performed by Atlas Technical Consultants (Atlas) using surface
geophysical testing method to obtain estimates of the average shear wave velocity within 100
feet bgs. Atlas performed the refraction microtremor (ReMi) technique to estimate in-situ
Rayleigh-wave (shear-wave) velocities. Atlas summarized the results of their testing in a report
dated 17 March 2021 that is presented in Appendix E for reference.
Based on the results of two field refraction microtremor profiles SL-1 and SL-2, average shear
wave velocities to 100 feet bgs were 1,094 feet-per-second and 1,316 feet-per-second.
5.0 SUBSURFACE CONDITIONS
Based on our field exploration and interpretation of laboratory testing, the Site is generally
underlain by existing fill underlain by either alluvium or bedrock. Alluvial deposits were
encountered where previously drainage channels existed. Details of the subsurface conditions
encountered in our borings are summarized below. See Figure 1 Oa and 1 Ob for a generalized
graphical representation of the subsurface conditions.
• Existing Documented Fill: We encountered existing fill within all borings. In borings LB-
1, LB-2, LB-5, LB-7, LB-17, and LB-19 existing fill ranges from approximately 1 feet to 3
feet below ground surface and in borings LB-3, LB-4, LB-6, LB-8 through LB-16, and LB-
18 existing fill ranges from approximately 10 feet to 45 feet. Existing Fill consists of
clayey sands and sands with varying amounts of gravel. SPT N-values generally ranged
from 11 blows per foot to 28 blows per foot.
Laboratory testing performed on select samples measured dry densities ranging from
98.4 to 126 pounds per cubic foot (pcf), moisture contents ranging from 2.5 to 23.8
percent. Near surface soil collected measured fine content of 57 percent, and an
expansion indices of 54, 63, 66, and 78. Atterberg Limits testing was performed on select
soil samples which measured Liquid Limits ranging from 32 to 49, Plastic Limits ranging
from 20 to 24, and Plastic Indices ranging from 8 to 26. Direct shear testing was
performed on select samples within the proposed building footprint measured ultimate
cohesion ranging from 300 to 700 pound per square foot (psf) and internal friction angles
ranging from 23.5 to 30 degrees.
Direct shear testing was performed on select samples for the proposed site retaining wall
measured ultimate cohesion ranging from 300 to 800 psf and internal friction angles
ranging from 25 to 28 degrees.
• Alluvial Deposits: An approximately 3 feet thick layer of Alluvial deposits were
encountered in boring LB-4 and LB-9 at approximately 13 and 23 feet below ground
surface, respectively. The alluvial soils were observed to consist of stiff clay with trace
rootlets consistent with bottom of drainage channels.
• Santiago Formation (Tsa): Santiago formation deposits were encountered in all borings
to the maximum explored depth of 51 .5 feet, consisting of claystones and sandstones.
SPT N-values generally ranged from 13 blows per foot to 50 blows per foot to sampler
refusal (i.e. sampler did not penetrate the full 12 inches) where Santiago Formation was
encountered.
Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
16 April 2021
Page 8
Laboratory testing performed on select samples measured dry densities ranging from
106.8 to 111 pounds per cubic foot (pcf), moisture contents ranging from 6.9 to 19.4
percent. Direct shear testing was performed on select samples within the proposed
building footprint measured ultimate cohesion ranging from 0 to 400 psf and internal
friction angles ranging from 25.5 to 28 degrees.
• Groundwater: Groundwater was not encountered to the maximum depth explored of
51 .5feet.
6.0 GEOTECHNICAL EVALUATION AND DESIGN RECOMMENDATION
6.1 Evaluation of Fill
Settlement potential of the existing fill soils were evaluated by analyzing the in-place relative
compaction. Using the in-place dry densities obtained from the California Modified sampler and
the maximum densities obtained in the laboratory, we calculated relative at or greater than 90 %
relative compaction . .
6.2 Seismic Design Criteria
Seismic design of structures can be designed in accordance with the provisions of American
Society of Civil Engineers (ASCE) 7-16 and 2019 CBC. Specific seismic site class information can
be developed with site specific testing and measurement. Based on the available subsurface
information at the site and the seismic provisions of these codes and the two field refraction
micro-tremor tests and the proposed subsurface under the building, the following seismic design
parameters are recommended for the proposed development:
Type Value Desaiplion
Ss 0.925 MCE R mapped spectral response acceleration at short period
s, 0.34 MCfa mapped spectral response acceleration at one-second period
Fa 1.0 Site Amplification Factor at 0.2 second
Fv 1.7 Site Amplification Factor at 1.0 second
SMs 1.045 Site-modified spectral acceleration at short period
SM, 0.578 Site-modified spectral acceleration at one-second period
Sos .697 Design earthquake spectral response acceleration at short period
So, 0.385 Design earthquake spectral response acceleration at one-second period
PGAM 0.481 MCE geometric mean peak ground acceleration adjusted for site class effects
Notes:
1. Values based on Site Class D.
2. MCE = Maximum Considered Earthquake
3. MCER = Risked-Targeted Maximum Considered Earthquake
Based on deaggregation of the probabilistic seismic hazard spectrum from the USGS Unified
Hazard Tool, the mean and modal earthquakes for the 2 percent probability of exceedance in
50 years (2,475-year return period) event are 6.63 and 6.89 moment magnitudes, respectively.
Seismic design parameters were determined for a Site Class D, assuming that the proposed
structures have fundamental periods of vibration equal to or less than 0.5 seconds. The structural
, .
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Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
16 April 2021
Page 9
engineer should confirm the structural fundamental period of vibration and the seismic design
approach. The structural engineer should provide the fundamental period of vibration to LANGAN
and confirm if Exception No. 2 of Section 11.4.8 of ASCE 7-16 and if simplified design procedures
in accordance with Section 12.14 of ASCE 7-16 will be utilized for seismic design. If the exception
is not being used a site specific seismic site response analysis may be required for final design.
6.3 Expansive Soil
Potentially expansive soils are defined by the 2019 CBC as soils with El greater than 20. Based
on laboratory test results and the previous grading report, the on-site existing fill soils generally
exhibit medium to very high expansion potential (El range 54 to 130). Expansive soils swell or
shrink when the moisture content of the soil changes. A soil's moisture content can change
through cyclic wet/dry weather cycles, variations in the groundwater level, installation of irrigation
systems, change in landscape plantings, and changes in site grading. Leaking utilities can also
drastically change soil moisture content.
Methods commonly used to reduce the effects of expansive soils include controlling the
moisture content of the soils prior to placement of surface finishes, use of impermeable barriers
around foundations, confinement of expansive soils through the use of non-expansive soil caps,
and chemical stabilization. The Site should be designed to promote positive drainage away from
the pavements and landscaping should consist of mainly drought tolerant native planting that
requires limited irrigation. Confirmatory expansion index testing should be performed on the
actual subgrade material during grading.
6.4 Building Foundations
The existing fill soils within the proposed building footprint are suitable for support of the
proposed warehouse building. Provided grading is performed as recommended herein, a bearing
value of 3,500 pounds per square foot (psf) may be used for continuous and isolated footings
founded at a minimum depth of 24 inches below the lowest adjacent grade and having a
minimum width of 24 inches. Recommended allowable bearing values include both dead and
live loads, and may be increased by one-third for wind and seismic forces.
The proposed warehouse building excavation will result in a cut/fill transition between existing
fill soils and bedrock as a result of the previous mass grading. The proposed building pad should
be over-excavated so that the footings are bearing on a minimum of 4 feet of recompacted fill.
and the recompacted fill limits should extend at least 4 feet beyond the lateral limits of the largest
footing in the area.
Footing total settlement of less than 1 inch and total differential settlements of less than ½-inch
over 50 feet is anticipated with foundations bearing on controlled compacted fill soil. Since the
entire building will be sitting on engineered fill over rock, seismic settlement of less than ½ inch
is anticipated under the design earthquake ground shaking.
Footing excavations should be performed using a backhoe bucket fitted with a smooth steel plate
welded across the bucket teeth to reduce the potential for disturbance during excavation and to
provide a smooth bearing surface.
The footing subgrades should be firm and unyielding inspected and approved by a qualified
geotechnical engineer prior to steel placement and/or concrete placement.
Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
7 6 April 2021
Page 10
Foundations should be constructed as soon as possible following subgrade approval. The
contractor shall be responsible for maintaining the subgrade in its as approved condition (i.e. free
of water, debris, etc.) until the footing is constructed.
Foundations may be designed to resist lateral loads with an allowable passive pressure of 100
psf/ft. Footing's lateral sliding resistance can be designed using an ultimate coefficient of friction
equal to 0.30. The use of full passive pressure should be used with caution as significant
movement is necessary to mobilize the allowable resisting passive pressure. Any excavations
for permanent utility installations performed in front of footings would prevent the use of passive
pressures as utility damage could occur with excessive movement.
Additionally, the use of sliding resistance, sliding friction alone or in combination with passive
resistance, should be based upon the conditions at the building foundation location. Should
additional lateral resistance be required, Langan should be notified so we can perform additional
analyses and develop supplemental recommendations.
Should higher bearing capacities be requested, the fill could be improved with ground
improvement methods such as rammed aggregate piers that extended 5 feet into the Santiago
Formation. Typically this type of ground improvement method can achieve bearing capacities of
6,000 psf or higher. If this ground improvement technique or an alternate method is proposed,
we can provide a supplemental memorandum to address the proposed method.
6.5 Proposed Site Retaining Walls
Site retaining walls of the proposed development are on the southern limits of the Site. The
retaining wall system is anticipated to be a two to three-tier system. These retaining walls are
presumed to be free to rotate. Retaining wall recommendations will be provided in a separate
addendum to this geotechnical report once final wall plans are available.
6.6 Existing Fill Slope Stability Analysis
6.6.1 General Conditions
A two-dimensional (2D) slope stability evaluation was performed using the "SLOPE/W"
computer modeling software. "SLOPE/W" is a limit equilibrium analysis package capable of
modeling soil and rock conditions to assess stability for a variety of slope and potential slide
surface configurations. Based on the ALTNNSPS Survey plans provided by the Client, the slope
at Section B-B' was evaluated for static and pseudostatic stabilities.
6.6.2 Material Properties
Based on our interpretation of the subsurface conditions at the site, a generalized two-
dimensional (2D) subsurface profile was developed and used in our analysis. The 2D models and
plane-strain analyses were developed to approximate the actual three-dimensional (3D)
conditions of the slopes, taking into consideration that 2D models are generally considered to
result in lower factor of safety for slope stability than 3D models.
The subsurface is generally underlain by Documented Fill underlain by the Santiago Formation,
with properties based on laboratory testing performed on samples collected during our March
2021 subsurface exploration. The engineering properties of subsurface materials are shown in
Table 1.
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Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
Table 1 -Properties of Subsurface Materials
Total Unit Weight. Mohr-Coulomb
H■tuhl1 Peak Callesion,
T (pcfJ C (psf)
Sandy CLAY (CU [FILL] 115 400
Silty CLAY (CL) [FILL] 120 300
Silty CLAY (CU [FILL] 125 800
SantiagoFormation (Tsa) 127 400
Assumed MSE Wall Backfill2 125 0
Notes:
1. Material properties for this layer are based on laboratory test results (Appendix C).
16 April 2021
Page 11
Mohr-Coulomb
Peak Friction
Angle,. (clegraas)
28
25
26.5
25.5
30
2. Assumed MSE Wall Backfill parameters used based on previous projects were Segmented Block Walls were designed.
6.6.3 Static Gross and Seismic Slope Stability
Under static loading, the slope configuration at Section B-B ' is considered stable with a factor of
safety greater than 1.5. Under pseudostatic loading, the slope is also considered stable with a
factor of safety greater or equal to 1 .1 . The results of our analyses for the proposed slope
configurations are summarized below. Outputs from SLOPE/W for the slope configuration are
included in Appendix F.
Notes:
Table 2 -Static Loading Global Slope Stability Analysis Results
Section
B-B'
Factor al Safety
Stade Collditian
2.1
Factor al Safety
Pseudostatic Collldition ,
1.5
1. Maximum horizontal seismic coefficient kh = 0.15 under pseudostatic condition.
6. 7 Pavement Sections
The appropriate pavement section depends on the type and strength of subgrade soil at final
subgrade, traffic load, and planned pavement life. Recommendations provided herein are in
accordance with the 2017 California Department of Transportation Highway Design Manual
(HDM) and American Concrete Institute Guide for Design and Construction of Concrete Parking
Lots (ACl-330R). Preliminary pavement recommendations are provided herein to support the
anticipated traffic loads for the proposed pavement uses. Traffic indices were assumed based on
similar projects and should be confirmed for the final pavement design. Parameters for the
flexi ble and rigid pavement designs, using a laboratory R-value of 6 are summarized in Table 3.
Table 3 -Pavement Recommendations
Section Thickness
PauemelllType Traffic Portland
Index Asphalt Cement Class2
Concrete Concrete Aggregate Base
5.0 4 inches -10 inches
Asphaltic Concrete
6.0 4 inches -12 inches
Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No.· 700086702
7.0
8.0
Portland Cement 5.0 -8.0 Concrete (4,000psi)
4 in ches -
4 inches -
-6.5 inches
16 April 2021
Page 12
16 inches
20 inches
6 inches
Pavements are presumed to be underlain by subgrade soils consisting of compacted fill or
competent alluvium . The subgrade within the upper 24 inches of the pavement section should
be moisture conditioned to within 2 percent of optimum moisture content and compacted to a
minimum of 95 percent of the laboratory maximum dry density, as determined by ASTM D1557
(Modified Proctor).
Following subgrade preparation and compaction, Class 11 aggregate base should be moisture
conditioned to within 2 percent of optimum moisture content and compacted to a minimum of
95 percent of the laboratory maximum dry density, as determined by ASTM D1557 (Modified
Proctor).
The concrete should have a minimum 28-day compressive strength of 4,000 psi . Rigid concrete
pavement sections should be sufficiently reinforced to resist the intended loading conditions and
designed for soils with medium to high expansion potential. Jointing details should follow
American Concrete Institute (ACI) recommendations.
Final structural pavement section design should be based on the traffic indices provided by the
project's traffic engineer and the R-value test results of the subgrade soils upon completion of
site grading.
Due to the extensive grading that will be required to develop the Project, we recommend
performing post-grading confirmatory laboratory testing to confirm the applicability of
geotechnical recommendations on the future subgrade soils after mass grading.
6.8 Corrosion Considerations
Chemical analyses performed on select samples obtained in the upper 5-feet across the site are
summarized in Table 4.
Table 4 -Chemical Analytical Results
Solllble Dllleaf Depth Ra . IMtt allolide Sample pH Sulfate lnW!II~ (feet) (otvn-cm) (ppm) (ppm)
October 2020 LB-4 / B-1 0-5 710 7.1 395 110
March 2021 LB-10 / B-1 0 -5 720 7.6 2921 418
March 2021 LB-16 / B-1 0-5 <500 7.2 1794 252
Notes:
1. ppm = parts per million
2. NT = not tested for the select sample
Based on our review of the minimum resistivity, pH, soluble sulfate, and chloride contents on the
select soil samples, the surficial soil at the site is considered corrosive to concrete and ferrous
metals (ANSI/AWWA Standard C105/A21 .5, ACI 318-14, and ASTM A674).
All subsurface structures and utilities in contact w ith the existing fill should be protected against
corrosion. Based on the samples co llected to date, ACI 318-14 classified the soil as Exposure
Class S1 for sulfate and Exposure Class C1 for chloride . A corrosion expert should be consulted
,
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Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
16 April 2021
Page 13
if metal pipe is proposed to be in contact with soil. Based on the laboratory data summarized
herein, ACI 318-14 requires that concrete should be designed using Type II cement (ASTM C150),
a maximum water-to-cement ratio of 0.5, and a minimum specified compressive strength (f' c) of
4,000 pounds per square inch (psi). A copy of the corrosion results is provided in Appendix D.
6.9 Floor Slabs
The floor slab for the proposed warehouse is anticipated to be four feet above the adjacent
ground to allow for dock high loading docks. Therefore, saturation of the soils immediately
beneath the slab is unlikely. However, if existing onsite soils are to be used immediately below
the slab, the upper three feet should consist of onsite soils with lower clay content, or the soils
should be mixed with nonexpansive imported fill to reduce expansion potential. Expansion
testing should be performed on the soil mix used beneath the slab to confirm that the soils are
low to medium expansion. The following parameters are recommended for design:
• Subgrade modulus, k, equal to 80 pounds per cubic inch (pci);
• 4-inch minimum thickness;
• A minimum slab underlayment consisting of 4 inches of coarse aggregate or 2 inches of
clean sand, with a 15-mil moisture barrier properly lapped at joints.
Steel reinforcing should be designed by the project's Structural Engineer presuming low to
medium expansive soil potential conditions and sufficient to meet shrinkage reinforcement limits.
T
('" 6.10 Utility Support
C
Utilities can be supported on grade, bearing on compacted fill or approved native soils. In areas
where utility inverts are within the fill material, we recommend that these utility trenches extend
a minimum of 1 foot below the design invert and that backfill material consist of material similar
to a Caltrans Class 2 Base or clean sand with a sand equivalent (S.E.) value of 30 or greater, or
as approved by the utility owner. The gradation of the proposed fill should be compared with the
gradation of the native soils to determine if a separation fabric, such as Mirafi 140N or equivalent,
is required between the two materials. The bedding material should extend at least 12-inches
over the top of the utility, unless otherwise required by the utility owner. Utility subgrade should
be confirmed to be free of standing water, firm and unyielding prior to placement of bedding
material. Utility trenches above pipe bedding should be backfilled in accordance with the
recommendations provided herein for fill compaction requirements using either previously
excavated soil (if suitable), or with approved imported material. All utility trench backfill should
be compacted to 90 percent of the maximum dry density and moisture conditioned to within
3 percent of the optimum moisture content, as determined by ASTM Test Method D1557
(Modified Proctor). Jetting should not be used as a method to compact the soil or bedding and
shading materials.
7.0 BUILDING AND SITE PREPARATION
7.1 Excavation and Grading
Prior to the commencement of excavation and grading, a meeting should be held at the site with
the owner, city inspector, excavation/grading contractor, civil engineer, and Geotechnical
Engineer to discuss the work schedule and geotechnical aspects of the grading.
Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
16 April 202 7
Page 74
All pavement, vegetation, and deleterious materials should be disposed of off-site prior to
initiation of grading operations.
Any foundation and abandoned utility remnants or construction debris associated with former
site structures encountered within excavations should be fully removed, where practical, and any
void spaces that may be created should be backfilled with approved compacted structural fill. If
utility pipes are too deep to be removed economically in proposed pavement areas, they should
be filled with cement and sand grout or equivalent material that will prevent future collapse of
the pipe.
After completion of excavation, including removal of all below grade remnants, stripping,
grubbing, removal of asphalt, base course material, the soil subgrade should be compacted in-
place by proofrolling with at least 6 passes of a roller compactor having a minimum static drum
weight of 5 tons. Due to the high clay content of existing soils, vibratory roller is not
recommended. Any areas exhibiting rutting or pumping should be removed and replaced with
approved compacted secondary structural fill.
Any soft, loose, or unsuitable soils identified by the geotechnical engineer during subgrade
preparation should be removed and replaced with approved compacted secondary structural fill.
Any environmentally unsuitable soils encountered during the excavation process should be
removed and properly disposed of off-site in accordance with all state and local regulations.
7 .2 Fill Material and Compaction Criteria
Fill material (imported or re-used) should be free of organic and other deleterious materials and
should have a maximum particle size no greater than 3 inches. All fills should be placed in
accordance with the placement and compaction criteria discussed in this report. Imported fill
should contain no more than 12 percent passing the #200 sieve by dry weight and have a
plasticity index less than 7. Grain size distributions, maximum dry density, and optimum water
content determinations should be made on representative samples of the proposed fill material.
All structural fill beneath building foundations should be placed in uniform lifts (maximum 8-inches
thick prior to compaction) and compacted to a minimum of 90 percent of the maximum dry
density at a moisture content within 3 percent of optimum moisture content, as determined by
ASTM D1557 (Modified Proctor compaction).
All non-structural fill should be placed in uniform lifts (maximum 8-inches thick prior to
compaction) and compacted to at least 90 percent of its maximum dry density at a moisture
content within 3 percent of optimum moisture content, as determined by the ASTM D1557
(Modified Proctor compaction).
All structural and non-structural fill placement should be subject to controlled engineering
observation by the geotechnical engineer. No fill material should be placed on areas where free
water is standing or on surfaces which have not been approved by the geotechnical engineer.
7.3 Site Drainage
Proper drainage should be maintained at all times. Ponding or trapping of water in localized areas
can cause differing moisture levels in the subsurface soil. Drainage should be directed away
from the tops of excavations and existing foundations. Erosion protection and drainage control
measures should be implemented during periods of inclement weather. During rainfall events,
,
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Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
16 April 202 7
Page 75
backfill operations may need to be restricted to allow for proper moisture control during fill
placement.
The Project Site should be graded to ensure positive drainage away from the locations of the
proposed development.
7.4 Hardscape Elements
Site pavers and walkways can be supported on compacted fill or native soils after excavating to
the required subgrade level, then proof-rolled using an approved compactor such as a 5-ton (static
drum weight) vibratory roller compactor, or equivalent. Any soft, loose or unsuitable soils
identified by the geotechnical engineer during proof-rolling should be removed and replaced with
approved structural fill.
8.0 PROTECTION OF NEIGHBORING STRUCTURES
All new construction work should be performed so as not to adversely impact or cause loss of
support to neighboring structures, hardscape and landscape elements, paving, or utilities to
remain. Special care will be required during grading and construction activities to ensure adverse
vibrations or movements are not induced in these structures, and site activities do not result in
their loss of support or instability. We recommend, at a minimum, a pre-construction condition
documentation comprised of photographic and videographic documentation of accessible and
visible areas of neighboring landscaped, and hardscaped areas including pavements and
sidewalks be performed prior to initiating construction activities at the site.
9.0 RECOMMENDED FUTURE TASKS AND INTERACTION
At this time, we recommend performing the following supplemental tasks:
• Review civil and grading plans, structural plans and loads as they become available and
throughout the design phase.
To maintain our continuity of responsibility on this project, we recommend the above work be
performed by LANGAN.
10.0 SERVICES DURING DESIGN, CONSTRUCTION DOCUMENTS AND CONSTRUCTION
QUALITY ASSURANCE
During final design, we should be retained to consult with the design team as geotechnical
questions arise. Technical specifications and design drawings should incorporate
Langan's recommendations. When authorized, Langan will assist the design team in preparing
specification sections related to geotechnical issues such as earthwork, ground improvement,
shallow foundations, backfill and excavation support. Langan should also, when authorized,
review the project plans , as well as Contractor submittals relating to materials and construction
procedures for geotechnical work, to confirm the designs incorporate the intent of our
recommendations.
Langan has investigated and interpreted the site subsurface conditions and developed the
foundation design recommendations contained herein, and is therefore best suited to perform
r· quality assurance observation and testing of geotechnical-related work during construction. The
\... work requiring quality assurance confirmation and/or special inspections per the Building Code
includes, but is not limited to, earthwork, backfill, ground improvement, shallow and deep
foundations, and excavation support.
Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
16 April 2021
Page 16
Recognizing that construction observation is the final stage of geotechnical design, quality
assurance observation during construction by Langan is necessary to confirm the design
assumptions and design elements, to maintain our continuity of responsibility on this project, and
allow us to make changes to our recommendations, as necessary .. The foundation system and
general geotechnical construction methods recommended herein are predicated upon Langan
assisting with the final design and providing construction observation services for the Owner.
Should Langan not be retained for these services, we cannot assume the role of geotechnical
engineer of record, and the entity providing the final design and construction observation services
must serve as the engineer of record.
11.0 OWNER AND CONTRACTOR RESPONSIBILITIES
The Contractor is responsible for construction quality control, which includes satisfactorily
constructing the foundation system and any associated temporary works to achieve the design
intent while not adversely impacting or causing loss of support to neighboring property,
structures, utilities, roadways, etc. Construction activities that can alter the existing ground
conditions such as excavation, fill placement, foundation construction, ground improvement, pile
driving/drilling, dewatering, etc. can also induce stresses, vibrations, and movements in nearby
structures and utilities, and disturb occupants. Contractors are solely responsible to ensure that
their activities will not adversely affect the structures and utilities, and will not disturb occupants.
Contractors must also take all necessary measures to protect the existing structures, utilities, etc
during construction. By using this report, the Owner agrees that Langan will not be held
responsible for any damage to adjacent structures, utilities, etc.
The preparation and use of this report is based on the condition that the project construction
contract between the Owner and their Contractor(s) will include: 1) Langan being added to the
Project Wrap and/or Contractor's General Liability insurance as an additional insured, and 2)
language specifically stating the Foundation Contractor will defend, indemnify, and hold harmless
the Owner and Langan against all claims related to disturbance or damage to adjacent structures,
utilities, etc or properties.
12.0 LIMITATIONS
The conclusions and recommendations provided in this report result from our interpretation of
the geotechnical conditions existing at the site inferred from a limited number of borings as well
as architectural information. Actual subsurface conditions may vary. Recommendations provided
are dependent upon one another and no recommendation should be followed independent of the
others.
Any proposed changes in structures or their locations should be brought to Langan's attention as
soon as possible so that we can determine whether such changes affect our recommendations.
Information on subsurface strata and groundwater levels shown on the logs represent conditions
encountered only at the locations indicated and at the time of investigation. If different conditions
are encountered during construction, they should immediately be brought to Langan's attention
for evaluation, as they may affect our recommendations.
This report has been prepared to assist the Owner, architect, and structural engineer in the design
process and is only applicable to the design of the specific project identified. The information in
. ,
this
1
ret~ort canndot ~e utilizfedf o:
1
_~epen(_ de
1
d d~n by edngin~er_s or contr~ctors wbhl? ar_e involve)d in ~
eva ua ions or es1gns o ac1 1t1es inc u ing un erp1nning, grouting, sta 1 1zat1on, etc. on
adjacent properties which are beyond the limits of that which is the specific subject of this report.
C-
Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
16 April 2021
Page 17
Environmental issues (such as permitting or potentially contaminated soil and groundwater) are
outside the scope of this study and should be addressed in a separate evaluation.
13.0 REFERENCES
13.1 Publications
American Society of Civil Engineers (2016), Minimum Design Loads for Buildings and Other
Structures, ASCE/SEI 7-16.
California Building Standards Commission (2019), California Building Code, California Code of
Regulations, Title 24.
California Department of Conservation, California Geological Survey (2002), Geologic Map of the
Oceanside 30' by 60' Quadrangle, California, A Digital Database, prepared by Siang S. Tan and
Michael P. Kennedy, dated 2007.
California Department of Transportation (2012), Corrosion Guidelines.
California Department of Transportation (2017), Highway Design Manual.
City of Carlsbad (1993), "Technical Guidelines for Geotechnical Reports," dated January 1993.
City of Carlsbad, "General Plan -Chapter 6 Public Safety" dated September 2015.
c•· County of San Diego (2004), "San Diego County Grading, Clearing and Watercourses Ordinance,"
effective 23 April 2004.
County of San Diego (2011 ), "General Plan -Safety Element," dated August 2011.
County of San Diego, Planning & Development Services (2017), "Expansive Soil Foundation
Design -Building Division," dated 1 January 2017.
Federal Emergency Management Agency (2012), National Flood Insurance Map Program, Flood
Insurance Rate Map (FIRM) Map Number 06073C0788J, Panel 788, dated 16 May 2012.
13.2 Plans
O'Day Consultants, "ATLA Survery of Carlsbad Raceway" dated June 2004
Thienes Engineering, Inc. "ALT NNSPS Land Title Survey -Southeast corner of S Melrose Drive
and Lionshead Avenue" dated October 2020.
Ware Malcomb (2020), "Conceptual Site Plan -Phase I," dated 23 August 2020.
13.3 Reports
Vinje & Middleton Engineering, Inc. " Grading Plan Review" dated 12 February 2003
Geocon, Inc., "Final Report of Testing and Observation Services During Site Grading", dated 5
June 2006
SCS Engineers (SCS), "Phase 1 Environmental Site Assessment" dated 12 October 2020.
Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
FIGURES
J
16 April 2021
LEGEND:
APPROXI MATE LIMITS
REFERENCE: BING MAPS, ACCESSED 10/12/2020.
LANEiAN
18575 Jamboree Road. Suite 150, Irvine. CA 92612
r· 949.561 9200 F· 949 561.9201 wwwJangan.com
NEW JERSEY NEW YORK CONNECTICUT PCNNSYLVANIA
WASHINGTON DC VIRGINIA WESl VIRGINIA OHIO FLORIOA
T£XAS ARIZONA CAUf="ORNIA
Project
PROPOSED
WAREHOUSE
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2000 1000 0 2000
SCALE IN FEET
Figure Title Projoct No. flvureNo.
700088701
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SITE VICINITY MAP APRIL 2021 1 -AS SHO. j
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LEGEND:
Alluvium -Upper Cretaceous marine
-Cretaceous marine undivided Mesozoic volcanic and mecavolcan
Eocene marine -Pliocene m.irine
-Mesozoic granitic rocks Water
REFERENCE: 'GEOLOGIC MAP OF THE OCEANSIDE QUADRANGLE', FIGURE 3.5-1 -
CITY OF CARLSBAD PROPOSED GENERAL PLAN.
LANEiAN Project Figure TIiie
2000
City of
Vista
1000 0
SCALE IN FEET
Pn>jact No.
7000118701
Date 18575 Jamboree Road, Suite 150, Irvine, CA 92612
T· 949.561 9200 F· 949 561.9201 www.langan.oom
NEW JCRS£V N(W YORK CONNECTICUT PENNSYLVANIA
WASHIN(:TON 0C v,R.GINlA WEST VIRGINIA 0HID FLORJOA
TEXAS A.RJZON>. CALIFOR.MA
PROPOSED
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GEOLOGIC MAP
APRI. 2021
Scale
AS SHOWN
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LEGEND:
Magnitude
0 0000000() 7+
NOTES:
1. THE FIGURE DISPLAYS EARTHQUAKE EPICENTERS OF MAGNITUDE 5.0 OR
GREATER SINCE JANUARY 1, 1900 AND WITHIN 100 KILOMETERS OF THE SITE
REFERENCE: USGS ONLINE EARTHQUAKE DATABASE ACCESSED 10/12/2020.
LANEiAN
18575 Jamboree Road, Suite 150, Irvine, CA 92612
r· 949.561 9200 F· 949.561.9201 www.langan.com
NEW JE.RSEY NEW YORK CONNECTICUT PENNSYLVANIA
Project F"igure Tltle
~
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SCALE IN MILES
Pn>joct No.
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Dote
APRIL 2021
Scale
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WASHINGTON DC VIRGINIA WEST VIRGINIA OHKl FlOf\lOA
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SEISMICITY MAP AS SHOWN ii { TEXAS AA.IZONA CAtlf'"ORNIA
MU OHABl ATHENS OOt-lA CARLSBAD Drown By -~---~ i .__.,"""""_,;,;"iiii""•-•""'•'"•"•"'~ii,i"'".,~,_"'iii,,iiii-iiiiiiii.,""-,...-liSii,AiiiiN.iDiiiilE;;;;GO .... CiiiOU_,.N.,TY...,_...,;C;.A,_LI;;.F",_OR;,;;N,_IA_., ___________ _. _______ .._ _____ .o
F"!MlnatM: \\langan com\dc1ta\lRV\data1\700086701\Pro;ect oa,a\CA0\01\20-0e$,gt'1Files\GEOTECHNICAL FIGURES dwg Date 4f7/2021 Time 18·06 User ssong Sty¼t Table. Langan stb Layout 3 • ea CATALOG
Oceanside
CARLSBAD
LEGEND:
--Earthquake Fault Lines --Passenger Rail Lines
-F~ --County Lines
--Major Highway
Minor Highway/Major SO'l!et
ii Coty of Carlsbad
UrtanAreas
REFERENCE: 'EARTHQUAKE FAUL TS', FIGURE 3 5-2 -CITY OF CARLSBAD PROPOSED
GENERAL PLAN.
LANEiAN Project F1gure TIiie
10
18575 Jamboree Road, Suite 150. Irvine. CA 92612
T: 949.561 9200 F· 949 561.9201 www.langan.com
NEW JERs(V NCW YORK CON~ECTICUT PCNNSYI..VANIA
PROPOSED
WAREHOUSE
BUILDING FAULT MAP
WASHINGTON DC VlRGINlA WEST VIRGINIA OHIO FLORIDA
T£XAS ARIZONA CAUFOANIA
ABU DHABI A THENS DOHA
DUeAl ISTAN8Ul LONDON PANAMA CARLSBAD
5 0 10
SCALE IN MILES
Projoct No. ~ No.
7000116701
Dote
APRIL 2021 4 Scole
j AS SHOWN
Drown By
~ ._ ______ " ..... -.. -.. -~ .. -.. " .. ·~ .. "-.. ··-·"'------""---.. s-A,.N.,D_1_EGO ___ c_ou_N_TY _____ c_A_u_r_OR_N_1A_. ____________ ... ____________ .. o MAG
Filenam•· \\langan com\data\lRV\date,7\700066701\Pro;.<:c Oala\CA0\01\20-Des.gnFilas\GEOTECHNICAL FIGURES ctwg Date· 4ll/2021 rime· 18 06 User ssong Sty~ Tab18:· Langan slb Layou1· 4 -FAM
t
Reservoir I ;
L-----~
LEGEND:
~ Riverwash
9 Tidal flats
~ Tujunga sand, 0 to 5 percent slopes
~ Other Hazard
-Hlghw.iys
-==-Major Street
2.:1uurac Planned Street
--Rollro>d
C l City Umits
REFERENCE: 'LIQUEFACTION HAZARDS', FIG URE 3.5-3 -CITY OF CARLSBAD
PROPOSED GENERAL PLAN.
I : I • I
Project Figure Title
City of
Vista
2000 1000 0
SCALE IN FEET
Project No.
700088701 LANEiAN PROPOSED LIQUEFACTION Date 18575 Jamboree Road, Suite 150, Irvine, CA 92612 WAREHOUSE APR1l.2021 r: 949.5619200 F: 949.561.9201 www.langan.com HAZARD ZONE NEWJERSEY NEWYORI< CONNECTICUT PENNSVLVAAIA BUILDING Scale
W"5HINGTON DC VIRGINIA WEST V1ROJNIA OHtO FLORIDA MAP TEXAS ARJZONA CAl..1f:ORNtA AS SHOWN
A8U DHABI "TIE.NS OOH,. CARLSBAD Drown By
OU8AI 1$TAN8UL LONDON PANAMA MAG
~ Englr-1ng • ~ Sr.4cM. tnc. SAN DIEGO COUNTY CALIFORNIA
I
I I s
I
I
I
i
i I
I
2000
F'lgl.nNo.
5
FIiename· \\langan com\d.at•\IRV\data7\700086701\Pro)eci Dat,i\CAD\01'.2O-Des~nFdes\GEOTECHNICAL FIGURES d'Ng Date 4ll/2021 Time· 18:06 User ssong Style Table' Langan slb Layoul· S • LIQ
:i !
~
Q
LEGEND:
L 11'.Annu•l Chance Coastal Flood Zone
( IOOY .. r Flood. High Risk CoaStal Areas)
~ l"Annual Chance Rood Zone
(IOOYear Flood -High Rlsk)lreu )
I
I
L ·wwwwww ..
I :
' • i
~
I
I
REFERENCE: "POTENTIAL FLOOD HAZARDS", FIGURE 6-1 -CITY OF CARLSBAD
PROPOSED GENERAL PLAN.
City of
Vista
2000 1000 0
SCALE IN FEET
LANEiAN Project Figure ntle Pro)lct No.
PROPOSED 7000l!8701
Dote 18575 Jamboree Road, Suite 150, Irvine, CA 92612 WAREHOUSE FLOOD HAZARD T: 949.561 9200 F· 949 561.9201 www.langan.com APRIL 2021
NEW JE:R$EY NEW YORK CONNECTICUT PENNSYlVANIA BUILDING ZONE MAP Scole
WASHINCTON 0C VIRGINIA WEST VlROINIA OHIO FLORIDA.
TEXAS ARIZ~ CALIFORNIA AS SHOWN
ABU DHABI ATHENS DOHA CARLSBAD Orawn By
0V8AI ISTAN6Ul lONOON PA.MAMA MAG ~ ~ "' ~ SrAca Inc. SAN DIEGO COUNTY CALIFORNIA
I
-,_, I
C
San
2000
Figure No.
6
FIiename· \\langan.com\data\lRV\da1a7\700066701\Prqect 0ata\CA0\01\2D-0.stgnFilts\GEOTECHNICAL FIGURES dwg Date 4/712021 Time 18 07 Uset'· ,song Style Table· LangM stb Layoul 6 • FLOOD
t
~ ;
-.I
:i ~ j
~
I>
LEGEND:
:. ... ..:...-..:.::.~..,.. ...... ,-;,_,_ ...
-2:!l.-3'1:.... ~ ... .:o.-7.::. __ , ..
_ .. -··•·---.. -----. .. _'(_,._,.._,.(..;: __ -
~--== .. =:-:-.. e-.,...!:"'
--:-.::...="'!!.."'::'.t,......:;.::"-
_,. -----------
-... ~ .... _, ---~-.. --.. --c::3: ..... 11 __
____ ,,':l.::a.:::.:::· ··---
c:. ~.._ __ :;-.::;;::_-
rs::s. ........ ""'--'-"'•P""'-
C at-•.,...,.--..... --
~ --·-----~ -==:.~--r~= ·-·----·----~--'-
•· 8--=====-=-=· ~~;.._ ____ ,
REFERENCE: FEMA FLOOD INSURANCE RATE MAP FOR THE COUNTY OF SAN DIEGO
(MAP NUMBER 06073C0788J, 2012).
Project Figure TIiie
1000
LAN&AN PROPOSED
18575 Jamboree Road, Suite 150, Irvine, CA 92612 FEMAFLOOD
500 0
SCALE IN FEET
PToject No.
7000ll8701
Dot•
r: 9•9.ss,.9200 F· 949 561.9201 www.langan.com WAREHOUSE INSURANCE RATE APl!tt.2021
NEW JERSEY NEW YORK CONNECTICUT PCNNSYL\/ANlA BUILDING -WASHINGTON 0C VIRGIN A WEST VIRGINIA OHIO FLORIDA MAP TEXAS AAIZONA CAUFORNIA AS SHOWN
ABU DHABI ATHENS DOHA CARLSBAD OruwnBy
OU(W ISTAN8UL lONOON PANAMA WAG
l6'QO'l~.lr:~ds..'4ca.Jnc. SAN DIEGO COUNTY CAUF'ORNIA
1000
R9uraNo.
7
Filename: \\langan.oom\data\lRV\clata7\700086701\Prqect Oala\CA0\01\20-DesignFifes\GEOTECHNICAL FIGURES dwg Dale 4nJ2021 Time 18·07 User ssong Slyl,e Table· Langan stb Layov1· 7 • FEMA
ii g>
j
ij
0
undation Zone
--
LEGEND:
,f) O.m, & Reservoirs * O.m lnundition Points
W o.m lnoodation Areas
--Highways
= Major Street
====: Planned Street
---lbilroad
r.:=-.J City Llmlu
:
L---. --------.
! I I ~
~
Bressi Dam *
City of
Vista
l i .. ~.
I
...
NOTES: ~ -, .--•·THERE IS NO INUNDATION ZONE ASSOCIATED WITH BRESSI DAM
2000 1000 0 _____ 2~000 .
SCALE IN FEET
REFERENCE: "DAM INUNDATION AREA', FIGURE 6-2 · CITY OF CARLSBAD PROPOSED GENERAL PLAN. i
LANEiAN
18575 Jamboree Road. Suite 150. livine. CA 92612
T· 949.561 9200 F· 949.561.9201 www.langan.com
NEW JERSEY NEW YORI( CONNECTICUT PENNsY1.W1NIA
WASHNOTON DC VIROIN!A WEST \IIRGINIA OHIO Fle>RI™.
Project Figure Title Proi-ct No.
700081S701
Dote
APftll2021
Scale
f'1gure No.
8
-.I
f£XA5 ARIZONA CALIFORNIA
PROPOSED
WAREHOUSE
BUILDING
DAM
INUNDATION
HAZARD MAP AS SHOWN ii
ABUOHA81 ATHENS DOHA ~ CARLSBAD Drown By -
---....
0
""" .. "-~ .. :: .. >:_·~-L ..... ~~-"--·-"'-=---"" .. ..,, __ ...... s.AN .... D,_IE_,GO .... c_ou_N_TY ______ c_A_u_F'OR--N_,IA._ _____________ ,._ __ .. _,.G _________ .. !
Filen&me· \\langan com\data\lRV\data7\700086701\Pro;.ct Oala\CA0\01\20-0esignFilff\GEOTECHNICAL FIGURES dwg Date 4/7/2021 Time 18 07 User saong Style Table· Langan &lb Layout 8 . DAM
r
150 75 0 150
I ~ I
SCALE IN F'EET
LAN6AN
18575 Jllr'r1bclrM Roed Suilit 150. INN. CA 92612
T: 949.581.9200 F: 949.561.9201 -Jangan.com
NtW.lfJtln ,,.,.YOllllk 00NH!CTlCUT ~'t'I..YNM
WJ$,W,IQTQNOC WllllNA WfST YlilQf,M CHO A.ON>,l --~
Project
PROPOSED
WAREHOUSE
BUILDING
1Figure Title
LEGEND:
---P...
....fil;;L
LB-4~
LB-19~
LP-2~
APPROXJMATE S:TE U'-'tlTS
APPROXIMATE BOUNDARY CUT/ FILL U"IE
APPROXIMATE SEIS~•C LINE LOCATION
APPROXIMATE BORING LOCATION
(LANGAN, OCTOBER 20201
APPROXIMATE BORING LOCAliON
(LANGAN. MARCH 2021)
APPROXIMATE PEACOlATlON TEST LOCAflON
APPROXIMATE FOOTMINl OF PROPOSED WAREHOUSE
Af AATIFICIAl fill
Tsa SANTIAGO FORMATION tC.ACLED WHERE BUAIEDI
L_J' APPROXIMATE LOCAl'ON OF CROSS SECTION
NOTES:
1 BACKGROUND SITE Pl.A~ REFERENCED FROM "CONCEPTUAL SITE
PlAN", PREPARED BY WM[ MAI.COYD. DATED 08/23/2020
2 LANGAN 80Alt-JGS LS.1 THROUGH LB...d VVEf1E DRILLED SY YELLOW
JACKET DRILLING ON 1°"'8/1020. U~DER THE FULL-TIME
OBSERVATtON OF A LANGAN FIELD ENGINEER
2 LANGAN BORINGS LB-5 THROUGH l8-l9WERE DRILLED BY YELLO\N
JACKET DRILLING BETWEEN 8 AND 10 MARCH 2021. U\iDER THE
FULL-TIME OBSERVATION OF A LANGAN FIELD ENGINEER
3 AEFRACTtON MICROTREMOR FIELD TESTING WAS PERFORMED BY
ATLAS TECHNtcALON 15 MARCH 2021, UNDER FULL·T!~E
OBSERVATK)N OF A LANGAN FIELD ENG!NEER
4 PREVIOUS CARLSBAD RACEWAY LIMllS ARE REFERENCED FROM
"ALTA SURVEY OF CARLSBAD RACEWAY' DATED JUNE 2004
PREPARED BY O'OAY CO"ISUL T ANTS
5. BEDROCK/ FIU LINE JS A?PAOX-MATF ANO BASED ON BORlt,;GS
PERFORMED AT THE SllE WHERE fill WAS ENCOUNTERED
6. SITE LIMITS ANO BORING LOCAT10NS ARE APPROM~ATE
7. PEACOl.ATION TESTING WAS PERFORMED WITHIN BORING LB 5 AND
LB-<!.
IPro]ect No.
I 1oooes101
igure No.
I
Oote
UARCH 2021
IScole AS SHOIIN
9
~ i ~
BORING
LOCATION PLAN
MUDHMI •~ DOHA C\ILSIAO Drown By t
01.eAi •r,..._ U)J,l0(JIN ~--
I Ol"qc>" [.1,9'"_1", Ji, '"H-:G ._"'... ... SAN OIECi() CX>IJNTY ~ OJJS =
Flel'llfflll•~.c:orffldalaURV\daai7\10008810flPn:,jactOata\CAD'Ct1~TNkftPnip(..t8oringPlli,,dwg 0.:4N2021 r-1808 Useruong S~T.,._ lal"f99'\.stb la)'OUL FG9
....
A
395 ~t 385 \
380
gjl 375 _j afu §!
"' ~J 370
"' il: ,,-1 365
0
i 1 360
"' .... "'I 355
350
345
340
335
LEGEND:
-1-LB-15
-----------APPROXIMATE LIMITS OF PROPOSED WAREHOUSE BUILDIN;1.r--------------
APPROXIMATE
PROPOSED
BUILDING
/ GROUND SURFACE
PAD GRADE =1 ,--EXISTING
LB-3 LB-4 --l..B-2 ----/---·mva-,:rn, --i.e,9-----,t~~mir
1uc .. .,,, '"' m1;.~·::~,,s; :ffiELEv.,m _ afu ~
/ -----;;;; ~= DSTONC--L!a'u! __ ) --JJ(R OSTONE -__
CLAYSTONE 571A -::
53 ~ml8.:'t = =i SANDSTONE YSTCt\E : ::
-:-681A
ELEV~.t.376
1cuatu) 24,f '~'''
14
22lR) SClalul
561R
Tsa CL
afu
)
LB-15
ELEV~t 382
17~CUa!ul
25fR
~ltafuJ
fl I
SA~NI:
]-
33: Clfotul
50(4'(RI'
Tsa ~10~1/ -SANDSTONE
NOTES:
LB-15 BORING IDENTIFICATION AND APPROXIMATE ELEVATION
A'
390
390
385
380
~ 375 §
370
::! 0 :e
365 :li n, -;
360 ~ a
355 " !,!
350
345
340
335
INFERRED GEOLOGIC CONTACT ELEV,.i,•• ELEV .. tU# IFEET.MSL)
1. THE FIGURE SHOWS GENERALIZED SUBSURFACE CONDITIONS AT THE RESPECTIVE BORINGS VARIATIONS IN CONDITIONS
SHOULD BE EXPECTED BETWEEN BORINGS FOR A DETAILED DESCRIPTION OF CONDITIONS ENCOUNTERED REFER TO
BORING LOGS m laful UNDOCUMENTED
ARTIFICIAL FILL -ICLI CLAY
~ !SCI CLAYEY SAND
D . SANDSTONE
~ CLAYSTONE
afu UNDOCUMENTED ARTIFICIAL FILL
Oya YOUNG ALLUVIAL DEPOSITS
Tsa BEDROCK SANTIAGO FORMATION
150 75 0 150
I t.i!! I HORIZONTAL SCALE IN FEET
"~
N
NIRI
STANDARD PENETRATION TEST BLOWCOUNT NUMBER
OF BLOWS OF A 140-LB AUTOMATIC HAMMER FREE
FALLING 30 INCHES TO DRIVE A 2-INCH O.D SPLIT SPOON
SAMPLER 12 INCHES AFTER 6 INCHES OF INITIAL
PENETRATION
STANDARD PENETRATION TEST BLOWCOUNT NUMBER
OF BLOWS OF A 140-LB AUTOMATIC HAMMER FREE
FALLING 30 INCHES TO DRIVE A 2.5-INCH I D CALIFORNIA
MODIFIED SAMPLER 12 INCHES AFTER 6 INCHES OF
INITIAL PENETRATION
LANEiAN
18575.JamborM Road. Suite 150
T 9'49.561 9200 F 9<19 561 9201 www.langan com
Ntw..ERSEY llltWYOIOI ~ Pl._.5'1'1.V._'«A
15 0 15 W~OHOC IM.OINl,I, W(SYVIFlOINIA 0"1IO flOl'IICA
fflCAS ~ CALlf'ORHA I ~!! I
1/ERTICAL SCALE IN FEET
,#JIJOH/,81 ATHE"'9 DOHA
~!SU._•IA.l(IN()Oo,IP~
~ (np,-"'1 ll (11...,._,totil ,....._, Ire.
LANGAN BORINGS LB-1 THROUGH LB-4 WERE DRILLED ON 8 OCTOBER 2020 UNDER FULL-TIME OBSERVATION BY A
LANGAN FIELD ENGINEER LANGAN BORINGS LB-5 THROUGH LB-19 WERE DRILLED BETWEEN 8 MARCH 2021 AND 15
MARCH 2021 UNDER FULL-TIME OBSERVATION BY A LANGAN FIELD ENGINEER
3 PROPOSED BUILDING LIMITS ARE APPROXIMATE AND INFERRED FROM 'CONCEPTUAL GRADING PLAN' BY THIENES
ENGINEERING. DATED 15APRIL 2021
4 SEE FIGURE 9 FOR LOCATION OF CROSS-SECTION WITH RESPECT TO BORING LOCATION PLAN
5 BORING AND GROUND SURf ACE ELEVATION REFERENCED FROM SURVEY OF 'CONCEPTUAL GRADING PLAN' BY THIENES
ENGINEERING. DATED 15 APRIL 2021
, •roject Figure Title !Project No. !Figure No.
PROPOSED GENERALIZED Dole WAREHOUSE SUBSURFACE APRIL 2021 10A BUILDING CROSS-SECTION Scale
AS SHOWN
CARLSBAD A-A' Drown By
SAN DIEGO COUNTY CALIFORNIA MAG
i .~
H
nen-ne \\a1191"con'l'da!alJRV\data7\700086701\P-o,eelo.ta'ICAD\01\20-0estgnFtiff\f'SI 10CostS«br;,nA.-A'~A72021 dwg Dale 4/'15/2021 rime 15'9 Vsor ~Style,..,.., ~Ith layout Crola-Seclot'IA•A.'
B B'
-----------APPROXIMATE LIMITS OF SITE:-----1•_,
425 425
420 EXISTING RETAINING WALL 420
415 PROPOSED RETAINING WALL 415
410 410
EXISTING GROUND SURF ACE
405 405
LB-18
400 ELEV=±397 400
,...._ 395 a, N
SM(afu) 395 a,"
N
~ 390 c., z
45(R)
14(R) SC(afu) 390 ~ c., z
,-: 385 L,J
L,J ~
22
22
,-:
385 L,J L,J ~
z 380 0 I= <
CL(afu) 29(R)
39(R)
380 z 0 I= < > > L,J 375 ...J L,J afu 20
21
375 L,J ...J L,J
370
365
360
355
350
345
340
~
-?-INFERRED GEOLOGIC CONTACT
~ laful UNOOCUMENTEO
ARTIFICIAL FILL
~ ICU CLAY
EZ?ZZl <SCI CLAYEY SANO
~ SANDSTONE
~ CLAYSTONE
afu UNDOCUMENTED ARTIFICIAL FILL
Oya YOUNG ALLUVIAL DEPOSITS
Tsa BEDROCK. SANTIAGO FORMATION
LAN&AN Project
7-
LB-15
ELEVa:tlf##
~D
31IRI
31(R)
24
25 SC(afu)
33(RI
60 CLAYSTONE " 22 SANDSTONE "-1 9719·
""-44(R)
Tsa
SCALE:
HORIZONTAL: 1" = 30'
VERTICAL: 1" = 15'
lB-15 BORING IDENTIFICATION ANO
ELEV,,### APPROXIMATE ELEVATION IrEET,MSLI
STANDARD PENETRATION TEST
BLOWCOUNT NUMBER OF BLOWS OF
N A 140-LB AUTOMATIC HAMMER FREE
FALLING 30 INCHES -o DRIVE A 2-INCH
0 D s~ur SPOON SAMPLER 12
INCHES ArTER 6 INCHES OF l~ITIAL
PENETRAT ON
STANDARD PENETRATION TEST
BLOWCOUNT NUMBER OF BLOWS OF
NIRI A 140-LB AUTOMATIC HAMMER FREE
FALLING 30 INCHES TO DRIVE A
2 5-INCH I D CALIFORNIA MODIFIED
SAMPLER 12 INCHES AFTER 6 I1\CHES
OF INITIAL PENETRATION
Figure Title
370
CL(aful
365
360
355
350
345
340
~
T!-tE FIGURE SHOWS GENEF\AUZED SU8SURFAC~ CONDIT ONS AT
THE RESPECTIVE BORINGS VARIATIONS N CONDITIONS SHOULD
BE EXPECTED BETWEEN BORINGS FOR A DETA,LED OESCRIPT!ON
OF CONDITIONS ENCOUNTERED REFER TO BORING LOGS
ANGAN BORINGS LB-12 AND LB-i8 WERE DRILLED ON 8 AND 10
MARCH 2021, RESPECTIVELY UNDER FULL-TIME OBSERVATION BY
A LANGAN FIELD ENGINEER
J PROPOSED BUILDING LIMITS ARE APPROXIMATE ANO INFERRED
FROM "CONCEP>UAL SITE PLA~" SY WARE MALCOL8. DATED 73
AUGUST 2020
a SEE FIGURE 9 FOR LOCATION OF CROSS-SECTION WITH RESPECT
TO BORING LOCAT,ON PLAN
5 BORING ANO GROUND SURFACE ELEVATION REFERENCED FROM
SURVEY OF "SOUTHEAST CORNER OF S MELROSE DRIVE A~D
LIONSHEAD AVENUE', PREPARED BY THIENES ENGINEERING, NC,
DATED OCTOBER 2020
Projoct No. f'9,,. No.
PROPOSED GENERALIZED 7000lll5701
Date
18575 Jamboree Road, Sui1e 150, Irvine, CA 92612 WAREHOUSE SUBSURFACE T. 949.561 9200 F: 949.561.9201 www langan.com APR1t. 2021 10B NEW JEFtSfV NEWYORI< ~ECTICU1' PE:NNSVLVAl•IIA BUILDING CROSS-SECTION Seal•
WASHINGTON 0C \llkGINl,I, WEST I/IRGINIA OHIO FLORJO,I, AS SHOWN TEXAS ARIZONA CALl,.()RNtA.
A.8UOHA8t A.T'H(NS DOHA CARLSBAD B-B' D<awnBy
DUBAI ISTANBUl LONDON PANAMA ss SAN DIEGO COUNTY CALIFORNIA l..alQCl'I ~ ti: ~td s.rw:.. Inc.
Filename· \\langan com\da1a\lR\/\data7\70008670t\Project Data\CAO\Ot\20-0esignFiles\Ftg tO Cross Section A-A' revised, 7 2021 dwg Date 4/9/2021 Tff'fl6 11-57 User-ssoog Style Table: Langan stb Layout· Cross.-Se<:bO<l e.e·
~ ;
c! -..: ....
! .; ~ 0
Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
APPENDIX A
HISTORIC EARTHQUAKE SEARCH
16 April 2021
I
L'imited Geotechnical Investigation Report
SECS Melrose Dr Lionshead Ave
Carlsbad, California
Langan Project No .. 700086701
TABLE A.1 -SUMMARY OF USGS 2014 CALIFORNIA SEISMIC SOURCES
'" .,..,.~:-!>'.:;'· i''¼'ll-•'f5,><"· ,-,, 1' ,. , ~l~ • ' ·• ' , , • •:: ·--: ; ~~;r,: i;,~-t· , ~:11.ri :,~mi·'.~~-.~~ ·:•·'t
I~ ~ 1' •• t,-"'''.~; ,. :Jt-.1:-i
Rose Canyon 13.34
Newport-Inglewood (Offshore) 17.54
Carlsbad 23.37
Elsinore (Julian) 31 .76
Elsinore (Temecula) rev 31 .76
Oceanside alt1 35.68
Oceanside alt2 35.75
Coronado Bank alt2 38.59
Coronado Bank alt1 38.59
Earthquake Valley (No Extension) 45.27
Elsinore (Stepovers Combined) 53.15
San Diego Trough north alt2 53.67
San Diego Trough north alt1 53.90
Elsinore (Glen Ivy) rev 54.77
Palos Verdes 58.34
Peralta Hills 60.58
Earthquake Valley 61.53
San Joaquin Hills 63.09
Whittier alt 2 63.58
Whittier alt 1 63.58
Newport-Inglewood alt 2 63.74
Newport-Inglewood alt 1 63.81
Thirty Mile Bank 65.57
Chino alt 1 67.90
Chino alt 2 67.95
San Jacinto (Anza) rev 72.24
San Jacinto (Stepovers Combined) 73.57
San Jacinto (Coyote Creek) 75.07
San Jacinto (San Jacinto Valley) rev 75.92
Earthquake Valley (So Extension) 77 .85
San Diego Trough south 78.03
San Jacinto (Clark) rev 78.61
San Gorgonio Pass 93.50
San Jacinto (San Bernardino) 98.02
Notes:
1. Sources are within a 100-kilometer (62-mile) search radius .
October 2020
700086701
Limited Geotechnical Investigation Report
SEC S Melrose Or Lionshead Ave
Carlsbad, California
Langan Project No.: 700086701
TABLE A.2-UCERF3 CATALOG SEARCH RESULTS
-' ------------u • -~
7/7/2010 33.4205 -116.489 5.54 Mw
6/12/2005 33.5288 -116.573 5.21 Mw
10/31/2001 33.5083 -116.514 5.02 Mw
7/13/1986 32.971 -117.874 5.81 Mw
2/25/1980 33.4753 -116.5 5.34 ML
4/28/1969 33.2592 -116.361 5.46 ML
9/23/1963 33.7037 -116.938 5.29 ML
5/31/1938 33.6993 -117.511 5.23 ML
3/11/1933 33.6238 -118.001 5.29 Mh
3/11/1933 33.6308 -117.999 6.40 Mw
10/2/1928 33.6 -116.7 5.50 Unk
7/23/1923 34 -117.25 6.20 Unk
1/1/1920 33.2 -116.7 5.00 Unk
6/6/1918 33.6 -116.7 5.50 Unk
4/21/1918 33.75 -117 6.80 Unk
4/11/1910 33.5 -116.5 5.80 Unk
5/13/1910 33.7 -117.4 5.00 Unk
5/15/1910 33.7 -117 .4 6.00 Unk
12/25/1899 33.8 -117 6.70 Unk
10/23/1894 32.8 -116.8 6.10 Unk
9/13/1885 33 -117.9 5.80 Unk
11/22/1880 34 -117 5.50 Unk
12/19/1880 34 -117 5.90 Unk
6/25/1863 32.4 -117.1 5.80 Unk
5/27/1862 32.55 -117.15 6.20 Unk
9/21/1 856 33.1 -116.7 5.50 Unk
5/25/1803 32 .8 -117.1 5.50 Unk
11/22/1 800 32 .9 -117.8 6.30 Unk
--------
,,
October 2020
700086701
--_._.u
77
76
79
62
79
83
69
68
89
89
72
96
51
72
72
80
65
65
78
55
63
99
99
82
65
51
39
58
1. The listed Earthquake Catalog Search results were obtained from Uniform California Earthquake Rupture Forecast (UCERF3) Catalog
on 12 October 2020.
2. Refer to Appendix K of the Uniform California Earthquake Rupture Forcast, Version 3 for additional information on magnitude types.
3. Earthquake Cata log search results include earthquake events within 100 km of the Site with magnitudes of 5.0 or greater since 1800.
LAN6AN
Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
APPENDIX B
Boring Logs
16 April 2021
LAN6AN L og o fB onng LB 1 -Sh ee 0
Project Project No.
Prooosed Warehouse Buildinq 700086701
Location Elevation and Datum
SEC S Melrose Dr & Lionshead Ave, Carlsbad, CA Anorox. 377 feet NAVO 88
Drilling Company Date Started Date Finished
Yellow Jacket DrillinQ 10/8/20 10/8/20
Drilling Equipment Completion Depth Rock Depth
CME 85 Truck Mounted Riq 16.5 ft N/A
Size and Type of Bit Number of Samples Disturbed Undisturbed Core
6-inch OD Hollow Stem AuQer 3 N/A N/A
Casing Diameter (in) I Casing Depth (ft) Water Level (ft.) First Completion 24 HR.
N/A N/A 'Sl N/A y N/A '5l_ N/A
Casing HammeN/A J Weight (lbs) N/A JDrop (in)N/A Drilling Foreman
Sampler N/A
2-inch OD Spilt Sooon & 3-inch OD Cal. Mod. Field Engineer z Sampler Hammer I Weight (lbs) I Drop (in) < Automatic 140 30 Daniel J Judqe Serrano Cl z Samole Data :"i "i~ g -o Elev. Depth > .!::oo .!= Remarks O:a, Sample Description Q) W:::, (ft) Scale 0. o-~ "iii :3 (Drilling Fluid, Depth of Casing, ...J ~>->, oC Q);=, Fluid Loss, Drilling Resistance, etc.) t' :::;(/) ..... er ~ ~(D
0 0 0. .,
~◊ :>
::; V' -1 -Bulk sample collected from 0 Cl. y Brown-gray, fine to medium SAND, moist. [SP] [FILL] "' ~ to 5 feet. a, .., i'\ t'-. -2 -;.:.
~~~
~ ;:: ~---------------------------;, 3 --~ -; . . . . . . Cl. Cl "f
CD ...J
..... z
Cl
0 ,._
<O co 0 g ,._
1n Cl 0 r= z g
< () z I () w ..... 0 w Cl w z ::;
Cl. u en 0
~ ..... () w 0 er 9,
0 ,._
<O co 0 0 0 ~ ,._
~ □ ~ ! < □ ~ 0 ()
z < Cl z :"i ~
I
.. .. ...
.. .. ... ..
.. .. ..... ..... .... .... .... ·.·.·.·. . . . . ..... ..... ..... ..... ..... .... .... .... . . . . ..... ..... ..... ..... .....
~ ~ ~
SANTIAGOFORMATION
>-4 -
-5 Medium dense, orange-dark brown-gray, SANDSTONE, dry. 6 ..... 00 ch Cl. ~ 5 -6 -en
6
>-7 -
----------------------------8 -
>-9 -
>-10 Medium dense, orange-brown-gray, CLAYSTONE, dry . 5
N er 00 ch 7 () ~ -11 -16
-12 -
-13 -
-14 -
-15 Medium dense, orange-dark brown-gray, CLAYSTONE, trace 6
gypsum, dry. C') ..... 00 ch Cl. ~ 11 -16 -en
16
Bottom of boring at 16.5 feet.
Groundwater was not encountered. >-17 -
Borehole backfilled with auger cuttings.
>-18 -
>-19 -
20
1;--,,i
....._,
C
)
LAN6AN Log of Boring LB-2 Sheet of 2
Project Project No.
Prooosed Warehouse Building 700086701
Location Elevation and Datum
SEC S Melrose Dr & Lionshead Ave, Carlsbad, CA Approx. 374 feet NAVO 88
Drilling Company Date Started Date Finished
Yellow Jacket Drilling 10/8/20 10/8/20
Dril ling Equipment Completion Depth Rock Depth
CME 85 Truck Mounted Rig 26.5 ft N/A
Siz e and Type of Bit Number of Samples Disturbed Undisturbed Core
6-inch OD Hollow Stem Auger 5 N/A N/A
Ca sing Diameter (in) I Casing Depth (ft) Water Level (ft.) First Completion 24 HR.
N/A N/A 'Sl N/A I N/A 7. N/A
Ca sing HammeN/A I Weight (lbs) N/A I Drop (in) NIA Drilling Foreman
Sampler
l-------=2=--.::.in.:.::c::ch--=0=-D:::.....::S::.c;p:.:.:1il.:...t .=.Sc..::cooo:.:.1n.:,..&=,..,::.3c..-i::,:n.=.ch:,:,...::O:.c:D=--=C=a::.:.l...cM:.:.:od::.=._r=-_-,,--,---~ Field Engineer
N/A
~ Sampler Hammer !Weight (lbs) I Drop (in) 30 ~ Automatic 140 Daniel J Judge Serrano 5 ----r---r------------------------~--,---..------,S:,-a-m-lp""'l-e""'D-a-,-ta-----,--------------i
~5 Remarks S' ffi ~ E(lfte)v. Sample Description DSeptl h ] 1l. ~ -.g '"~ (Drilling Fluid, Depth of Casing, ~ i ~ ca e ~ ~ ~ ~ ~ -~ iiJ Fluid Loss, Drilling Resistance, etc.) g_~QS;~r--r-------------------------,=-~~ ',I'
0
~',/' "" <D ~)< ¼ 0, ~ ....
;;; 0 ~ t:: v
-, a.. (!)
v
al ....I
I-z
(!)
0 .... <D <X) 0 0 0 ~ en
(!) 0 ....I I-z g
<( u z J: u w I-0 w (!) w z :::i a.. u en ci
<( I
I-<( 0
I-u w 0 a:: g;,
0 .... <D <X)
0 0 0 ~ .... <( I-<(
0 s a::
<(
I-<( 0 :E 0 u z <(
(!) z
~ } ,
V'
..
.-..
....
....
'.
.... ... ....
• ... ♦ ....... .... .....
• • • ♦ • ... ..... .... .... .... .,.
Brown-gray, fine sandy CLAY, trace claystone fragments,
moist. [CL] [FILL)
-1 -
~---------------------------3-
SANTIAGO FORMATION
Dense, orange-brown-light gray, SANDSTONE, dry. I--5
-6 -
I--7 -
I--8 -
-9 -
Very dense, orange brown-gray, SANDSTONE, dry. -10
,_ 11 -
,___ 12 -
----------------------------13-
-14 -
Dense, orange brown-gray, CLA YSTONE, dry. ,___ 15
,___ 16 -
-17 -
----------------------------18-
,___ 19 -
~ a:: N ch u ~
N en co ch en ~
C'? a:: co ch u ~
10
22
35
8
33
50/2"
10
18
38
Bulk sample collected from 0
to 5feet.
::i ""
.. ~S;i::3......J. _________________ ___L20.....___..____.____._....._ __ ___. _________ _
LAN6AN Logo fB onng
Project Project No.
Prooosed Warehouse Buildinq
Location Elevation and Datum
SEC S Melrose Dr & Lionshead Ave, Carlsbad, CA
~5 Elev. Depth iii O:a, Sample Description " w::; (ft) Scale .0 a. \c>-E >,
::;"' :, ,_ z .. Dense, light gray, SANDSTONE, dry. 20
.. "SI" (/) .. Dense, orange-brown-gray, SANDSTONE, dry. -21 -ch (/)
..
-22 -.. ..
z ----------------------------23 -<( •••••
(.') ..... z
::i •••• :.:.:
0 ••••• __.J ••••
i::' ....
Q ·.·.· .. ·. Q) •••• ": .·.·.·.·.
i5: ••••••••• ,-.. .....
"<I:
"' "<I: ,._
" 0 ~ ;,
ii (.')
--r
CD _J
..:. z 13
0 ,._
"' 00 0 0 0 !::: (/)
(.') 0 _J ,_
~ (.') :::i <( (.) z I
w ,_
w
(.)
0
(.') [ij z ::::; a.
(.) (/)
-
0 ;;:' ,_
<(
0 ,_
(.) w 0 er: g,
0 ,._
"' 00 0 0 0 !::: ,._
~ 0 s er: ~ 0 Si 0 (.)
z <( (.') z ::i ""
Dense, brown-gray, CLAYSTONE, dry.
Bottom of boring at 26.5 feet.
Groundwater was not encountered.
Borehole backfilled with auger cuttings.
._ 24 -
._ 25
U"l er: ch (.)
-26 -
>-27 -
>-28 -
-29 -
>-30 -
-31 -
-32 -
-33 -
..... 34 -
-35 -
._ 36 -
>-37 -
._ 38 -
-39 -
>-40 -
>-41 -
-42 -
-43 -
-44 -
45
-eet 2 0 2~
'--I
LB 2 Sh f
700086701
Approx. 374 feet NAVD 88
Samole Data
~-!::-;;.!: Remarks
~ ·u; :3 (Drilling Fluid, Depth of Casing, uC w-=-Fluid Loss, Drilling Resistance, etc.) er: ~ ~ aJ
12
co 19 ~
25
N 12
50/4"
~
z <(
(!) z 5
_§'
i::: 0 a. Q) ex:
:::. 0..
"' .., .. "' .., ....
°' 0 N §
LAN6AN Log of Boring LB-3 Sheet of
Project Project No.
Prooosed Warehouse Buildinq 700086701
Location Elevation and Datum
SEC S Melrose Dr & Lionshead Ave, Carlsbad, CA Approx. 378 feet NAVO 88
Drilling Company Date Started Date Finished
Yellow Jacket Drillinq 10/8/20 10/8/20
Drilling Equipment Completion Depth Rock Depth
CME 85 Truck Mounted Ria 16.5 ft N/A
Size and Type of Bit Number of Samples Disturbed Undisturbed Core
6-inch OD Hollow Stem Auoer 3 N/A N/A
Casing Diameter (in) I Casing Depth (ft) Water Level (ft.) First Completion 24 HR.
N/A N/A 'SL N/A y N/A 7. N/A
Casing HammeN/A 'Weight (lbs) N/A j Drop (in)N/A Drilling Foreman
Sampler N/A
2-inch OD Spilt Sooon & 3-inch OD Cal. Mod. Field Engineer
Sampler Hammer I Weight (lbs) I Drop (in) 30 Automatic 140 Daniel J Judqe Serrano
Sample Data ~5 Elev. Depth .!= <ii .S Remarks O::a, Sample Description Q) > w:; (ft) Scale a. o-~ "iii :3 (Drilling Fluid, Depth of Casing, i~ >-~§, I-ex: ~ ~Ill Fluid Loss, Drilling Resistance, etc.)
0
1V N'
>Q9 Brown, fine to medium sandy CLAY, trace fine gravel, moist. -1 -Bulk sample collected from 0
X Xt [CL] [FILL]. to 5 feet. xx:) -2 -
¢9' ) -3 -
·~~~ -,
0.. (!) ..,
"' ...J
1-z
(!)
0 .... "' "' 0 g .... en (!)
0 ...J ~ ~ z I u w l-o w (!) w z :::;
0.. u (/)
i5
i
1-u w 0 ex: 9,
0 .... "' "' g
0 !::: .... ~ 0 s ex: ~ :::. 0 u z <( (!) z 5 ""
I
O;? ◊
X,?,,, --..
h ,/'
'V ,/'
X. \l
"-""
'V ,/'
'V \l'
.. . .. ..
.. .. ...
.. .. .. . .
..
..
.. ..
..
-4 -
-5 Stiff, brown-gray, fine to coarse sandy CLAY, trace sandstone 2
fragments, moist. [CL] [FILL] ~ (/) a:, (I) (/) ~ 3 -6 -
8 -7 -
---------------------------~ 8 -
SANTIAGO FORMATION -9 -
Medium dense, brown-gray, SANDSTONE, trace rootlets, -10 5
moist. N ex: (I) a:, 11 u ~ -11 -17
-12 -
-13 -
-14 -
Dense, light gray, SANDSTONE, dry. -15 10
(") (/) a:, (I) (/) ~ 17
Dense, brown-gray, SANDSTONE, dry . -16 -25
Bottom of boring at 16.5 feet.
-17 -Groundwater was not encountered.
Borehole backfilled with auger cuttings.
-18 -
-19 -
20
LAN6AN L fB . LB-4 Sh og o onng ee 1 0 2.,..-...
Pro ject Project No. ,.__1
Prooosed Warehouse Building 700086701
Loe ation Elevation and Datum
SEC S Melrose Dr & Lionshead Ave, Carlsbad, CA Approx. 380 feet NAVO 88
Ori lling Company Date Started Date Finished
Yellow Jacket Drillinq 1018120 1018120
Ori lling Equipment Completion Depth Rock Depth
CME 85 Truck Mounted Rig 26.5 ft NIA
Siz e and Type of Bit Disturbed Undisturbed Core
6-inch OD Hollow Stem Auger Number of Samples 5 NIA NIA
Ca sing Diameter (in) I Casing Depth (ft) First Completion 24 HR.
NIA NIA Water Level (ft.) 'SL NIA I NIA 7 NIA
Ca sing HammeNIA I Weight (lbs) NIA I Drop (in)NIA Drilling Foreman
(:>
Sa mpler NIA
2-inch OD Spilt Sooon & 3-inch OD Cal. Mod. Field Engineer z Sa mpler Hammer I Weight (lbs) I Drop (in) 30 < Automatic 140 Daniel J Judge Serrano
...J
z Sample Data < :;;'~ -0 Elev. Depth :;; ,; ~~~ Remarks g O:a, Sample Description ., w::, (ft) Scale .c C. o-(Drilling Fluid, Depth of Casing, ~~ E >, g& C "':::J :, f-~ ~ (D Fluid Loss, Drilling Resistance, etc.) t z Cl'.
0 0 C. .,
Cl'.
::; 0..
0 "' "' ...
N'-r-. Yellow-brown, fine to coarse sandy CLAY, claystone t-1 -Bulk sample collected from 0
,._
N 0 N ;:: ;,
f-z ci
0 ,._
<O 00 0 0 0 r:, <J)
(:> 0 ~ z g
c)
z I (.) w f-0 w
(:> w z
...J 0..
(.)
<J)
0
~ ;§
f-(.) w 0 Cl'. 9-
0 ,._
<O 00 0 0 R ;::: ~ 0 s !!:: ~ < 0
I
"" r-.
"" V'
V' r-.
'V y V'
I<., r-.
XX XX
xy ~~ ~
~x X
V'Y
. . . .
r-.
V'
~ >< ?¢<
\I ",.
~ >< XX
x" '.)c ~ 0 (.)
z < (:> z
·XX XX
y V'
::i ""
fragments, dry. [CL] [FILL]
t-2 -
t-3 -
t-4 -
Stiff, brown, fine to coarse sandy CLAY, claystone fragments, -5
dry. [CL] [FILL] -6 -
-7 -
----------------------------8 -
-9 -
Medium dense, brown-gray, clayey fine to medium SAND, -10
trace fine gravel, moist. [SC] [FILL]
-11 -
-12 -
,-13 -
-14 -
Medium dense, brown-gray, clayey fine to medium SAND, ,-15
trace fine gravel, moist. [SC] [FILL]
,-16 -
-17 -
-18 -
-19 -
20
to 5 feet.
C
8
~ Cl'. CX) ch (.) ~ 13
11
"° 4
N <J) I= CX) 6 ch <J) >-~ ~ 8
4
C') Cl'. CX) ch (.) ~ 9
13
r ....._
LAN6AN Log of Boring LB-4 Sheet 2 of 2
Project Project No.
Prooosed Warehouse Buildina 700086701
Location Elevation and Datum
SEC S Melrose Dr & Lionshead Ave, Carlsbad, CA Approx. 380 feet NAVD 88
:;g5 Samele Data
Elev. Depth ~ ,,; .::i ui -~
Remarks
°'"' Sample Description " w::; (ft) Scale Q. o-~ 'iii :3 (Drilling Fluid, Depth of Casing, i~ E >, ~.§. Fluid Loss, Drilling Resistance, etc.) ::, I-~ !!m z Ct'.
Medium dense, brown-gray, clayey fine to medium SAND, 20
JV-"-3
trace fine gravel, trace twig fragments moist. (SC] [FILL] ,. (/) CX) 9
-21 -Cf) (/) ~
:>< X
11
"v
:>< X -22 -
X ,(
z <{ ----------------------------23 -
C, z s ALLUVIAL DEPOSITS -24 -
.3
i:: 8. Very stiff, black, CLAY, trace rootlets, moist. [CL] -25 " 8 Ct'. "' Ct'. CX) (/) u ~ 13 ::; 26 -a. SANTIAGO FORMATION 26 0 "' I\ Medium dense, brown-gray, SANDSTONE, moist. r ai ~ Bottom of boring at 26. 5 feet. -27 -r-;;; Groundwater was not encountered. 0 ~ ;; Borehole backfilled with auger cuttings. -28 -
.., a. -29 -C, 1
"' -; -30 -
I-z 5
0 -31 -
r-<O "' 0 0 0 -32 -
!::: (/)
C, 0 -33 -..J I-z 3 <{ -34 -u z r u -35 -w I-0 w Sl w z :::; a.
1--36 -
u >-37 -(/)
0
<{
I-<{ -38 -0
I-u w .., -39 -0 Ct'. ~ 0 r-<O -40 -
"' g ;:: -41 -
<{ ~ 0 s -42 -Ct'.
;.= I-<{ -43 -~ 0 u i <{ -44-
C, z s "' 45
LAN6AN og o L fB onng LB 5 -Sh eel 1 0
Project Project No.
Prooosed Warehouse Development 700086702
Location Elevation and Datum
Lots 1-4 SECS. Melrose Dr. & Lionshead Avenue, Aoorox. 375 ft NAVO 88
Drilling Compa~arlsbad, (.;A Date Started Date Finished
Yellow Jacket Drilling 3/8/21 3/8/21
Drilling Equipment Completion Depth Rock Depth
CME 95 Truck-mounted Drill Riq 9 ft 0
Size and Type of Bit Disturbed Undisturbed Core
8-inch 0.0. Hollow-stem-auqer Number of Samples 3 --
Casing Diameter (in) J Casing Depth (ft: First Completion 24 HR.
-Water Level (ft.) 'Sl -y -7 -
Casing Hamme~ I Weight (lbs) I Drop (in) Drilling Foreman --
Sampler lszzv
z 2-inch 0 .0. SPT Split-Barrel; 2.5-inch 1.0. Cal Mod Solit Spoon Field Engineer < Sampler Hammer I Weight (lbs) I Drop (in) 30 C, Automatic 140 Daniel J. Judoe Serrano z :5 ;;/_ _, Sample Data
8' Remarks ii:~ Elev. Sample Description Depth ;;; " > .s iii .s N-Value _, ~~ .Q C. o -(Drilling Fluid, Depth of Casing. (ft) Scale ~·;;;~ (Blows/ft) E >-~:§. i:: ~"' :, t-O'. l~a:i Fluid Loss. Drilling Resistance, etc.) 0 z 10 20 30 40 C.
Q) ~ ~~ ::; ..... a.~ ~ ·.·.·.·.· " .... .;; ....
" 0 (',I •••••
i:::: ••••
V • • • • • : .. . .
-, .... -. a. C, • ♦ ••
c,i •••••••••
"' a, _,
t-z 15
' N i2 "' :g
8 ~ C, 0 ;= z
~ z I () w t-o w ~ z ::::; a. G Cl)
0
< ~ t w ~ g,
0 ,-.
"' 00 g
0 ;2
~ ~ ~ i 8 z ~ z j
.... ..
E .. ..
..
.. ...
SANTIAGO FORMA TlON 0
-1 -
-2 -
Red-brown, CLAYSTONE, moderately weathered. -3 -
,_ 4
~--------------------------~ Tan to gray, fine SANDSTONE, moderately weathered. 5
'-6 -
I-7 -
Gray, fine SANDSTONE, moderately weathered.
'-8 -
9
Boring completed at 9 feet bgs.
Groundwater not encountered. -10 -Borehole converted to percolation well for testing then
backfilled with five feet of open-graded sand and four feet of
soil cuttings. ,_ 11 -
'-12 -
,_ 13 -
-14 -
,_ 15 -
'-16 -
,_ 17 -
I-18 -
,_ 19 -
20
8
~ t-(X) ch a. ~ 11 Cl) !9• 18 \
12 \
N t-(X) ch a. ~ 23 Cl) ~3 30
I/ 11
C") t-ch a. (X) 16 Cl) ~ ~ 24
I
1
)
LAN6AN Log of Boring LB-6 Sheet of
Project Project No.
Pronnsed Warehouse Develooment 700086702
Location Elevation and Datum
Lots 1-4 SECS. Melrose Dr. & Lionshead Avenue, Approx. 371 ft NAVO 88
Drilling Compar{)larlsbad, CA Date Started Date Finished
Yellow Jacket Drillina 3/8/21 3/8/21
Drilling Equipment Completion Depth Rock Depth
CME 95 Truck-mounted Drill Ria 9 ft 7.5 ft
Size and Type of Bit
8-inch O.D. Hollow-stem-auaer Number of Samples Disturbed Undisturbed Core
3 . .
Casing Diameter (in)
Casing Hamme~ I Weight (lbs)
I Casing Depth (fl~
_ I Drop (in) _
Sampler z 2-inch O.D. SPT SPiit-Barrel; 2.5-inch I.D. Cal Mod Split Sooon
c3 Sampler Hammer !Weight (lbs) 140 IDrop (in) z Mom* ~
:'.5
Elev.
(ft) Sample Description
Water Level (fl.)
Drilling Foreman
Field Engineer
Depth ~
Scale E :, z t: g_ ~-""~""'":x."""+--+-------------------------t-0
N 0
Y', y
!g
! : (/) C, •••••
Stiff, brown to tan, sandy CLAY, trace sandstone fragments,
trace claystone fragments, (CL), moist. [FILL]
'-
'-
2 -
3 -
----------------------------4
Dense, brown gray, clayey SAND, (SC), moist. [FILL] '-5
-7 -
-SANTIAGO FORMATION ---------------
~
ch
I-Cl. (/)
0 . ••••••• ~ Black, CLA YSTONE, moderately weathered, trace sandstone -8 -"" ,..
fragments. 00 e; z •••• ~ --~~
z I u w ... 0 w
C, w z :::;
Cl. ~ 0
I ... u w 3 (,: g;
0 ,-.. <O 8 ~ ;:::
i
i 0 u
----------------------------9
Boring completed at 9 feet bgs.
Groundwater not encountered.
Borehole converted to percolation test then backfilled with two
feet of sand and seven feet of soil cuttings.
-10 -
-11 -
-12 -
-13 -
-14 -
-15 -
-16 -
-17 -
-18 -
-19 -
First Completion 24 HR.
7 'S:l . I
lszzv
Daniel J. Jurin,, Serrano
Samele Data
4
a:,
~
6
4
a:,
~
20
6
a:,
~ , ,
N-Value
(Blows/ft)
10 20 30 40
6 12
\
\
11
I
7
. .
Remarks
(Drilling Fluid, Depth of Casing,
Fluid Loss, Drilling Resistance, etc.)
z <(
!L--.....ll.---"-----------------------_._20 ...... _ ..... _.__..____ ...... ~I_,_ ...... _ ..... ___________ ...,
LAN6AN f B L og o onng LB 7 -Sh ee 1 0
Project Project No.
Prooosed Warehouse Development 700086702
Location Elevation and Datum
Lots 1-4 SECS. Melrose Dr. & Lionshead Avenue, Approx. 376 ft NAVO 88
Drilling Compafi\larlsbad, l-A Date Started Date Finished
Yellow Jacket Drilling 3/9/21 3/9/21
Drilling Equipment Completion Depth Rock Depth
CME 95 Truck-mounted Drill Rig 11.5 ft 1 ft
Size and Type of Bit Number of Samples Disturbed Undisturbed Core
8-inch 0 .0 . Hollow-stem-auger 2 --
Casing Diameter (in) I Casing Depth (ft~ Water Level (ft.) First Completion 24 HR.
-.sz -y -~ -
Casing Hamme~ I Weight (lbs) I Drop (in) Drilling Foreman --
Sampler lszzv
z 2-inch 0.0. SPT Split-Barrel; 2.5-inch 1.0. Cal Mod Split Spoon Field Engineer
(3 Sampler Hammer Automatic I Weight (lbs) 140 I Drop (in) 30 Daniel J. Judoe Serrano z :3 ~ .... Sample Data
~ ocg Elev. Depth ,; ~-!::U).S: N-Value Remarks
w:,; Sample Description .0 8-(Drilling Fluid, Depth of Casing.
" 8. i~ (ft) Scale E ~ ::, z
~·u;~ (Blows/ft) ~:§. l ~CD Fluid Loss, Drilling Resistance, etc.) c,: 10 20 30 40 .,
C,: X
; '""-' v". ~~ >O
N ~
N <Xi
..
;:; 0 ..
~ ..
~~
C!)
~ ,;,
>-z
C!)
N
[;;
a,
i C!)
0 ..J >-z ~ z r (.)
I:! 0 w C!) w z ::::; a. c3 Cl) 0
~
>-(.) w
0 c,: g,
0 ,-.. :g
8 ~
i s 0:: I :i 0 (.) z <(
C!) z ~
.. ..
..
.. ..
..... .. .. . . . . . ..
••• ♦ ... ........
. . . . . ..... ...
~
~ -
Red brown, clayey SAND, (SC), moist. [FILL]
---------------------------SANTIAGO FORMATION
Red brown, fine to medium SANDSTONE, moderately
weathered.
~--------------------------Gray, CLA YSTONE, moderately weathered.
-Red brown, moderately hard, SANDSTONE, moderately
weathered.
Gray, CLA YSTONE, moderately weathered.
Boring completed at 11 .5 feet bgs.
Groundwater not encountered.
Borehole backfilled with soil cuttings.
0
... 1 -
-2 -
-3 -
-4 -
-5 9
~ c,: 00 29 Cl) (.) ~ •4 -6 -45
-7 -
... 8 -
... 9 -
>-10 27
N >-00 Cl) a. ~ 21 '"" 11 -Cl) 53 32
-12 -
-13 -
-14 -
-15 -
-16 -
'"" 17 -
-18 -
'"" 19 -I
20 I I I
1,r,,,i
LAN6AN Log of Boring LB-8 Sheet of
Project Project No.
Prnnnsed Warehouse Develnnment 700086702
Location Elevation and Datum
Lots 1-4 SECS. Melrose Dr. & Lionshead Avenue, Anorox. 378 ft NAVO 88
Drilling Compar(jlarlsoaa, l-A Date Started Date Finished
Yellow Jacket DrillinQ 3/9/21 3/9/21
Drilling Equipment Completion Depth Rock Depth
CME 95 Truck-mounted Drill Ria 11.5 ft 5 ft
Size and Type of Bit Number of Samples Disturbed Undisturbed Core
8-inch 0.0. Hollow-stem-auger 2 --
Casing Diameter (in) I Casing Depth (ft~ Water Level (ft.) First Completion 24 HR.
-.sz -I -7--
Casing Hamme~ I Weight (lbs) I Drop (in) Drilling Foreman --
Sampler lsnv
z 2-inch 0.0. SPT SDfit-Barrel; 2.5-inch 1.0. Cal Mod SDlit Snnon Field Engineer
<( Sampler Hammer I Weight (lbs) I Drop (in) 30 Cl Automatic 140 Daniel J. Jud= Serrano z :'S ;t~ Samele Data
3 -o Elev. Depth :;; t-~iii.S N-Value Remarks 0: .. Sample Description ~ w::, (ft) Scale -" ~·;;;~ (Blows/ft) (Drilling Fluid, Depth of Casing, i~ E g:§. i:: :, I-~ !en Fluid Loss. Drilling Resistance. etc.)
0 z a:: 10 20 30 40 0. 0 ., Brown, fine sandy CLAY, trace coarse sand, trace claystone a:: 1\ 'V\ V : fragments, (CL), moist. [FILL) ::. ,/'V <')
CL ..,,... _; -1 -M >< :x ;;, <:'! ;;; '>( «i I-2 -;;; " 0 £:! r, '>< .... ~ ) X -3 -
-, CL ~ ~ ,;,
CD ....I
I-z <5
"' 0 .... "' "' 0 0 0 !:: (f)
Cl 0 ....I I-z ~
z :c
(.)
(.)
~ 0 w
Cl w -z
....I -a.
(.) (f)
B
<{ I-<( 0
I-(.) w
3 a:: g;
0
<(
<( 0 s a::
I-
~ <(
0 ~ 0 (.) z <( Cl z :'S ""
X'. :x '.)
'V' ')
""-V
~2X
..
. . ..
'•
..
.. .. .. ..
-4 -
----------------------------5 SANTIAGO FORMATION
Brown gray, fine to medium SANDSTONE, moderately
weathered. -6 -
-7 -
-8 -
-9 -
-10 Tan to gray, fine to medium SANDSTONE, moderately
weathered.
L-11 -
Boring completed at 11.5 feet bgs. I-12 -
Groundwater not encountered.
Borehole backfilled with soil cuttings. -13 -
I-14 -
-15 -
,_ 16 -
-17 -
,_ 18 -
-19 -
20
4
~ a:: a:, 10 ch (.) ~
21 \ 13
9 I
N I-a:, ch a. ~ 10 (f) 4,.
33
I
I I
LAN6AN og o onng -ee 0 :")
Pro ject Project No. -
L f B . LB 9 Sh 2
Prooosed Warehouse Development 700086702
Loe ation Elevation and Datum
Lots 1-4 SECS. Melrose Dr. & Lionshead Avenue, Approx. 375 ft NAVO 88
Ori lling Compan\)arlsbad, CA Date Started Date Finished
Yellow Jacket Drillina 3/9/21 3/9/21
Ori lling Equipment Completion Depth Rock Depth
CME 95 Truck-mounted Drill RiQ 21.5 ft 16 ft
Siz e and Type of Bit Number of Samples Disturbed Undisturbed Core
8-inch O.D. Hollow-stem-auQer 4 --
Ca sing Diameter (in) I Casing Depth (ft~ Water Level (ft.) First Completion 24 HR.
-.sz -I -7 -
Ca sing Hamme! I Weight (lbs) I Drop (in) Drilling Foreman --
Sa mpler lszzv
z 2-inch O.D. SPT Split-Barrel Field Engineer
<( Sa mpler Hammer IWeight(lbs) I Drop (in) 30 (!) Automatic 140 Daniel J. Judae Serrano z :3 ~cS Sample Data
i Elev. Depth > .!:u,.!: N-Value Remarks O:a, Sample Description " w:, (ft) Scale Q. ~& ~ '0 :3 (Blows/ft) (Drilling Fluid, Depth of Casing, i~ >, i: ... &:'. ~CD Fluid Loss, Drilling Resistance, etc.) 0 er: 10 20 30 40 C. 0 .. ~r: I er:
::. ;x~ ~ -1 -
N .;
N 0 g ..,.
-,
... z i:i
N 0 ,-..
!8 8 ~ (!) g ... z g
<( u z I l) ~ w Sl w z ::::;
0..
[j
(J) a
~ t;
w ~ 9, ;; ,-.. !8 g
;:
~ ~ er:
~ ~ 0 l) z <( (!) z ~
~~
~g§
XO
X
>( :x :>
'Y
N1'-
)() :><
x O(""
X ,(
VA
,0:)< x ..,
">::> ::>
X X X
"
:1
X x
~
x
x
~_,._
,. ..
.. ·-
.. '.
Very stiff, brown gray, fine sandy CLAY, trace claystone
fragments, trace sandstone fragments, (CL), moist. [FILL]
Very stiff, dark brown, fine sandy CLAY, trace claystone
fragments, trace sandstone fragments, (CL), moist. [FILL]
~--------------------------
ALLlMAL DEPOSITS
Hard, dark brown, CLAY, trace rootlets, (CL), moist.
-SANTIAGOFORMATION _______________
Red brown, fine to medium SANDSTONE, moderately
weathered.
-2 -
-3 -
-4 -
-5 7
~ er: a) 12 -6 -ch l) ~ 3, r 21
>-7 -
>-8 -
>-9 -I
-10 3
N ... a) ch 0.. ~ 6
>-11 -(J) 8 12
>-12 -~
-13 -
I\
-14 -\
-15 2
C") er: a) ch l) ~ 18 -16 -?8 50
-17 -
.,-,
-18 -
>-19 -I
20
LAN6AN Log of Boring
Project Project No.
Prooosed Warehouse Develooment
Location Elevation and Datum
Lots 1-4 SECS. Melrose Dr. & Lionshead Avenue, -~
~5 Elev. Depth Ii; c,: <D Sample Description 8. w::i; (ft) Scale .D i~ E ;>: :, z
Tan to gray, fine SANDSTONE, moderately weathered, trace 20
z <( (!) z s
.3
i:: 0 0. " a::
::;
Q.
"' ~ ;;; ,;;
;;;
0 ~ ~
-,
Q. (!)
~ J,
~
..:. z 15
N 0 ,._
<O "' 0
12 ui (!)
0 _, ,_ z § _,
<( u z I u w ,_
0 w (!)
(ij z :::; ~ u (/) -D
< ~
I
ti w -,
0 a:: Q.
~ :2 <O "' 0 0 0
;:::
<( ,_
<(
D s a::
<(
z
·-clay.
Boring completed at 21.5 feet bgs.
Groundwater not encountered.
Borehole backfilled with bentonite grout.
..,. ,_
ch Q.
-21 -(/)
-22 -
-23 -
>-24 -
>-25 -
-26 -
-27 -
-28 -
-29 -
-30 -
-31 -
-32 -
-33 -
-34 -
>-35 -
>-36 -
-37 -
>-38 -
-39 -
-40 -
>-41 -
>-42 -
-43 -
-44 -
45
LB-9 Sheet 2 of 2
700086702
Approx. 375 ft NAVO 88
Samnle Data
,; .::i1;;.5 N-Value Remarks
o-~ u;:J (Blows/ft) (Drilling Fluid, Depth of Casing, ~:§. l ~CD Fluid Loss. Drilling Resistance. etc.) a:: 10 20 30 40
10
(X)
~ 22 ;o,
28
'
,,,,L,....,.....,..A ___ N __ f __ .. _1_4 __ N ________ L_og::....,of,,...B..,..o...,nn..;g;....::====L=B=-=1=0=====----S-h_ee _____ o_f __ 1~
Project Project No.
Pronosed Warehouse Develooment
Location
Lots 1-4 SECS. Melrose Dr. & Lionshead Avenue,
Drilling Compar{¥arlsbad, CA
Yellow Jacket Drilling
Drilling Equipment
CME 95 Truck-mounted Drill Ria
Size and Type of Bit
8-inch O.D. Hollow-stem-auaer
Casing Diameter (in) J Casing Depth {ft~
Casing Hamme! I Weight (lbs) _ I Drop (in) _
Sampler z 2-inch O.D. SPT Split-Barrel; 2.5-inch 1.0. Cal Mod Split Spoon
;; Sampler Hammer I Weight {lbs) 140 I Drop (in) z Automatic 30 s ' ~15
.5 ~! Elev .
(ft) Sample Description
-700086702
Elevation and Datum
Aoorox. 376 ft NAVO 88
Date Started Date Finished
3/9/21 3/9/21
Completion Depth Rock Depth
20.7 ft 15 ft
Disturbed Undisturbed Core Number of Samples 4 --
First Completion 24 HR. Water Level (ft.) .sz -.Y -:l. -
Drilling Foreman
lszzv
Field Engineer
Daniel J. Judoe Serrano
Sample Data
Remarks
~epth .8 ~ ~ "2 ~ ~ ~ (~jValu~) (Dnlling Fluid, Depth of Casing,
"t: ~en
J·k;,,;,..,._,"""''><">*-+----=B-row_n_, ""fi-ne-sa_n_dy.,.......,C"'LA-,-,Y7,...,.tr_a_ce_c.,...la-'fS"""'t,-on-e--;-fr-agem--e-n-:t-s.-("'Cc:-L7),---t-
l ~~:XX~X~><l moist. [FILL]
cale ~ ~ ~:.:;. &_ ~ ~ owS/ Fluid Loss, Drilling Resistance, etc.)
O --+-z--+-+--;--+-'r0_20r-30,.....,•
1
0--+--------------1
Bulk sample collected from 0-5
feet.
~ V "',I.A ..;
:;:: >< >? ~--------------------------~ A J' "' 0 £:! X. I\. t: ..,
Medium dense, clayey fine to medium SAND, trace claystone t-
l•!1
4
fragments, (SC), moist. [FILL] ~ >-co ch Q. 8 -6 -(/) ~
15
--
-
t-8 -
t--
~--------------------------~ 10 Very stiff, fine to medium sandy CLAY, trace sandstone
t lJ
3
fragments, (CL), moist. [FILL] N co 13 t--ch ~
25
,-12 -
--
I ,-14 -
----------------------------SANTIAGO FORMATION (") ~§ a, 17
Red brown, fine SANDSTONE, slightly weathered, trace ch 5013"
cemented lens. -16 -50/3"
--
-18 -
--
Red brown, fine to medium SANDSTONE, slightly weathered. -20 -+=--tc::T"t--t----1 ~ 10:: ~ a:, 15 CIJ I <ll t: 50/'Z'
t--
~ t3 Boring completed at 21.5 feet bgs.
U
~z Groundwater not encountered. ,_ _ J
Borehole backfilled with bentonite grout.
~ 22 -)
;; t-~-~,....__.___.__ _______________ _,__25 --------1 .... ,_..___ _______ __,
LANliAN Log of Boring LB-11 Sheet of
Project
Prooosed Warehouse Develooment
Location
Lots 1-4 SECS. Melrose Or. & Lionshead Avenue,
Drilling Comparljlarlsbad, CA
Yellow Jacket Drillinq
Drilling Equipment
CME 95 Truck-mounted Drill Riq
Size and Type of Bit
8-inch 0 .0. Hollow-stem-auoer
Casing Diameter (in) I Casing Depth (ft~
Casing Hamme~ J Weight {lbs) _ J Drop (in) _
Sampler z 2-inch 0.0. SPT Split-Barrel; 2.5-inch 1.0. Cal Mod Split Sooon
~z Sampler Hammer !Weight {lbs) I Drop (in) 30 Automatic 140
3
Project No.
700086702
Elevation and Datum
Anorox. 372 ft NAVO 88
Date Started
3/9/21
Completion Depth
26.5 ft
Disturbed Number of Samples
Water Level (ft.) First
'SL
Drilling Foreman
lszzv
Field Engineer
Date Finished
Rock Depth
Undisturbed
5
Completion
~
Daniel J. Judoe Serrano
Sample Data
3/9121
18 ft
Core
-
24 HR.
-'5l
Remarks Depth
(Dnlling Fluid, Depth of Casing.
2
-
-
t
Elev.
(ft) Sample Description Scale
g_ ~·~~~-,--------------------7::-
N-Value
(Blows/ft)
10 20 30 40
Fluid Loss. Drilling Resistance, etc.)
0
.,,, "I<
::;;
Q. "' ,I -1 -:::: "}('") ;.; .;<... ,I ~ "' >< :x :> N 0 >< :x :> ~
-2 -
:;, ,( :x :> -3 -
...,
Q.
(!) cri >( :x :>c -4 -
J, V "}(' "> "' ...J
..:. ,( O<
z "" (!) .,,,,,..,,,
-5 Stiff, brown gray, fine sandy CLAY, trace claystone fragments, 2
trace rootlets {CL}, moist. [FILL) ~ ... co ch Q. ~ 7 -6 -(/)
1 \ 7
t-7 -
t-8 -
t-9 -\
Very stiff, brown gray, fine to medium sandy CLAY {CL), trace ,-10 8
sandstone fragments, (CL}, moist. [FILL) N a: N 15 ..... 11 -ch u ~ 321
17
t-12 -
t-13 -
..... 14 -
..... 15 Very stiff, brown to black, fine sandy CLAY, trace sandstone 6
fragments, trace wood chips, (CL), moist. [FILL] ('") ... co ch Q. ~ 10
t-16 -(/) :s 18
..... 17 -
t-SAHTIAGO FORMATION -18 -\
-19 -
20 I I
LAN6AN
Project
Location
Sa <x:a, w::, i~
..
.. ..
z <( r., .. ..
z :5 .. . .
~~ 8. . . . . " .. a:
::; a. ,-.
~
-...
~ r.,
~
"' (D ..J
f-z <3
"' 0 ,-.
"' §
iii r., 0 ..J f-z ~
<'i z I u w b w Q w z :::; a. u (/)
ci
~ f-t) w ~ 9, ;; ,-. :g
~ ~
I ! i 0 () z ;; z i
I
Prooosed Warehouse Develooment
Lots 1-4 SEC S. Melrose Dr. & Lionshead Avenue, -('.
Elev. Sample Description (ft)
Brown gray, fine to medium SANDSTONE, moderately
weathered.
Red brown, fine to medium SANDSTONE, moderately
weathered.
Boring completed at 26.5 feet bgs.
Groundwater not encountered.
Borehole backfilled with bentonite grout.
Log of Boring
Project No.
Elevation and Datum
Depth ,; ., Scale .0 C. E ~ :, z 20
"I' a:
-21 -Cl) ()
-22 -
-23 -
-24 -
-25
"' f-ch a. ._ 26 -(/)
-27 -
-28 -
,... 29 -
-30 -
,-31 -
-32 -
,... 33 -
-34 -
,... 35 -
-36 -
,... 37 -
-38 -
-39 -
-40 -
-41 -
-42 -
-43 -
-44 -
45
LB 11 -Sh eet 2 0 2.,-.,,,
700086702
Approx. 372 ft NAVO 88
Samole Data
~-.::i u,.S N-Value Remarks
~ ·u; :J (Blows/ft) (Drilling Fluid. Depth or Casing, o.~ .,_ ~ !!.cri Fluid Loss, Drilling Resistance. etc.) a: 10 20 30 40
I J 6
N 18 ~
30
16
co 40 ~ ~5 45
I
I
I
I
)
I
LAN6AN Log of Boring LB-12 Sheet of 2
Pro ject
Prooosed Warehouse Develooment
Loe ation
Lots 1-4 SECS. Melrose Dr. & Lionshead Avenue,
Dril ling Compa~rtsbad, LA
Yellow Jacket Drilling
Dril ling Equipment
CME 95 Truck-mounted Drill Rici
Siz e and Type of Bit
8-inch 0 .0. Hollow-stem-auoer
Cas ing Diameter (in) I Casing Depth (ft~
-
Cas ing Hamme~ I Weight (lbs) I Drop (in) --
Sa mpler
z 2-inch 0.0. SPT Split-Barrel; 2.5-inch 1.0. Cal Mod Split Sooon
~ Sa mpler Hammer Automatic I Weight (lbs) 140 I Drop (in) 30 z :3 <i!-' i erg W::,; i ~ " 0 0. "' a:: :0 >0:X
~" v-,,V .. X>x N ~::xx >O
:.;1\.v ""' §<o :)c
~ '.>X :)c ..
ii'.>< <.? C') ~ ..........
J, 1\. ..A "' ...,..,.
.... z "' ci 5
N 0 ~ ,._
(0 00 ~ ~ y
<.?
(.)
!::,
I ;;:;
:::; 'Y <(
z J'
I (.) ~ 0 w
IB z ...,
Q. ~
0
~
0 .... (.) w
-
<(
-, 0 a:: ~ 0 ,._
(0 00 8 0 ;::
<( .... <(
0 s ex: ~ <( ~ 0
1'-.,
X
"
><
"'
)
",
()"' ,I z" <( 'V ~ "VV ~.,,..,,..,.
~
~
><
"' ~
~
",
,I
"><
Elev. Sample Description (ft)
Yellow brown, CLAY, trace coarse sand, (CL), moist. [FILL]
Stiff, dark brown, CLAY, trace coarse sand, (CL), moist. [FILL)
Very stiff, dark brown, CLAY, trace coarse sand, trace
sandstone fragments, (CL), moist. [FILL]
Very stiff, dark brown, CLAY, trace coarse sand, trace
sandstone fragments, (CL), moist. [FILL]
Project No.
700086702
Elevation and Datum
Approx. 395 ft NAVO 88
Date Started Date Finished
3/8/21 3/8/21
Completion Depth Rock Depth
41.3 ft 35 ft
Number of Samples Disturbed Undisturbed Core
8 --
First Completion 24 HR. Water Level (ft.) 'Sl -y -:L -
Drilling Foreman
ls:nv
Field Engineer
Daniel J. Judae Serrano
Sample Data
Remarks Depth "' > !:0.= N-Value
Scale Q. o ~ ~-w:3 (Blows/ft) (Dnlling Fluid, Depth of Casing, >, "i:: .... a,;.;:, ~ ~CD Fluid Loss, Drilling Resistance, etc.) ex: 10 20 30 40 0 Bulk sample collected from 0-5
feet. -1 -
-2 -
-3 -
-4 -
-5 4
~ ex: co 6 -6 -ch (.) ~ 1•
8
I -7 -
-8 -
._ 9 -
._ 10 5
N .... co ch Q. ~ 11
>-11 -(/) 22 11
\
I
>-12 -
I
._ 13 -
._ 14 -
\ >-15 5
C')
ch ex: co 17
-16 -(.) ~ 9 22
I
._ 17 -
-18 -
>-19 -
I/ 20
LANliAN LogofBonng LB-12 Shee 2 o 2.......,.. ,..,P""r"'oj'"ec_t _________________________ ..::...T:e:CPr_o.,..je_c.,..t;N:..o_-==========--------------
Location
Elev.
(ft)
Prooosed Warehouse Development
Lots 1-4 SECS. Melrose Dr. & Lionshead Avenue,
f"'I'-
Sample Description
Elevation and Datum
Depth
Scale 1i E ::, z
700086702
Approx. 395 ft NAVO 88
Samele Data
N-Value
(Blows/ft)
Remarks
(Drilling Fluid, Depth of Casing,
Fluid Loss, Drilling Resistance, etc.)
-
10 20 30 40 ""·3<~~~~t-1"""iTe~~~:brciwn":-w~ooi"roarse"sarid.ti1ice---~ 20 -+---+---,-+---+--+-.,.......,..r-T"""-.---+----------'°""" c, Very stiff, dark brown, CLAY, trace coarse sand, trace 4
v v sandstone fragments, (CL), moist. (FILL) "'f t
-21 -(/) (/) 7
'V
~-v >O~
~R83
N 0 j;~g§§§
w z ~~·t·:
~~ :-'·'. ~5§·:::.-·
t~/\ a~·-·· il?f. ;;· .'.·.
~11-'-..:.L~
~ a: ~ ~ 8 z ..: (!)
14
..,. 22 -
-23 -
..,. 24 -
Very stiff, dark brown gray, CLAY, trace sandstone fragments,
(CL), moist. [FILL)
..,. 25 -+--+---nwf---+-----1
1/) a:
..,. 26 -J:, u
-27 -
-----------------------------28-
,-. 29 -
a:,
~
2
11
20
Medium dense, tan to brown, clayey SAND, trace sandstone
fragments, (SC), dry. (FILL)
-30 -+-+--...+----lf-----i
-31 -
-32 -
-33 -
-34 -
..,. SANTIAGO FORMATION ----------------35
Gray, CLA YSTONE, moderately weathered.
-36 -
~--------------------------
-37 -
..,. 38 -
-39 -
<.O ... ch fu
r--t J:, (/)
6
a:, 10
15
a:,
~ 15
45
Light tan to gray, SANDSTONE, moderately weathered, trace
clay.
..,. 40 -+--+--.-if---+-----1
Boring completed at 41.3 feet bgs.
Groundwater not encountered.
Borehole backfilled with bentonite grout.
..,. 41 -
-42 -
,-. 43 -
... 44 -
a:, ... J:, e,
21
47
50/3"
21
31
so
~...__......__.._ __________________ ~45 ~-----........ 1 __ 1 _ ....... _________ _.
LANliAN Log of Boring LB-13 Sheet of 2
Pro ject Project No.
Prooosed Warehouse Development 700086702
Loe ation Elevation and Datum
Lots 1-4 SEC S. Melrose Dr. & Lionshead Avenue, Aoorox. 379 ft NAVO 88
Dril ling Comparfjlarlsbad, CA Date Started Date Finished
Yellow Jacket Drilling 3/9/21 3/9/21
Dril ling Equipment Completion Depth Rock Depth
CME 95 Truck-mounted Drill Rig 26.5 ft 20 ft
Siz e and Type of Bit Disturbed Undisturbed Core
8-inch 0 .0. Hollow-stem-auaer Number of Samples 5 --
Cas ing Diameter (in) I Casing Depth (ft~ Water Level (ft.) First Completion 24 HR.
-'SL -.Y -:I. -
Cas ing Hamme~ I Weight {lbs) I Drop (in) Drilling Foreman --
Sa mpler lszzv
z 2-inch 0.0. SPT Split-Barrel; 2.5-inch 1.0. Cal Mod Split Spoon Field Engineer
~ Sa mpler Hammer Automatic IWeight{lbs) 140 I Drop (in) 30 Daniel J. Judae Serrano z ~ ~5 Samele Data
§ Elev. Depth > .!:iu,.S N-Value Remarks It:"' Sample Description " w:,; (ft) Scale Q. o-:¥ ·a, :3 (Blows/ft) (Drilling Fluid, Depth of Casing, i~ >, ~& i:' t-~ !co Fluid Loss. Drilling Resistance, etc.) 0 a: 10 20 30 40 Q. 0 " Brown, fine sandy CLAY, trace coarse SAND, (CL), moist. a: N ..?-..✓
::;; ,0 :x '.) (FILL)
a. -1 -~ ~ ✓
M "' '( :x co ~ 2 -°' y 'Y 0 ~ .
~ 3 -
ii'. V
C, 1'., ~ 4 -"' .;, :>-)
"' ...J ~--------------------------~ 5 ..:. :x :>-Sitff, brown gray, clayey medim to coarse SAND, (SC), moist. 3 z
C, ) 0 '( [FILL) ch a: '<t 10
~ 6 -u ~ 22 "' V",
0 12 .... ~~ J\ ✓ 8 >O:X ~ 7 -~I\./",.. "' ~:;,><,;
0 ...J ~ 8 -t-z § '\ .,/'
...J ~ 9 -~~3 3 z i3 Y'O 0 w -Very stiff, brown to dark brown, medium sandy CLAY, (CL), -10 t-..,. .,/' 3 0 w 'Y ", moist. [FILL) N t-CX) C, ch a. ~ 7 (ij ~ 11 -(/) 0 z .,/' 13 ~ I\ "'
\ ~:;, ><; :;,. -12 -i5 '\ ✓ I ~><:> :;,
c§ ~ 13 -
t-X: :>-:>-u w o x:;, :> ~ 14 -a: ~ ~ tP \ 0 I'-
-Medium dense, brown to dark brown, clayey medium to coarse >-15 <O '\ ✓ a) 6
8 "" SAND, trace claystone fragments, (SC), moist. [FILL) M a: 0 0 ch 15
I
;:: (X ◊~ -16 -u ~ 9
~)O X :;, 24
< ~ :x 0..,. ~ 17 -a: "' ~ t-< v 'V -18 -9 l > ~ )<
~ ><' "" < '\ 'V ~ 19 -
C,
~IQ >Q :><
:i ./" 20
z <{
C) z ~
.3
i:: 0 0. "' (l'.
' ::;;
0..
N ':-! <')
N <O
" 0 ~ ;;
~ 0.. (!)
"' :;;;
co ...J
l-z a
N 0 .... :g
8 ~ C)
0 ...J 1-z §
...J <{ u z J: u I:! 0 w C) w z :::;
0.. u (/)
0
~
t-u w
0 (l'. ~ i2 I !:: .... ~ Cl ~ ~ ~ 8 z <{
C) z ~
I
LANliAN
Project
Prooosed Warehouse Development
Location
Lots 1-4 SECS. Melrose Dr. & Lionshead Avenue,
r'h
~5 Elev. O:a, Sample Description W::, (ft) i~
SANTIAGO FORMATION .. Light gray, fine to medium SANDSTONE, moderately
weathered. .. ..
.. ..
.. . .
.. .. .. Light gray, fine to medium SANDSTONE, moderately
weathered.
...
Boring completed at 26.5 feet bgs.
Groundwater not encountered.
Borehole backfilled with bentonite grout.
L fB og o onng
Project No.
Elevation and Datum
Depth ~ "' Scale .0 0. E >, ::, I-z
20
'i I-0..
>-21 -en (/)
-22 -
>-23 -
-24 -
>-25
lO I-
ch 0.. (/) -26 -
-27 -
-28 -
-29 -
-30 -
-31 -
-32 -
-33 -
-34 -
-35 -
>-36 -
>-37 -
>-38 -
-39 -
>-40 -
>-41 -
-42 -
>-43 -
,-44 -
45
LB 13 -Sh ee
700086702
2 0
. .
2~ -
Approx. 379 ft NAVO 88
Samole Data
> ,::; <ii .S N-Value Remarks
o-~·u,~ (Blows/fl) (Drilling Fluid, Depth of Casing, u C: a,.:. ~~al Fluid Loss, Drilling Resistance, etc.} (l'. ~o 20 JO 40
7
00 12 -~ 17
\
\
12
00 27 -!4 37
I
I
I
I
LANliAN Log of Boring LB-14 Sheet of 2
Pro ject Project No.
Prooosed Warehouse Develooment 700086702
ation Loe Elevation and Datum
Lots 1-4 SECS. Melrose Dr. & Lionshead Avenue, Annrox. 382 ft NAVO 88
Dril ling Compa~artsbad, CA Date Started Date Finished
Yellow Jacket Drilling 3/8/21 3/8/21
Dril ling Equipment Completion Depth Rock Depth
CME 95 Truck-mounted Drill Rio 31 .5 ft 25.5 ft
Siz e and Type of Bit Number of Samples Disturbed Undisturbed Core
8-inch O.D. Hollow-stem-auaer 6 --
Gas ing Diameter (in) I Casing Depth (ft~ Water Level (ft.) First Completion 24 HR.
-.sz -I -Sl -
Gas ing Hamme~ IWeight (lbs) I Drop (in) Drilling Foreman --
Sa mpler lszzv
z 2-inch 0.0. SPT Split-Barrel; 2.5-inch 1.0. Cal Mod Split Sooon Field Engineer
<( Sa mpler Hammer I Weight (lbs) I Drop (in) 30 Cl Automatic 140 Daniel J. Judae Serrano z s ;;1_~ Sample Data
.3 a:~ Elev. Depth ~ ,; .:::~.!: N-Value Remarks
Sample Description (I) w::; (ft) Scale .0 a. o-~ ·;;; :3 (Blows/ft) (Dnlling Fluid. Depth of Casing. i~ E >, UC
t' :, I-Q,):.::, ~!CD Fluid Loss, Drilling Resistance. elc.)
8. z ex: 10 20 30 40 ., ~ X 0 ex:
:~ ~x ::;
0.. " """" -1 -~ >< :.>><;
~ >O )( :>
"' t-2 -;;:;K> >< :> ~ .;<;
~ )( )( ✓ -3 -
~,ex :> Minor glass debris.
& ,( X :X t-4 -~;? 'V >(
~'Sc x~
~ ~ v'\. ..,
Stiff, brown, fine sandy CLAY, trace sandstone fragments, -5 ~ V 'V ", 3
15 (CL), dry. [FILL] ~ I-co ' 0.. 5 C-:,t'>,<> >(_ t-6 -Cf) "' ~
1'1\ R\I "v 8
"' ..I\. "' §"'"' t-7 -
~ "' .... \ Cl 0 t-8 -..J < I-z "' g J< )
<( -9 -\ () ~ z r
() -10 UJ -Medium dense, brown gray, clayey fine to medium SAND (SC), I-5 0 UJ trace sandstone fragments, (SC), moist. [FILL] N ex: <O Sl rJ, () ~ 18 46, UJ ) -11 -z ) 28 ::::;
0.. u ) -12 -i] )
~ -13 -I ~ y
() ) ) UJ .., -14 -
CX: ~ I ~ 0 -15 .... )( )( "' Medium dense, brown gray, clayey fine to medium SAND, "' ) ✓ 5 8 trace sandstone fragments, (SC), moist. [FILL] "' I-"<t 0 .... rJ, 0.. 6 ;:: ,-16 -"' ~ 117,
~ 11 I
a I s t-17 -I ex: ~ "'..,. \ I
I-
<( ")(' 'V ,-18 -~~ ~ ~
() ..I\. >(_ z ,-19 -
I
<( y ",
Cl z s "'..,. I "' 20
0
..,,,....,.._1_4 __ N ___ f __ i_1_4 __ N _________ L..:..og:::....;.o.,..f B....,o_n.,.,n;g--===L=B=-1=4===---S_h_e_e __ 2 ___ 0 __ 2"\
~~ ~~~
a'..
Location
'< '.'X ,e,y
<:XO
>(,0C: A
x:: :><
~>◊< V
. . . . . . . <.? ...... . . C> -:-. . . . "' . . . .
CD . . ...,
I-z
<.? ..
N 0 ... <O "' 0 8 !:: C/)
(!)
0 ...,
I-z § ...,
<( u z I u w I-0 w <.? w z :::; a. u C/)
i5
~ I-<( 0
I-u w 0 0: ~ 0 ... <O "' 0 0 :,2 ,:: <( I-<( 0 s 0: ~ I-<( 0 :i 0 u z <(
<.? z <( ..., "'
Prooosed Warehouse Development
Lots 1-4 SECS. Melrose Dr. & Lionshead Avenue,
Sample Description
Very stiff, fine to medium sandy CLAY, trace sandstone
fragments, trace claystone fragments, (CL), moist. [FILL]
Elevation and Datum
Depth ~ " Scale .D 0. E ::, ~ z 20 ,. 0:
1---21 -(/) u
-22 -
-ALLUVIAL DEPOSITS --------,___ 23 -
-
Black, CLAY, with rootlets, (CL).
SANTIAGO FORMA T10N
Brown, CLAYSTONE, deeply weathered.
Light brown to gray, SANDSTONE, moderately weathered,
trace clay.
Boring completed at 31. 5 feet bgs.
Groundwater not encountered.
Birehole backfilled with bentonite grout.
1---24 -
,___ 25
l() I-ch a.
1---26 -C/)
-27 -
-28 -
-29 -
-30
c.o 0:
-31 -ch u
-32 -
-33 -
-34 -
-35 -
-36 -
-37 -
,___ 38 -
-39 -
,___ 40 -
-41 -
,___ 42 -
-43 -
-44 -
45
700086702
Approx. 382 ft NAVO 88
Samole Data
~-b 0 £ N-Value Remarks
~ ·;;;:3 (Blows/ft) (Drilling Fluid, Depth of Casing, g§. ~ ~cc Fluid Loss, Drilling Resistance, etc.) 0: 10 20 30 40
8
st 19 ~ 9 20
4
co
~ 9
2 ◄ 15
\
\ I
6
co 18 ~ ;a
40
I
I I
I
LAN6AN Log of Boring LB-15 Sheet of 2
Project Project No.
Prooosed Warehouse Development 700086702
Location Elevation and Datum
Lots 1-4 SECS. Melrose Dr. & Lionshead Avenue, Annrox. 381 ft NA VD 88
Drilling Comparijlarlsoao, CA Date Started Date Finished
Yellow Jacket Drillino 3/8/21 3/8/21
Drilling Equipment Completion Depth Rock Depth
CME 95 Truck-mounted Drill Rig 36.3 ft 35 ft
Size and Type of Bit
8-inch O.D. Hollow-stern-auoer Number of Samples Disturbed Undisturbed Core
7 --
Casing Diameter (in) J Casing Depth (ft~ Water Level (ft.) First Completion 24 HR. .sz -y -7.. -
Casing Hamme~ Iweight(lbs) _ I Drop (in) _ Drilling Foreman
Sampler z 2-inch O.D. SPT Split-Barrel; 2.5-inch I.D. Cal Mod Split Sooon Field Engineer
Z
c3 Sampler Hammer I Weight {lbs) 140 I Drop (in) 30 Automatic Daniel J. Jur!nP. Serrano
~ .;,
"' ...J ... ~o-""oo✓<J ~ >< :> (!) ...,
Elev.
(ft) Sample Description
Very stiff, brown gray, fine sandy CLAY, trace sandstone
fragments, (CL), moist. (FILL]
Stiff, brown gray, fine sandy CLAY, trace sandstone
fragments, (CL), moist. [FILL]
Depth ]
Scale E :, z 0
I-2 -
~ 3 -
I-4 -
I-5
~
~ 6 -d,
I-7 -
I-8 -
I-9 -
~ 10
I-11 -
N d,
I-12 -
I-13 -
I-14 -
... 0.. "'
oc u
Samnle Data
4
co
~ 6
11
2
N
~ 11
14
N-Value
(Blows/ft)
10 20 JO 40
117
2
,-,_ 15 _..._...,__,.__,_ _ __,
Medium dense, brown to tan, clayey fine to coarse SAND,
trace sandstone fragments,(SC), moist. [FILL] (") ii:
,_ 16 -d, "'
I-17 -
~ 18 -
,_ 19 -
co ~ 4
9
I
\
Remarks
(Drilling Fluid. Depth of Casing,
Fluid Loss, Drilling Resistance. etc.)
~~:2·88..._JL _______________ ___t_20 --'-......1.........1...__,_ _ _.__...__........._ _______ __.
LAN6AN Log of Boring
Project
Location
~5 a:a, W:,; ii;;
1<, "' :) >( :>c
"> ✓ ">,
1<, .J<..
>( :)
>( >(
z 'V :x
<[ :8~ Cl z ~ ~~ §
t: X:>c
8. ., oc >( :x :)
~~ ::;; 0..
"' "' ✓ ">, ,,.,, ,;;
"' (0
;:; 01<, g v" ..,
'X)c ~ .,
0.. Cl m
.;,
~
.... z
Cl
g .... :,g g
~ Cl 0 ..J ~
~ z I (.)
~ UJ ~ z
..J 0.. u "' i5
~ .... (.) w
0 oc ~ 0
i 12 ;::: ~ <[
0 s oc
I 8 z i3 z ~
I
"'3 :»o
><. .J<..
>< ~
'V
>( O<X
)(0< ><::
,A/',, ,)'
>(✓
'V :s;
◊
>( >(
>( :x ~
V 'V' "> V 'V
~ ~ )(
..
Elev.
(ft)
Project No.
Prooosed Warehouse Develooment
Elevation and Datum
Lots 1-4 SECS. Melrose Dr. & Lionshead Avenue,
I"/\
Depth ij Sample Description ~ Scale .0 E :, z ....
Medium dense, clayey medium to coarse SAND, trace 20
sandstone fragments, (SC), moist. [FILL] "I' oc
-21 -Cl) (.)
-22 -
-23 -
>--24 -
.,... Very stiff, brown gray, medium to coarse sandy CLAY, trace -25
claystone fragments, trace sandstone fragments, (CL), moist. lO .... ch 0.. [FILL] >--26 -"'
-27 -
-28 -
.,... 29 -
Very stiff, brown gray, medium to coarse sandy CLAY, trace .,... 30
claystone fragments, trace sandstone fragments, (CL), moist. <O oc
[FILL] ch (.) -31 -
-32 -
-33 -
-34 -
.,... SANTIAGO FORMATION ----------------35
Tan to gray, SANDSTONE, moderately weathered, trace clay. ..... .... ch 0.. "' -36 -
Boring completed at 36.3 feet bgs. -37 -Groundwater not encountered.
Borehole backfilled with soil cuttings.
.,... 38 -
>--39 -
-40 -
>--41 -
-42 -
-43 -
-44 -
45
LB 15 -Sheet 2 of 2 ... .
700086702
Approx. 381 ft NAVO 88
Samole Data
~-..s U) .£ N-Value Remarks
~ ·v; :3 (Blows/ft) (Drilling Fluid, Depth of Casing, ~:.§. oc ~ ~CD Fluid Loss. Drilling Resistance. etc.) 10 20 30 40
3 ► I
4
a) 14 ~
21
6
a)
~ 10 2 15
-)
5
a) 13 ~ 3 \ 20
\
I 17
<O
~ 39
50/4" ~/4"
I
I
\.._
I
I I
,
LAN6AN Log of Boring LB-16 Sheet of 2
Pro ject
Prooosed Warehouse Development
ation Loe
Lots 1-4 SECS. Melrose Dr. & Lionshead Avenue,
Dril ling Compa~arlsbad, CA
Yellow Jacket Drillina
Dril ling Equipment
CME 95 Truck-mounted Drill Ria
Siz e and Type of Bit
8-inch O.D. Hollow-stem-auoer
Ca sing Diameter (in) I Casing Depth (ft~ -
Ca sing Hamme~ I Weight (lbs) I Drop (in) --
(!)
Sa mpler
z 2-inch O.D. SPT Solit-Barrel; 2.5-inch I.D. Cal Mod Solit Sooon
-,; Sa mpler Hammer I Weight (lbs) I Drop (in) 30 z Automatic 140
:3 ;t~
3 ii:~ Elev. Sample Description W::, (ft) ~ §iii
~<~ ~)
::; "-"'
a. ,v "' ,._
N ..,
N
00
..
..
N 0 N
t: -.,
~ a. (!)
a,
":" "' a, ...J
.... z
(!)
"'
i -,;
(!) z ~
1'-...,,.
>( ;x
>< :>c
~
" >< :>c
>< :>c
V
,,,,.
-,("'
.,,.,._
,,,,.
>< :x :>
)(_ :x '.)
>< O< '.)
'V ">
><. 'V "> 'V
~ :x ✓
V
>( :>c )
>( :>c )
-,(V
"' ,..,,. m y y
1'-.. 1\,
"' "'
Very stiff, red brown, fine sandy CLAY, trace sandstone
fragments, trace sandstone fragments, (CL), moist. (FILL]
,_ Medium dense, red brown, clayey medium to coarse SAND,
trace sandstone fragments, trace claystone fragments, (SC),
moist. [FILL]
Medium dense, red brown, clayey medium to coarse SAND,
trace claystone fragments, trace sandstone fragments, (SC),
moist. [FILL]
Project No.
700086702
Elevation and Datum
Annrox. 378 ft NAVO 88
Date Started Date Finished
3/8/21 3/8/21
Completion Depth Rock Depth
36.5 ft 30 ft
Number of Samples Disturbed Undisturbed Core
7 --
First Completion 24 HR. Water Level (ft.) sz -I -:l_ -
Drilling Foreman
Is=
Field Engineer
Daniel J. JudOP. Serrano
Sample Data Remarks Depth 4) ~-~(n.~ N-Value
Scale ~ ~ <i; :3 (Blows/ft) (Drilling Fluid, Depth of Casing, ,-~& ~ ~al Fluid Loss, Drilling Resistance, etc.) oc:
0 10 20 JO 40
Bulk sample co11ec1eo trom o-o
feet.
-1 -
-2 -
-3 -
-4 -
-5 6
~ oc: 00 12 ch (,) ~ -6 -t9 17
-7 -
-8 -
,_ 9 -
-10 4
N ,-00 ch a. 6
>-11 -(/) ~ 1 ;,
9
-12 -
-13 -
-14 -
-15 3
<'1 oc: .... 11 ch (,) ~ -16 -r 18
-17 -I
-18 -
-19 -
20
z <(
(!) z '.5
_g·
~ ., a:
:::; a. r--.. N
"' N
"" N ~
0
,,
ii: (!)
~
"' <D ...J
f-z
(!)
N 0 r--<O "" g
iii (!)
0 ~
3
15 z I t.)
~ (!) w z ::; a. u (/)
i5
I
f-
t.) w a a: ~ R <O 8 R
I ~ ~ 0 t.)
~ (!) z ~
LAN6AN L fB og o onng
Project Project No.
Prooosed Warehouse Development
Location Elevation and Datum
Lots 1-4 SECS. Melrose Dr. & Lionshead Avenue,
r'--1 .L-..1 /""'/\
-.t.~
ir~ Elev. Depth ,; Sample Description " W:, (ft) Scale .0 Q. i~ E ::, ~ z
oco Medium dense, red brovvn, clayey medium to coarse SAND, 20
trace claystone fragments, trace sandstone fragments, (SC), 'i f-a. moist. [FILL] .--21 -(/) (/)
~
~ -22 -
~ I ..... 23 -
~ .--24 -
~§ ~ -Very stiff, brovvn gray, sandy CLAY, trace sandstone -25
fragments, (CL), moist. [FILL] lO a: ch t.)
~ -26 -
:>
"' "" -27 -
)\ ,.,
~ -28 -•,('>''>!
",ht'>
-""--29 -
:>-,(_
',( :> ~---------------------------30 ~ SANTIAGO FORMATION .. Red brovvn, fine to medium SANDSTONE, moderately <D >-I= ch a. .... . weathered. -31 -(/)
.. ..
-32 -
.. .. -33 -..
-34 -.. .. .. ..... 35 .. Brown gray, fine to medium SANDSTONE, moderately . weathered, some clay. r---a:
-36 -ch t.)
Boring completed at 36.5 feet bgs. -37 -
Groundwater not encountered.
Borehole backfillled with soil cuttings. ..... 38 -
-39 -
-40 -
1-41 -
-42 -
-43 -
-44 -
45
LB 16 -Sh ee 2 0 2 ..........
-700086702
Approx. 378 ft NAVO 88
Samele Data
,; :; 0 .!:: N-Value Remarks
o-~·u;3 (Blows/ft) (Drilling Fluid. Depth of Casing. u C: Q):.;.. ~ ~Cl] Fluid Loss, Drilling Resistance, etc.) a: 10 20 30 40
4
(X) 8 ~ 22 14
2
0 11 ~ 2a 15
4
(X) 7 ~ '8 11
3
(X) 12 ~ ~-17
I
I
I
LAN6AN Log of Boring LB-17 Sheet
Project
Prooosed Warehouse Develooment
Location
Lots 1-4 SECS. Melrose Dr. & Lionshead Avenue,
Drilling Companirarlsoaa, L-A
Yellow Jacket Drillinq
Drilling Equipment
CME 95 Truck-mounted Drill Ria
Size and Type of Bit
8-inch O.D. Hollow-stem-aunPr
Casing Diameter (in) I Casing Depth (ft~
Casing Hamme! I Weight (lbs) _ I Drop (in) _
Sampler z 2-inch O.D. SPT Sclit-Barrel; 2.5-inch I.D. Cal Mod Solit Snnnn
~ Sampler Hammer !Weight (lbs) 140 I Drop (in) z Automatic 30
:3
Project No.
700086702
Elevation and Datum
Aoorox. 385 ft NAVO 88
Date Started Date Finished
3/10/21
Completion Depth
11.5 ft
Disturbed Number of Samples
Water Level (ft.) First sz
Drilling Foreman
lszzv
Field Engineer
Rock Depth
Undisturbed
2
Completion I
Daniel J. J ur1n<> Serrano
Samole Data
of
3/10/21
5 ft
Core
--
24 HR.
-'51.. -
Remarks Elev.
(ft) Sample Description Depth
Scale
N-Value
(Blows/fl) (Drilling Fluid, Depth of Casing,
Fluid Loss. Drilling Resistance. etc.)
) ) -, a. <!)
a,
';'
"' "' ....I ... z
<!) ..
N 0 .... . . <O "' ..
8 ..
~ <!) 0 .. .. ....I I-z .. ~ u z .. I .. u w . . ... ... 0 .. . . w ~ . . .. z
....I . . ... a. u rn 0
~ Q ... u w
0 "' 9,
0 .... <O "' 8 0 .... ,::
<( ... <( Q s Q'. ~ ... <( 9 ::;
0 u z <( <!) z :3 ""
Brown gray, fine to medium sandy CLAY, (CL), moist. [FILL] 0
c.. 1 -
~ 2 -
-3 -
-4 -
----------------------------5 SANTIAGO FORMATION
Brown gray, SANDSTONE, moderately weathered.
-6 -
-7 -
-8 -
-9 -
~--------------------------~ Yellow brown gray, CLAYSTONE, moderately weathered. 10
Boring completed at 11 .5 feet bgs.
Groundwater not encountered.
Borehole backfilled with soil cuttings.
~ 11 -
c.. 12 -
~ 13 -
,___ 14 -
~ 15 -
,___ 16 -
,___ 17 -
,___ 18 -
~ 19 -
20
10 20 30 40
I
10
~ Q'. <D 30 Cl) u ~ 2
42
I
5
N ... co Cl) a. ~ 11 rn I/ ll1
20
LAN6AN Log of Boring LB-18 Shee 0 3
Project Project No.
Pr=ed Warehouse Develooment 700086702
Location Elevation and Datum
Lots 1-4 SECS. Melrose Dr. & Lionshead Avenue, Approx. 397 ft NAVO 88
Drilling Compal\jlarlsbad, c;,A Date Started Date Finished
Yellow Jacket Drilling 3/10/21 3/10/21
Drilling Equipment Completion Depth Rock Depth
Limited Access Track-mounted Drill Rio 51.5 ft 50 ft
Size and Type of Bit
8-inch O.D. Hollow-stem-auaer
Disturbed Undisturbed Core Number of Samples 10 --
Casing Diameter (in) I Casing Depth (ft~ First Completion 24 HR. Water Level (ft.) .sz -.Y -7 -
Casing Hamme~ I Weight (lbs) _ I Drop (in) _ Drilling Foreman
Sampler z 2-inch 0.0. SPT Solit-Barrel; 2.5-inch 1.0. Cal Mod Solit Sooon Field Engineer
;; Sampler Hammer !Weight {lbs) 140 I Drop (in) z Automatic 30 :s Daniel J. JudoA Serrano
Samole Data
Elev.
(ft) Sample Description Depth .8
Scale E ::, z
3
i
~·~~~-IEB~row~n~.ssiliilcy~S~A~N~D~.trtriac:ee~fi~1n~e~g~raa1vffle[l,(:(SSIMW,),nmn<~i·sJt.7[FFi1LILf]---~o >( :><)0
~ 'x 'V'I">
~ ~ 56-~ l:i .;,...
io
& 'x >
oi J' >
.;, > :>c > ~
....
§IX)>O<>OI
>-Medium dense, brown gray, clayey fine SAND, trace claystone -5
fragments, trace sandstone fragments, (SC), moist. [FILL]
..... 8 -
-9 -
,.... Very stiff, brown gray, fine sandy CLAY, trace seashell ,.... 10
fragments, (CL), moist. [FILL] N >--
-11 -ch fu
Very stiff, brown gray, fine sandy CLAY, trace claystone
fragments, (CL), moist. [FILL]
-12 -
-13 -
-14 -
-15
,.... 16 -
-17 -
"' 0:: ch u
13
17
28
7
10
12
11
co ~ 14
15
N-Value
(Blows/ft)
10 20 30 40
I
I
;z2
I
I
19
Remarks
(Drilling Fluid, Depth of Casing,
Fluid Loss, Drilling Resistance, etc.)
,
• '
LAN6AN
Project
Prooosed Warehouse Development
Location
Lots 1-4 SECS. Melrose Dr. & Lionshead Avenue,
I"'/\
Log of Boring LB-18 Sheet 2
Project No.
700086702
Elevation and Datum
Approx. 397 ft NAVO 88
Samole Data
;1_., Remarks
of 3
ii: fl: Elev. Depth ] .,; ..: c: N-Value ~:, (ft) Sample Description Scale E ~ O c ., ]l <D (Blows/fl) (Drilling Fluid, Depth of Casing, ~ ~ ~ ~ ~:.::. i ~ ~ Fluid Loss, Drilling Resistance, etc.) ~~~r-,v.~~~~::;:~~-;;;;-;;-;;;:;-;:;;;;:;◄;;-;~;;;;:~:-ri-;.;;;;--;~~--7t-20-+-z--+~+---+--+-'~o~~,;-...;,~~•o--+-------------4 ~ ,.,, ,r, Very stiff, brown gray, fine to medium sandy CLAY, trace 5 1
K O< ,o claystone fragments, (CL), moist. [FILL] "'I' t ~ 7 I
0 K ::X ,o '-21 -C/) (/)
13
b( :'X ,0
8 ~ I-22 -
~~ ~
(!) z ...... v .;
~K-0 ::,
~~~8
8. \( "" &.
::; 0..
;:;
V
~~~ ~,,... .;
~ t) X: ><.
~" : ~ >O
§r.>><:>
~I"\. ")i
,;, \( "" ><" a, ...J
.... z ..,<.. ,l'
i3 X '.)
Very stiff, brown gray, fine to medium sandy CLAY, trace
claystone fragments, trace sandstone fragments, (CL), moist.
[FILL]
Very stiff, brown gray, fine sandy CLAY, trace coarse sand,
trace claystone fragments, (CL), moist. [FILL]
Very stiff, dark brown, fine to coarse sandy CLAY, trace
rootlets, (CL), moist. [FILL]
Very stiff, dark brown gray, fine to coarse sandy CLAY, trace
claystone fragments, trace sandstone fragments, (CL), moist.
[FILL]
'-23 -
1-24 -
1-25 --1--+-~-4----1
6
LO a:
1-26 -ch u
'-27 -
1-28 -
~ 29 -
CX)
~ 14
17
1-30 --l--+-..-4--4----1
7
<O .... ~ 31 -ch ~
1-32 -
~ 33 -
I-34 -
1-37 -
'-38 -
'-39 -
CX)
~
CX)
~
9
15
16
17
1-40 --1--4-..4-4----1
~ 41 -
1-42 -
~ 43 -
I-44 -
CX) t ch (/) CX)
~
6
11
11
131
\
45....1._,.__...,___. _ ___.....___._.__.__._,.__ __________ __,
LAN6AN Log of Boring
Project Project No.
Prooosed Warehouse Development
Location Elevation and Datum
Lots 1-4 SECS. Melrose Dr. & Lionshead Avenue, ,...,..
~J -0 Elev. Depth :;; 0:"' Sample Description 8. W:,; (ft) Scale .D i1n E ,.. ::, I-z
Very stiff, dark brown gray, fine to medium sandy CLAY, trace 45
8S8S
:x><:i :>
>00< >O
X):>(
)0:)
'x-" ✓ z < (!)
Zl'V ~~ ~
i:' ,0 g_ .A ., a::
::;
0.. ..,
i? N .;
;;; 0 ~ I::: ,.
~ (!)
~ .;,
~
,.:. z c3
N 0 .... "' §
!:: "' (!) 0 ..J I-z
3 < u z I () w I-
-
0 w (!)
w z ::::; 0.. G "' i5
~ 0
I-C) w a a:: ~
0 ,._
~ 8 0 ;:
~ ~ ~ ~ ::; 0 ()
~ (!) z s "'
V "'>
A ✓
~~
XO<
A,
,. ..
claystone fragments, (CL), dry. [FILL] a, a::
-46 -ch (.)
-47 -
1--48 -
1--49 -
-SANTIAGO FORMATK>N 1--50
Brown, SANDSTONE, moderately weathered. 0 ~ I-0..
1--51 -ch "'
Boring completed at 51.5 feet bgs. 1--52 -
Groundwater not encountered.
Borehole backfilled with bentonite grout.
1--53 -
1--54 -
1--55 -
-56 -
-57 -
-58 -
-59 -
-60 -
-61 -
-62 -
-63 -
-64 -
-65 -
1--66 -
1--67 -
1--68 -
1--69 -
70
LB 18 -Sheet 3 of 3
'-
700086702
Approx. 397 ft NAVD 88
Samole Data
~-.!:: iii .5 N-Value Remarks
~ ·;;; :3 (Blows/fl) (Drilling Fluid, Depth of Casing, o .5 .,_ ~ !!al Fluid Loss, Drilling Resistance, etc.) a:: 10 20 30 40
114
10
a:, 20 ~
24
15
a:, 20 ~ 4)
25
z <
.
'
LAN6AN Log of Boring
Project Project No.
Prooosed Warehouse Develooment
Location Elevation and Datum
Lots 1-4 SECS. Melrose Dr. & Lionshead Avenue,
Drilling Comparii)arlsoaa, CA Date Started
Yellow Jacket Drillina
Drilling Equipment Completion Depth
Limited Access Track-mounted Drill Rio
Size and Type of Bit
8-inch O.D. Hollow-stem-auoer Number of Samples
Casing Diameter (in) I Casing Depth (ft~ Water Level (ft.) -
Casing Hamme~ I Weight (lbs) I Drop (in) Drilling Foreman --
Sampler -
2-inch O.D. SPT Split-Barrel; 2.5-inch 1.0. Cal Mod Split Sooon Field Engineer
LB-19 Sheet of 3
700086702
Approx. 384 ft NAVO 88
Date Finished
3/15/21 3/15/21
Rock Depth
51 .5 ft 5 ft
Disturbed Undisturbed Core
10 --
First Completion 24 HR. .sz. -I -7. -
(!) z Sampler Hammer Automatic I Weight (lbs) 140 I Drop (in) 30 Daniel J. Judae Serrano s ~5 ~ 0: ID w::,; i ~ i::: 0 C. " :>¢¢ :x Q'.
"''V .,/',
~" _,.,v
::l )( :X-" ;.;
N 00 ~ N 0 N t2 x'" .,)'
"
--,
0.. (!)
~ .;,
a, ...J ,.:.
~
~ to ., 0 8 ~ (/)
(!)
0 r= z
...J <
z
Sl
(J
:c (J ~ w (!)
ui z
...J a..
(J (/)
Q
i ,_
(J w ~
9,
0 .... I
f:'. <
<
~ ,_ < Q ::;;
0 (J z <
',/ ""
,1<...,)'
V "-
'V"'
A
•__.._•.
. ii ..
~
.........,:.._,
....
.,...:...;,.i;,
.. .. .. ..
..
.. .. ...
.. ..
..
.. .. .. . .
L.:...:...:..L: ..
.. .. ...
Elev. Depth Sample Description (ft) Scale
Brown, fine sandy CLAY, trace claystone fragments, (CL), 0
moist. (FILL]
>-1 -
-2 -
>-3 -
-4 -
-SANTIAGO FROMA TION -5
Light gray orange, fine to medium SANDSTONE, moderately
weathered, trace clay. >-6 -
-7 -
>-8 -
>-9 -
Light gray yellow, fine to medium SANDSTONE, moderately >-10
weathered, trace clay.
-11 -
>-12 -
-13 -
>-14 -
Light gray yellow, fine to medium SANDSTONE, moderately >-15
weathered, trace clay.
>-16 -
-17 -
>-18 -
>-19 -
20
Sample Data
.8 ~-.::i jjj.S N-Value Remarks
" C. ~ ·;; :3 (Blows/ft) (Dnlling Fluid, Depth of Casing, E :: :rl:§. :, ~~CD Fluid Loss, Drilling Resistance, etc.) z Q'. 10 20 30 40
Ground cover: Grass.
Bulk sample collected from 0-5
feet.
12
~ ,_
ch 0.. co 21 (/) ~ 41i 25
14
N ,_ co ch a.. 21 (/) ~ 41i 25
15
(") ,_ co 26 ch a.. (/) ~ 57 31 I
I
LAN6AN Log of Boring LB 19 . Sh eet 2 0 3~
Project Project No. ,..
Prooosed Warehouse Develonment 700086702
Location Elevation and Datum
Lots 1-4 SECS. Melrose Dr. & Lionshead Avenue, Approx. 384 ft NAVO 88
f"'A
.t~ Samele Data
Remarks a:g Elev. Sample Description Depth :;; ., ,; .::i 00 .S N-Value W:,; (ft) Scale .0 C. ~g ~ ·;; :3 (Blows/ft) (Dnlling Fluid, Depth of Casing, i ~ E >-:, .... n:: ~ ~CD Fluid Loss. Drilling Resistance, etc.) z 10 20 30 40 ..... Gray orange, CLA YSTONE, slightly weathered. 20
I ..... 29
~ .... <Xl 0.. 20 .... -21 -Cl) (/) ~ 42 22 .... ........ . . . >-22 -. . . . . z <3 ••••••••• -23 -z ......
'.5 : : : : : g ••••• >-24 -
...J
t:: ••••••••• 0 C.
-Light gray orange, fine to medium SANDSTONE, slightly -25 ., n:: 13
' weathered, trace clay. l{) .... <Xl ::; .. ch 0.. ~ 20
0.. >-26 -(/) 141
M 24 M .. ;,; .. "' 00 -27 -:;;
0 ~ ~ .. .. -28 -
-,
0.. (!) >-29 -~ ,;, .. a:J •••• ..J -----:-:---30 ..: Gray brown, fine to medium SANDSTONE, slightly weathered. 19 z c3 <D .... <Xl ch 0.. ~ 25
>-31 -(/) )2 "' 0 37 ... co .,
0 ..
-32 -8 !:::: (/)
(!) ..
0 ..
...J >-33 -.... z §
;;! .. -34 -0 z I ~ !~· -35 .... Light gray, fine to medium SANDSTONE, fresh, trace clay . 18 o · ,.._ .... ~
w ~
ch 0.. ~ (!) ••• (/) 50/5" w .... -36 -,0/5" z .. :J • 0..
0 (/) -37 -0 ~ii I
<( • •• • -38 -0 • .... 0 w •.• ~ _.:__:: -39 -
9', ·~ ;; ... -40 co Gray brown, medium to coarse SANDSTONE, fresh, trace ., .. <Xl .... ~ 29 8 clay. ch 0.. ~ 0 (/) 5015" !:::: ;()/$" ... -41 -<( .... <(
0 .. s n:: .. -42 -
< .. ~ 9 -43 -~~ (.) ..
z -44 -<( ..
I
(!)
I z ~ ~ '.5 -.. 45
LANliAN Log of Boring LB-19 S heet 3 of 3
Project Project No.
Prooosed Warehouse Develnnment 700086702
Location Elevation and Datum
Lots 1-4 SECS. Melrose Dr. & Lionshead Avenue. Approx. 384 ft NAVO 88
f'
~5
Samnle Data
Elev. Depth 2i ~-.::i""u;.£ N-Value Remarks a: a, Sample Description " w::, (Blows/ft) (Drilling Fluid, Depth of Casing, i~ (ft) Scale E C. 0" ~ ·oo :3 ::, ?:' 41:.:. ~ ~en Fluid Loss, Drilling Resistance, etc.) z a: 10 20 30 40
Gray, medium to coarse SANDSTONE. fresh, trace clay. 45
I J. 0) .... ~ 25 U') a.. .. (/) ~ 5/J/5"
-46 -.. ..
~ -47 -
z <( .. .. -48 -(!) ~~ 1-49 -
~~ 2 . . . .
1-50 Q) Gray orange, medium to coarse SANDSTONE, fresh. .,.,_ .... ., ~..-,· ~/3" a: ..
::; a.. 1-51 -..,
"' ;.;
N 00 Boring completed at 51.5 feet bgs. -52 -;;:;
0 Groundwater not encountered. ~ Borehole backfilled with bentonite grout . ... -53 -" -, a.. (!) -54 -~ .;,
in ..J -55 -.... z Ei
N -56 -
0 ... "' .,
0 0 0 -57 -
!::, (/) (!)
0 -58 -..J .... z
3 <( u z J:
-59 -
u w ....
0 w
1-60 -
(!) w -61 -z :::; a.. ti 1-62 -(/)
□ ;;: .... -63 -<( 0 .... u w 0 I-64 -
a:
9,
0 ... "' ., -65 -
8 0 !::, -66 -... <( ~ ~ a: -67 -
~ .... <( -68 -0 ~ 0 ~ z -69 -
I
<( (!) z ~ 70
Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
APPENDIX C
Field Percolation Test Results
16 April 2021
Geotechnica l Exploration Report
Proposed Warehouse Building
Carlbad, California
Langan Project No.: 700086701
Project:
Test Hole No.:
Depth ofTest Hole (ft):
Casing Depth (ft):
Trial No.
PRESOAK # 1
PRESOAK # 2
1
2
3
4
5
6
7
8
9
10
11
12
BMF
Design Rate
Comm1nt1:
,_
4/8/2021
PERCOLATION TEST DATA SHEET LANliAN
Proposed Warehouse Building Project No.: 700086702 Date ofTest: 3/10/2021
LP-1 Tested Bv: DJJS
5 Soll Classification: Sandstone
5' PVC Pipe; Screened entire length of pipe Test Hole Diameter (In): 8
Date Time of Initial Depth to Time of Final Depth to Time Interval Chan1e in Water > than 6-inch drop? Infiltration Rate
Measurement Water (Feet) Measurement Water (Feet) (min) Level (Feet) (In/hr)
3/9/2021 2:00 PM 2.00 2:25 PM 2.60 25 0.60 Yes
3/9/2021 2:25 PM 2.00 2:50 PM 2.30 25 0.30 NO
3/10/2021 7:00 AM 3.00 7:30 AM 3.20 30 0.20 0.08 0.19
3/10/2021 7:30 AM 3.00 8:00 AM 3.20 30 0.20 0.08 0.19
3/10/2021 8:00 AM 3.00 8:30 AM 3.15 30 0.15 0.06 0.19
3/10/2021 8:30 AM 3.00 9:00 AM 3.10 30 0.10 0.04 0.19
3/10/2021 9:00 AM 3.00 9:30 AM 3.15 30 0.15 0.06 0.19
3/10/2021 9:30 AM 3.00 10:00 AM 3.10 30 0.10 0.04 0.19
3/10/2021 10:00AM 3.00 10:30 AM 3.15 30 0.15 0.06 0.19
3/10/2021 10:30AM 3.00 11:00 AM 3.10 30 0.10 0.04 0.19
3/10/2021 11:00 AM 3.00 11:30 AM 3.05 30 0.05 0.02 0.19
3/10/2021 11:30 AM 3.00 12:00 PM 3.10 30 0.10 0.04 0.19
3/10/2021 12:00 PM 3.00 12:30 PM 3.10 30 0.10 0.04 0.19
3/10/2021 12:30 PM 3.00 1:00 PM 3.10 30 0.10 0.04 0.19
2.00
0.09
1. Percolation test was performed in accordance wth City of Carlsbad BMP Design Manual, Appendix D: Approved Infiltration Rate Assessment Methods, Effective
February 2016
2. Infiltration Rate was calculated using Porchet Method.
3. Per the procedures for shallow percolation tests in non-sandy soils, a minimum of twelve measurements were taken in 30-minute intervals for six ho urs after sandy
4. Weather: Partly Cloudy/Sunny: 55-65 degrees F
5. Measurements were collected from the Top of PVC Pipe
\';eotechnical Expl• . Report
Proposed Wareholb~ J'uilding
Carlbad, California
.,!::angan Project No.: 700086701
Project:
Test Hole No.:
Depth of Test Hole (ft):
Casini Depth (ft):
Trial No.
PRESOAK # 1
PRESOAK # 2
1
2
3
4
5
6
7
8
9
10
11
12
BMF
Design Rate
Comments:
4/8/2021
PERCOLATION TEST DATA SHEET LANliAN
Proposed Warehouse Building Project No,: 700086702 Date of Test: 3/10/2021
LP-2 Tested Bv: DJJS
5 Soll Classification: fine sandy CLAY (CL)
5' PVC Pipe; Screened entire length of pipe Test Hole Diameter (In): 8
Date Time of Initial Depth to Time of Final Depth to Time Interval Chanse In Water > than 6-lnch drop? Infiltration Rate
Me11urement Water (Feet) Measurement Water (Feet) (min) Level (Feet) (In/hr)
3/9/2021 2:00 PM 1.00 2:25 PM 1.20 25 0.20 NO
3/9/2021 2:25 PM 1.00 2:50 PM 1.20 25 0.20 NO
3/10/2021 7:00 AM 1.00 7:30 AM 1.05 30 0.05 0.02 0.05
3/10/2021 7:30 AM 1.00 8:00 AM 1.10 30 0.10 0.04 0.05
3/10/2021 8:00 AM 1.00 8:30 AM 1.10 30 0.10 0.04 0.05
3/10/2021 8:30 AM 1.00 9:00 AM 1.10 30 0.10 0.04 0.05
3/10/2021 9:00 AM 1.00 9:30 AM 1.05 30 0.05 0.02 0.05
3/10/2021 9:30AM 1.00 10:00 AM 1.05 30 0.05 0.02 0.05
3/10/2021 10:00AM 1.00 10:30 AM 1.05 30 0.05 0.02 0.05
3/10/2021 10:30 AM 1.00 11:00AM 1.05 30 0.05 0.02 0.05
3/10/2021 11:00 AM 1.00 11:30 AM 1.05 30 0.05 0.02 0.05
3/10/2021 11:30 AM 1.00 12:00 PM 1.05 30 0.05 0.02 0.05
3/10/2021 12:00 PM 1.00 12:30 PM 1.05 30 0.05 0.02 0.05
3/10/2021 12:30 PM 1.00 1:00 PM 1.05 30 0.05 0.02 0.05
2.00
0.02
l. Percolation test was performed in accorda nce wth City of Carlsbad BMP Design Manual, Appendix D: Approved Infiltration Rate Assessment Met hods, Effective
February 2016
2. Infiltration Rate was calculated using Porchet Method.
3. Per the procedures for shallow percolation tests in non-sandy soils, a minimum of twelve measurements were taken in 30-minute intervals for six hours after sandy
4. Weather: Partly Cloudy/Sunny: 55-65 degrees F
5. Measurements were collected from the Top of PVC Pipe
Geotechnical Exploration Report
Proposed Warehouse Building
Carlbad, California
Langan Project No.: 700086701
Project:
Test Hole No.:
Depth of Test Holt (ft):
Casini Depth (ft):
Trial No.
PRESOAK # 1
PRESOAK # 2
1
2
3
4
5
6
7
8
9
10
11
12
BMF
Design Rate
comments:
4/8/2021
PERCOLATION TEST DATA SHEET LANliAN
Proposed Warehouse Building Project No.: 700086702 Date ofTest: 3/9/2021
LB-5 Tested Bv: DJJS
9 Soll Cla11lflcatlon: Sandstone
9' PVC Pipe; Screened entire length of pipe Test Holt Diameter (In): 8
Date Tlmtof Initial Depth to Tlmtof Final Depth to Time Interval Chanae In Water > 6-lnch drop ? Infiltration Rate
M111ur1m1nt Water (Feet) Measurement Water (Feet) {min) Level (Feet) (In/hr)
3/8/2021 2:00 PM 4.50 2:25 PM 4.80 25 0.30 NO
3/8/2021 2:25 PM 4.50 2:50 PM 4.75 25 0.25 NO
3/9/2021 7:00 AM 4.50 7:30AM 4.80 30 0.30 0.12 0.18
3/9/2021 7:30 AM 4.50 8:00 AM 4.80 30 0.30 0.12 0.18
3/9/2021 8:00 AM 4.50 8:30 AM 4.75 30 0.25 0.10 0.18
3/9/2021 8:30AM 4.50 9:00 AM 4.75 30 0.25 0.10 0.18
3/9/2021 9:00 AM 4.50 9:30AM 4.75 30 0.25 0.10 0.18
3/9/2021 9:30 AM 4.50 10:00 AM 4.75 30 0.25 0.10 0.18
3/9/2021 10:00AM 4.50 10:30 AM 4.75 30 0.25 0.10 0.18
3/9/2021 10:30 AM 4.50 11:00 AM 4.70 30 0.20 0.08 0.18
3/9/2021 11:00 AM 4.50 11:30AM 4.70 30 0.20 0.08 0.18
3/9/2021 11:30 AM 4.50 12:00 PM 4.70 30 0.20 0.08 0.18
3/9/2021 12:00 PM 4.50 12:30 PM 4.70 30 0.20 0.08 0.18
3/9/2021 12:30 PM 4.50 1:00 PM 4.70 30 0.20 0.08 0.18
2.00
0.09
1. Percolation test was performed in accordance wth City of Carlsbad BMP Design Manual, Appendix D: Approved Infiltration Rate Assessment Methods, Effective
February 2016
2. Infiltration Rate was calculated using Porchet Method.
3. Per the procedures for shallow percolation tests in non-sandy soils, a minimum of twelve measurements were taken in 30-minute intervals for six hours after sandy
4. Weather: Partly Cloudy/Sunny: 55-65 degrees F
5. Measurements were collected from the Top of PVC Pipe
G eotechnical Expl ) Report
Proposed WarehoU!>~ ouilding
Carlbad, California
~tangan Project No.: 700086701
Project:
Test Hole No.:
Depth ofTest Hole (ft):
Casln11 Depth (ft):
Trial No.
PRESOAK # 1
PRESOAK # 2
1
2
3
4
5
6
7
8
9
10
11
12
BMF
Design Rate
Comments:
4/8/2021
PERCOLATION TEST DATA SHEET LANliAN
Proposed Warehouse Building Prolect No.: 700086702 Date ofTest: 3/9/2021
LB-6 Tested Bv: DJJS
9 Soll Classlflcatlon: fine sandy CLAY (CL)
9' PVC Pipe; Screened entire length of pipe Test Hole Diameter (in): 8
Date Time of Initial Depth to Time of Final Depth to Time Interval Chan1e In Water > 6-lnch drop ? lnflltratlon Rate
Measurement Water (Feet) Measurement Water (Feet) (min) Level (Feet) (In/hr)
3/8/2021 6:00 AM 2.00 6:25 AM 2.10 25 0.10 NO
3/8/2021 6:25 AM 2.00 6:50 AM 2.05 25 0.05 NO
3/9/2021 7:00 AM 2.00 7:30 AM 2.10 30 0.10 0 .04 0.03
3/9/2021 7:30AM 2.00 8:00 AM 2.10 30 0.10 0.04 0.03
3/9/2021 8:00 AM 2.00 8:30 AM 2.10 30 0.10 0.04 0.03
3/9/2021 8:30 AM 2.00 9:00 AM 2.10 30 0.10 0.04 0.03
3/9/2021 9:00 AM 2.00 9:30AM 2.05 30 0.05 0.02 0.03
3/9/2021 9:30AM 2.00 10:00 AM 2.05 30 0.05 0.02 0.03
3/9/2021 10:00 AM 2.00 10:30AM 2.05 30 0.05 0.02 0.03
3/9/2021 10:30AM 2.00 11:00 AM 2.05 30 0.05 0.02 0.03
3/9/2021 11:00 AM 2.00 11:30 AM 2.05 30 0.05 0.02 0.03
3/9/2021 11:30 AM 2.00 12:00 PM 2.05 30 0.05 0.02 0.03
3/9/2021 12:00 PM 2.00 12:30 PM 2.05 30 0.05 0.02 0.03
3/9/2021 12:30 PM 2.00 1:00 PM 2.05 30 0.05 0.02 0.03
2.00
0.01
l. Percolation test was performed in accordance wth City of Carlsbad BMP Design Manual, Appendix D: Approved Infiltration Rate Assessment Methods, Effective
February 2016
2. Infiltration Rate was calculated using Porchet Method.
3. Per the procedures for shallow percolation tests in non-sandy soils, a minimum of twelve measurements were taken in 30-minute intervals for six hours after sandy
4. Weather: Partly Cloudy/Sunny: 55-65 degrees F
5. Measurements were collected from the Top of PVC Pipe
PROJECT Langan # 700086702 JOB NO. 2012-0057 BY LD DATE 03/17/21
Sample No. LB-7 / S-1 LB-9 / S-1 LB-13 / S-1 LB-14 / S-2 LB-15 / S-2 LB-15 / S-4 LB-15 / S-6 LB-16 / S-1
Depth (ft) 5.0 5.0 5.0 10.0 10.0 20.0 30.0 5.0
Testing
Capistrano FILL FILL FILL FILL FILL FILL FILL
Soil Type Brown, Sandy Brown, Sandy Brown, Silty Clay Brown, Sandy Brown, Silty Clay Brown, Clayey Brown, Silty Clay Brown, Silty Clay Clay Clay w. Sand Clay Sand
Wet+Tare 563.8 1002.7 567.3 402.0 932.1 959.5 1148.9 937.5
No. Ring 3 5 3 2 5 5 6 5
Wet Weight 126.3 118.8 126.0 95.1 98.9 110.8 112.1 105.8
Dry Weight 118.2 115.9 114.4 85.4 91.7 102.4 106.5 99.7
Wet density 118.6 129.1 119.6 129.5 117.3 121 .9 121 .6 118.2
% Water 6.9 2.5 10.1 11.4 7.9 8.2 5.3 6.1
Dry Density 111 .0 126.0 108.6 116.3 108.8 112.7 115.5 111 .4
0.8.Press(psf)
Sample No. LB-16 / S-3 LB-16 / S-5 LB-17 / S-1 LB-18 / S-1 LB-18 / S-3 LB-18 / S-7
Depth (ft) 15.0 25.0 5.0 5.0 15.0 35.0
Testing
FILL FILL Capistrano FILL FILL FILL
Soll Type Brown, Sandy Brown, Silty Clay Brown, Silty Clay Brown, Sandy Brown, Silty Clay Brown, Silty Clay Clay Clay
Wet+Tare 974.5 970.7 595.6 939.3 959.2 598.6
No. Ring 5 5 3 5 5 3
Wet Weight 308.9 66.3 84.4 100.5 94.7 136.3
Dry Weight 259.7 54.9 70.7 87.2 76.5 116.5
Wet density 124.4 123.8 127.4 118.5 121.8 128.3
% Water 18.9 20.8 19.4 15.3 23.8 17.0
Dry Density 104.6 102.5 106.8 102.8 98.4 109.6
O.B.Press(psf) ")_ ~ .. ~ ~ 9ic
Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
APPENDIX D
Laboratory Test Results
16 April 2021
. ) '
)(
Cl)
'tJ
E
~
:§
iii ro ~
PLASTICITY INDEX ASTM 04318
60
50 ::te LB-16 / S-1
e LB-16/S-2
40
.A LB-16 / S-3
30
■LB-16 / S-4
20
10 A
Cl~l /
0 I/
0 10 20 30
Sample Depth (ft)
LB-16 / S-1 5
LB-16 / S-2 10
LB-16 / S-3 15
LB-16 / S-4 20
Job Name Langan # 700086702
Job No.: 2012-0057
LL
49
37
40
32
CL ,v-
It. /
• / /
M ... and OL
40 50
Liquid Limit
PL Pl
23 26
21 16
20 20
24 8
60
"A"I ne /
CH /
/
/
/
OH , nd MH
70 80 90 100
uses Material Description
CL
CL
CL
ML
Date: 3/17/21
Project:
Sample:
Description:
COMPACTION TEST REPORT
Langan# 700086702
LB-10 @ 0 -5'
Brown, Silty Clay w. Gravel
GLA No. 2012-0057
Date: 03/17 /21
By: LO
ASTM D1557 I Method C Volume (cf): 0.075 # Blows: 56 # Layers: 5
-u
Cl.
> ....
Specimen
Wet Weight (lbs)
Wet Density (pct)
Moisture Content(%)
Dry Density (pct)
140
135
130
125
-~ 120
cu 0
~ 0
115
110
105
100
◄
0 5
\
\
\
\
,..
~
/
A B C
10.05 10.02 9.54
134.0 133.6 127.1
12.8 10.6 7.7
118.8 120.8 118.1
Max. Dry Density : 121.0 pd
Opt. Water Content: 10.5%
\
\
\ \
' \ \
' \
\ ' \ \ \
' \
\ \
' \ \
' \ \ \
' ' \
\ '\
\ \ \
\
\ \ \
' ' ' / ...... ......... \ \ \
/ " \ \ ' • \ \ \
\ \ \
'\ '\
\ \ \
'\
\ \ \
\ I\
\. \. ' II. '\
\ \
II. \.
\ ' ' r -... \. -s -· \"
I\.
'
I\.
'
\ (.
\.
10 15 20
Moisture Content(%)
D
9.17
122.3
5.9
115.5
\
' \.
I\.
\. ' :0 'O \.
\ G -= '.80
" '\
\. 1"-
25 30
'
C Project:
Sample:
COMPACTION TEST REPORT
Langan # 700086702
LB-16@ 0 -5'
Description: Brown, Silty Clay
Job No. 2012-0057
Date: 3/17/2021
By: LP
ASTM D1557 I Method A Volume (cf): 0.03333 # Blows: 25 # Layers: S
Specimen
Wet Weight (grs)
Wet Density (pd)
Moisture Content (%)
Dry Density (pd)
135 '
130
125
120
J
1•
110
105
100
95
0 5
A B C
2032 1994 1880
134.4 131.9 124.3
12.1 10.0 7.4
119.9 119.9 115.8
Max. Dry Density : 120.5 pcf
Opt. Water Content: 11.0 %
' \
\
\ \ \
' \
\ \
' \ \
' \ \ I\
' ' \
\ '\ I\
\ \ \
' '\
\ \ I\
' ' ' I\ I\ I\.
I/ r,.. ' ' ' ~ I\. \ I\ ~
.I ' \ \ ' 19 I\ ' \
\ \. ' I\ \ \
\. \. \
' \. \.
' ' '\. \
I\
\.
' \.
, -~ s ,-
10 15 20
Moisture Content(%)
D
2016
133.3
14.2
116.8
\.
' I\.
" \. \.
' ' I\. \.
" \.
\. \. ' ' \.. \.
I\. \ ' l'I. \. \ ,..,. \. '1'. I\.
G = 2 '0 ,-G = .80
25 30
Project:
Sample:
COMPACTION TEST REPORT
Langan # 700086702
LB-13@ 0-5'
Description: Brown, Silty Clay
Job No. 2012-0057
Date: 3/17/2021
By: LP
ASTM D1557 I Method A Volume (cf): 0.03333 # Blows: 25 # Layers: 5
:s E:
> ..
Specimen
Wet Weight (grs)
Wet Density (pd)
Moisture Content (%)
Dry Density (pd)
135
130
125
120
~ 115
CII C
i!" C
110
105
100
95
0 5
1
/
'
A B C
2048 2043 1969
135.4 135.1 130.2
11.8 13.9 9.3
121.2 118.6 119.1
Max. Dry Density : 121.0 pcf
Opt. Water Content: 11.5 %
' \
\ ' \ \ \
' \
\ \
' \ \
' \ \ \
' ' \
I\ \ " \ \ \
' ' \ \ \ -' ' ' V ,\ \ \.
.,/ ~ ' \
~ 4\ \ I\
/ \. \. \
\ \
\. \. \
11. " \.
\. ' ' II. I\
\. \.
' ,.__
\. \
11. -..;;:
II..
'
, -.,.
s
10 15 20
Moisture Content{%)
D
1873
123.9
7.1
115.7
I\.
' I\
' l\ \.
' II..
I\. \.
7li I\
K '\. ' ' I\ '\.
I'\. " 1'. -. I\ '\ "' ,.,. '\. "' I'\.
r. :I, rn
G = l>.8
25 30
Langan # 700086702 SOIL TEST RESULTS Job No. 2005-011
SAMPLE NO.: LB-10@ 0 -5' LB-16@0-5'
DESCRIPTION Silty Clay Silty Clay
DIRECT SHEAR TEST Ctvoel
Initial Moisture Content %
Dry Density (pcf)
Normal Stress (psf)
Peak Shear Stress (psf)
Ultimate Shear Stress (psf)
Cohesion (psf)
Internal Friction Anqle (degrees)
IXPAN810N TIST uae ITD 18-2
Initial Dry Density (pcf)
Initial Moisture Content %
Final Moisture Content %
Pressure (psf)
Expansion Index lswell %
]'·' . --......... '; .. ~ ... ' .....
Resistivity (CTM643) (ohm-cm) 720 <500
pH (CTM643) 7.6 7.2
-.... ~ ··-.. ,{ ~-, -....... , .. ..
Soluble Sulfate (CTM 417) (ppm) 2921 1794
Chloride Content (CTM 422) (ppm) 418 252
~ ~
Geologic Associates
Client: Langan
Client's Job No.: 700086702
2001-034 GLA Reference:
TEST SPECIMEN
Compactor Air Pressure
Initial Moisture Content
Water Added
Moisture at Compaction
Sample & Mold Weight
Mold Weight
Net Sample Weight
Sample Height
Dry Density
Pressure
Exudation Pressure
Expansion Dial
Expansion Pressure
Ph at 1 000lbs
Ph at 2000Ibs
Displacement
R' Value
Corrected 'R' Value
'R' VALUE CA301
Date: 3/17/21
Sample: LB-12@ 0 -5'
Soil Type: Brown, Silty Clay
A B C
psi 150 100 70
% 5.6 5.6 5.6
ml 100 120 140
% 14.4 16.2 17.9
gms 3180 3182 3189
gms 2098 2102 2114
gms 1082 1080 1075
in. 2.51 2.54 2.54
pct 114.2 110.9 108.8
lbs 9045 5670 2880
psi 720 451 229
X 0.0001 117 64 41
psf 507 277 178
psi 28 50 58
psi 80 115 132
turns 3.11 3.87 4.76
45 20 10
45 20 10
FINAL 'R' VALUE
By Exudation Pressure(@ 300 psi): 12
By Epansion Pressure 6
Tl= 5
By: LD J
D
Langan # 700086702 CONSOLIDATION TEST -ASTM D2435 Job No. 2012-0057
Boring / Sample No. LB-15 / S-4 Depth: 20' Date 03-11 -21
0.00 -' _,_
,_
0.50 -
~ -n --■ Natural ,v .,v
1.00 ..... ..... ..... o Submerged
" ' . '
1.50 T I i'+ I r, 't:::"7
'
' 2.00
" '\
'\
2.50 '\
'\
t\ 'I -, I'\ -'\
3.00 ......... '\ ....
......... r--.. ' .....
3.50 ....... ...... .....
r-..
4.00 ...... ...... ......
A \
C --~4.50 -......
U) \ .....
~ ......
0 5.00
i:: 1 .,.
Clayey Sand -·
5.50 D~ Densit 112. 7 ~cf lnitia Water ontent: .2 %
Final Water Content: 10.0 %
6.00
H20 @ 2400 PSF
6.50
7.00
7.50
8.00
8.50
9.00
9.50
1 Ill [II 00
10.00
Vertical Pressure (psf)
Langan# 700086702 CONSOLIDATION TEST-ASTM D2435 Job No. 2012-0057
Boring / Sample No. LB-15 / S-2 Depth: 1 O' Date 03-11 -21
0.00 I
0.50 ~ ~ . -
,,.~ ■ Natural
1.00 ..... ......
, ....... o Submerged
' l .a.a
1.50 -..
-, ,. u
' ' ' 2.00 ' ' ' '
2.50 ' ' '\
' 3.00 ,.., ')
1 -·
3.50 I
I
Silty Cl~ I
D~ Densit 1 8.8 yet I
4.00 lnitia Water ontent: .9 % I
Final Water Content: 9.3 % I
C H2O @ 1200 PSF
·~4.50
cl5
~ I 0 5.00 I
I
I
5.50
I
I
6.00 I
n L
" ......
6.50 i-..
" "" I ...... ......
7.00 rs..
i-..
"" ..... I ...... I
7.50 ...... I ...... ...... -.
8.00 -~ --8.50 ' ' 0 co -·--
9.00
9.50
1 II ! Ill 00
10.00
Vertical Pressure (psf)
C
Langan # 700086702 DIRECT SHEAR TEST -ASTM D-3080 GLA No. 2012-0057
• peak shear strength • strength at 1/4" displacement
4000
3000
C (/) a. -.c -0)
C <llWOO L.. -Cl)
L.. ro (I) .c
Cl)
7
/
/ .,,,,v
/
_,,/
/
..,,v
V
.,/
I/
/
./.,
I/,.,.
/ V
,.,v
_,,/
V 1000
./ V, /
/
/
/,,.
/ ,,, ..,/
/ /
/
I/
0 ,., V
0
Sample Im!t
LB-7/S-1 Undisturbed
& Saturated
Normal Pressure (psf)
1000
2000
4000
Date: 03-17-2021
v .....
/ ,., 7
.,/
1000 2000
Normal Pressure (psf)
Strain Rate: 0.0042 in./ min.
Descrjptioo
Sandy Clay
Pry Density (pct.)
111.0
Peak Shear Strength (psf)
960@ 0.0350"
1780 @ 0.0850"
3220 @ 0.0500"
C = 300 psf
<I>= 35.5 deg.
V
/'
/
./ .,
/
/
,,/'
I/
, /
.-""l• ,.,v
__ ..,,
.,v
.,/
V .,,,.,,,.
3000 4000
loitial w,c, (%)
6.9
Eioal w,c, (%)
28.4
Ultimate Shear Strength (psf)
500
1300
2240
C = 0 psf
<I>= 28 deg.
GeoLogic Associates
Langan # 700086702 DIRECT SHEAR TEST -ASTM D-3080 GLA No. 2012-0057
• peak shear strength ... strength at 1/4" displacement
4000 .--,---.-~.--,---.-~.--.---.-~.--.----,--r--.--.----,--r--.---.----,---,--..----,-.....,...--,--..---,----.--.--..---,----,--.--...---.---,--r--,
,;'v 3000 ....-+--4--1--+--f.--4--l--+--f---4--1--+--f---4--+-+-+--+--+-+-+--+--+-+-+--+--+-+-+--+--+-+-+--+--+-+-+/....,..."+-I,
V
-1n a. -L/V ~v
.c V e> , V v ...
C V.., /V ~000 ....-+--4--1--+--f.--4--l--+--f---4--1--+--f---4--+-+-+--+--+--+-.,,,v.-F--+-+--+--+-+-+--+-v"""""+-+--+--+-+-+--+--+-+-+--I
+-'
Cl) ~/ .... ro
Q) .c
Cl)
l/v
V
V
l/v
V
v"'
V .,,,v 1000 .....-.---1-__.,,..:i--+--+--+--+---+--+---.---+--+-+-+--+--+-+-+--+--+-+-+--+--+-+--1--+-+-+--1--+-+-+--f--+-+-i ~v I/
vv
I/
v
0 '---'---'---'--'---'---'---'--'--'---'---'--'--'---'--'--.L......L---'----'---.,____._---'---_.__"--'----'----'---.L......L--'--'---.L......L--'--L--'----L---L-_,__,
0
Sample Ill.Wt
LB-9/S-1 Undisturbed
& Saturated
Normal Pressure (psf)
1000
2000
4000
Date: 03-17-2021
1000 2000
Normal Pressure (psf)
Strain Rate: 0.0042 in. / min.
Pescrjptioo
Sandy Clay
Pry Density (pcO
126.0
Peak Shear Strength (psf)
1380 @ 0 .1100"
2120@ 0.0850"
2940 @ 0.0500"
C = 800 psf
<l> = 30 deg.
3000
Initial w,c, (%)
2.5
4000
Eioal w,c, (%)
22.0
Ultimate Shear Strength (psf)
860
1330
2640
C = 300 psf
<l>= 30 deg.
GeoLogic Associates
C
C.
•
Langan # 700086702 DIRECT SHEAR TEST -ASTM D-3080 GLA No. 2012-0057
• peak shear strength • strength at 1/4" displacement
4000
3000
--en a. -.c. ... C)
C <ll2000 L.. ...
Cl)
L.. ro Q) .c. Cl)
1000
0
/
~/ /
.,/
0
sample Im!t
--/
........ -✓
........ -
LB-13/S-1 Undisturbed
& Saturated
Normal Pressure (psf)
1000
2000
4000
Date: 03-17-2021
.v
.,/ v---
_.,,,,, .... /
V _.,,. V
~/ v. ....
., ..... ~/
./ ., _.,,.
. / 1 ........ ---
/
H
1000 2000
Normal Pressure (psf)
Strain Rate: 0.0042 in. / min.
Description
Silty Clay
Pry Density (ocO
108.6
Peak Shear Strength (psf)
710@ 0.1750"
1670@ 0.1650"
2540@ 0.1750"
C = 800 psf
$ = 23.5 deg.
....... _,..-j ~
v V"
-v v""'
--./ v
v""' _ _.,,,,,
1 ...............
3000 4000
Initial w,c, (%) Eioal w,c, (%)
10.1 25.8
Ultimate Shear Strength (psf)
680
1520
2450
C = 700 psf
$ = 23.5 deg.
GeoLogic Associates
Langan # 700086702 DIRECT SHEAR TEST -ASTM D-3080 GLA No. 2012-0057
• peak shear strength • strength at 1/4" displacement
4000 .---..----,--.--.---r---,--.--r--r---,---.--r--r---,---.--r--r---,---.--.---,----,---.--,---,----,---.--,---,----.---.-.,.....,----.---.-.,.....,-----r---,---,
3000 1---+--+--+-+-+--+--+-+-+--+--+-+-+--+--+-+-+--+--+-+-+--+--+-+-+--+--+-+-+--+--+-+-+--+--+-+-t--+---+--,,1. ,,,v
.,v --Cl) a. ...,..v -.c _..
C) c , ~V V Ql1000 l---+----+---+--i----l----+---+--i----l----+---+--i----l----+--l--l----l----l---l---,~---l---l--+--l----l---l---!----+-+---l---i----4...-;:;...--1---1----+---1--+--1 .::. ,,,v ~/
Cl) .... ro Q) .c Cl)
...,..v .,,-' _,,,,.v 1000 i,,:::.+-+-+-1-+-+-+-1-+-+-+-+,,,,"F-+--+-+-+-+--+-+-+-+--+-+-+-+--+-+-+-+--+-+-+--+--+-+-+--+--+---1 V
.,,v
0
0
Sample ~
LB-17/S-1 Undisturbed
& Saturated
Normal Pressure (psO
1000
2000
4000
Date: 03-17-2021
1000 2000
Normal Pressure (psf)
Strain Rate: 0.0042 in. / min.
Description
Silty Clay
Pry Density (pcO
106.8
Peak Shear Strength (psf)
1500@ 0.0800"
2040 @ 0.0950"
2980 @ 0.1000"
C = 1000 psf
(j> = 26.5 deg.
3000
Initial w.c. (%)
19.4
4000
Eioal w.c. (%)
23.3
Ultimate Shear Strength (psf)
740
1320
2270
C = 400 psf
(j> = 25.5 deg.
GeoLogic Associates
t
C
Langan # 700086702 DIRECT SHEAR TEST -ASTM D-3080 GLA No. 2012-0057
• peak shear strength • strength at 1/4" displacement
4000
3000
--(/) c.. -.c .......
O> C: <ll1000 .... ....... Cl) .... co
(1) .c Cl)
1000
0
V
v'
/
,,,,.
/ ....
_,,," ,,,,,
0
Sample ~
.,v
/
,v
V
LB-18/S-1 Undisturbed
& Saturated
Normal Pressure (psf)
1000
2000
4000
Date: 03-17-2021
/
,,,,.
/ / .,v
V
/ ,,,,,.,
v .... v' .,,,,.,
/ / .,,, ...... ,,,,v .,, /
V V ·~ v ...... ..,.....,
/ V
,v
1000 2000
Normal Pressure (psf)
Strain Rate: 0.0042 in. / min.
Descrjptjon
Sandy Clay
Pry Density (pcQ
102.8
Peak Shear Strength (psf)
1320@ 0.2400"
1490@ 0.1700"
2960 @ 0.1655"
C = 800 psf
~ = 28 deg.
..) ,,,,v
,/
,v
V V
v"" /
1/V" I/..-,,,,.,,
,,,,v
V
v
3000 4000
Initial w,c, (%)
15.3
Eioal w.c, (%)
20.4
Ultimate Shear Strength (psf)
1320
1380
2620
C = 400 psf
~= 28 deg.
GeoLogic Associates
Langan # 700086702 DIRECT SHEAR TEST -ASTM D-3080 GLA No. 2012-0057
• peak shear strength • strength at 1/4" displacement
4000 ,......,..---,---.--...--,----,---.--........,.---.---.--........,. ......... --.--........,. ......... --.--..---,----,---.---r-T--r---r-T""""""T----r---r-T""""""T----r-"""T"""-r--,----r---r--,
3000 .....-l---4---1--1---1---4---l--i------.---4---l--i------.---4--------+--+--+--+-+--+--+-+--+--+-+-+--+---+--t
-..... (fJ a. -.c ...... C)
C <mooo .... ......
(./) .... ro Q) .c
(./)
V
vv
v,,..
......
..,,,,.v 1000 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----r--t--t-t----r--r--t-t---r-r---1 I/,..
0
sample bWt
LB-18/S-3 Undisturbed
& Saturated
Normal Pressure (psf)
1000
2000
4000
Date: 03-17-2021
••
1000 2000
Normal Pressure (psf)
Strain Rate: 0.0042 in./ min.
Description
Silty Clay
Pry Density (pct)
98.4
Peak Shear Strength (psf)
790 @ 0.0800"
1250@ 0.1500"
2160@ 0.2450"
C = 300 psf
<j> = 25 deg.
3000
Initial w.c, (%)
23.8
4000
Eioal w.c, (%)
27.1
Ultimate Shear Strength (psf)
680
1210
2160
C = 300 psf
<I>= 25 deg.
Geologic Associates
, f ! •
Langan # 700086702 DIRECT SHEAR TEST -ASTM D-3080 GLA No. 2012-0057
• peak shear strength • strength at 1/4" displacement
6000
5000
4000 --(f) a. -..c ...... en C:
Q.BOOO .... ...... (/) ....
al (l) ..c
(/)
2000
1000
0
,,.
,
, .... , .... ...... ,,.
0 1000
sample ~
LB-18/S-7 Undisturbed
& Saturated
, ....
Normal Pressure (psf)
2000
4000
6000
Date: 03-17-2021
I,,'
I..,,
I..,, ·~ ..., , ,,,,. L...-
I..,, ,
., ., .... .... , .... ., ., .... .... ., .,
, , .... ....
,..., ...... •
2000 3000 4000
Normal Pressure (psf)
Strain Rate: 0.0042 in. / min.
Description
Silty Clay
Pry Density (pcfJ
109.6
Peak Shear Strength (psf)
2090 @ 0.0950"
3200 @ 0.1500"
4140@ 0.1550"
C = 1100 psf
<I>= 26.5 deg.
,
;' ,...,
I,,' ,...,
I,,' ,
I,,' ,...,
,
, ....
I,,'
5000
Initial w.c, (%)
17.0
,,,,.
,
,,. ,,,,. ·~ ,,,,.
L;'
6000
Eioal w,c, (%)
20.6
Ultimate Shear Strength (psf)
1540
2950
3880
C = 800 psf
<I>= 26.5 deg.
GeoLogic Associates
! I \
EXPANSION INDEX-UBC 18-2 & ASTM D 4829-88
PROJECT Langan Engineering # 700086702 JOB NO. 2012-0057
Sample LB-12 / Bulk@ 0 -5' By LO Sample LB-13 / Bulk@ 0 -5' By LO
Sta. No. Sta. No.
Soil Type Brown, Silty Clay Soil Type Brown, Silty Clay
Date Time Dial Reading Wet+Tare 600.6 Date Time Dial Reading Wet+Tare 605.8
3/17/2021 16:20 0.2679 Tare 214.8 3/17/2021 16:20 0.3383 Tare 219.9
H2O Net Weight 385.8 H2O Net Weiqht 385.9
3/18/2021 10:00 0.2139 % Water 11 3/18/2021 10:00 0.2724 % Water 11
Dry Dens. 105.3 Dry Dens. 105.3
%Max %Max
Wet+Tare 643.3 Wet+Tare 651.4
Tare 214.8 Tare 219.9
Net Weight 428.5 Net Weight 431 _5:::)
INDEX 54 5.4% % Water 23.3 INDEX 66 6.6% % Water 24.1
Sample LB-16 / Bulk@ 0 -5' By LO Sample By
Sta. No. Sta. No.
Soil Type Brown, Silty Clay Soil Type
Date Time Dial Reading Wet+ Tare 604.4 Date Dial Reading Wet+ Tare
3/17/2021 16:20 0.329 Tare 217.8 Tare
H2O Net Weiaht 386.6 Net Weiaht
3/18/2021 10:00 0.2659 % Water 11 % Water
Dry Dens. 105.5 Dry Dens.
%Max %Max
Wet+Tare 652.5 Wet+Tare
Tare 217.8 Tare
Net Weight 434.7 Net Weight ~
INDEX 63 6.3% % Water 24.8 INDEX % Water
PROJECT Langan # 700086701 JOB NO. 2012-0057 BY LD DATE 10/14/20
Sample No. LB-2/S-1 LB-3/S-2 LB-4/S-1 LB-4/S-3 LB-4/S-5A LB-4/S-5B
Depth (ft) 5.0 10.0 5.0 15.0 20.0 20.0
Testing
Soll Type L. Brown, Sandy Brown, Sandy L. Brown, Silty Orange Brown, Orange L. Brown, D. Brown, Silty
Clay Clay Clay Sandy Clay Sandy Clay Clay
Wet+Tare 1189.0 1172.6 556.3 1013.0 381.3 590.2
No. Ring 6 6 3 5 2 3
Wet Weight 154.4 136.1 189.6 140.1 142.8 150.8
Dry Weight 125.2 116.2 166.9 120.5 124.0 128.5
Wet density 133.8 131.5 123.2 137.5 127.5 132.6
% Water 23.3 17.1 13.6 16.3 15.2 17.4
Dry Density 108.5 112.3 108.4 118.3 110.7 113.0
O.B.Press(psf)
Sample No.
Depth (ft)
Testing
Soil Type
Wet+Tare
No. Ring
Wet Weight
Dry Weight
Wet density
% Water
Dry Density
O.B.Press(psf)
l,_; .',.JI.· ~LJ~gic
Job Name
Job No.
Sample
Soil Type
% water
Wet weight
Dry weight
+ 200 sieve
% Retained
%Pass. #200
Sample
Soil Type
% water
Wetweioht
Dry weight
+ 200 sieve
% Retained
%Pass. #200
Sample
Soil Type
% water
Wetweiqht
Dry weiqht
+ 200 sieve
% Retained
%Pass. #200
Sample
Soil Type
% water
Wet weight
Dry weioht
+ 200 sieve
% Retained
%Pass. #200
WASH #200 SIEVE -ASTM D 1140-92
Langan# 700086701
2012-0057
LB-4 / B-1 Sample
Soil Type
9.8 % water
265.7 Wet weight
242.0 Dry weioht
103.8 + 200 sieve
42.9 % Retained
57 %Pass. #200
Sample
Soil Type
% water
Wet weight
Dryweioht
+ 200 sieve
% Retained
%Pass. #200
Sample
Soil Type
% water
Wet weight
Drvweight
+ 200 sieve
% Retained
%Pass. #200
Sample
Soil Type
% water
Wet weight
Dry weight
+ 200 sieve
% Retained
%Pass. #200
Sample
Soil Type
% water
Wet weight
Dry weiqht
+ 200 sieve
% Retained
%Pass. #200
Sample
Soil Type
% water
Wet weight
Dry weight
+ 200 sieve
% Retained
%Pass. #200
Sample
Soil Type
% water
Wet weight
Dry weight
+ 200 sieve
% Retained
%Pass. #200
Sample
Soil Type
% water
Wet weight
Dry weight
+ 200 sieve
% Retained
%Pass. #200
Date
By
10-14-20
LO
I II 'I.
Langan Engineering# 700086701 SOIL TEST RESULTS Job No . 2012-0057
SAMPLE NO.: LB-4 / B-1
DESCRIPTION Sandy Clay
DIRECT SHEAR TEST ltvoe\
Initial Moisture Content %
Dry Density (pcf)
Normal Stress (psf)
Peak Shear Stress (psf)
Ultimate Shear Stress (psf)
Cohesion (psf)
Internal Friction Anqle (deqrees)
EXPANSION TEST uac STD 11·2
Initial Dry Density (pcf)
Initial Moisture Content %
Final Moisture Content %
Pressure (psf)
Expansion Index lswell %
OOAROSIVITY TIIT
Resistivity (CTM643) (ohm-cm) 710
pH (CTM643) 7.1
OHEMIOAL TESTS
Soluble Sulfate (CTM 417) (oom) 395
Chloride Content (CTM 422) (ppm) 111
Wuh ftOO .aa.v. iu ,-U.11.&&11'
Sandi"'' . "(AITM 0M1t)
~~"~~.':~~ic
·-
EXPANSION INDEX -USC 18-2 & ASTM D 4829-88
PROJECT Langan # 700086701 JOB NO. 2012-0057
Sample LB-4 / B-1 By LD Sample By
Sta. No. Sta. No.
Soil Type Brown, Sandy Clay Soil Type
Date Time Dial Reading Wet+Tare 600 Date Dial Reading Wet+Tare
10/13/2020 15:30 0.2958 Tare 219.7 Tare
H2O Net Weiaht 380.3 Net Weiaht
10/14/2020 12:00 0.2174 % Water 11.5 % Water
Drv Dens. 103.3 Drv Dens.
%Max %Max
Wet+Tare 651.2 Wet+Tare
Tare 219.7 Tare
Net Weight 431.5 Net Weight
INDEX 78 7.8% % Water 26.5 INDEX % Water -J
Sample By Sample By
Sta. No. Sta. No.
Soil Type Soil Type
Date Dial Reading Wet+Tare Date Dial Reading Wet+Tare
Tare Tare
Net Weight Net Weiaht
% Water % Water
Dry Dens. Dry Dens.
%Max %Max
Wet+Tare Wet+Tare
Tare Tare
Net Weight Net Weight
INDEX % Water INDEX % Water
. J
' • J .
Langan # 700086701 DIRECT SHEAR TEST -ASTM D-3080 GLA No. 2012-0057
• peak shear strength ... strength at 1/4" displacement
4000
3000
--Cl) a. -..c ..... C)
C ~000 L-.....
(/)
L-eo Q) ..c
(/)
1000
0
_,,,, ...
/
~/
0
Sample Ila2e.
LB-4/S-1 Undisturbed
& Saturated
__,,,,,,,...
Normal Pressure (psf)
1000
2000
4000
Date: 10-14-2020
v
V
-(...,"
/ /
__,,,,,---
v,,.
-v
J -v __,.,,...
__,,,,, ......
V
./
_/
..... I"
H
1000 2000 3000 4000
Normal Pressure (psf)
Strain Rate: 0.0042 in. / min.
Pescciptioo
Silty Clay
Pry Density (pcQ
108.4
Peak Shear Strength (psf)
830@ 0.0700"
1450@ 0.1500"
2200@ 0.2400"
C = 400 psf
~ = 24 deg.
Initial W,C, (%) Eioal W,C, (%)
13.6 24.6
Ultimate Shear Strength (psf)
740
1430
2200
C = 400 psf
~= 24 deg.
GeoLogic Associates
Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
APPENDIX E
Field Shear Wave Testing Results
16 April 2021
,• • ' • 9
A..,. A e ____..,-, I L )T.::» .__
6280 Riverdale Street
San Otego, CA 92120
(877) 215-4321 I oneatlas.com
March 17, 2021
MR. DANIEL JUDGE SERRANO
LANGAN
18575 JAMBOREE ROAD, SUITE 150
IRVINE, CALIFORNIA 92612
Subject: Geophysical Evaluation
South Melrose Drive & Lionshead Avenue
Carlsbad, California
Dear Mr. Judge Serrano:
Atlas No. 121097SWG
Report No. 1
In accordance with your authorization, Atlas Technical Consultants has performed a geophysical
evaluation pertaining to the project located in the vacant lot at the intersection of South Melrose
Drive and Lionshead Avenue, in San Marcos, California (Figure 1 ). The purpose of our study was
to develop one-dimensional (1-0) Shear-wave velocity profiles to be used for design and
construction at the study site. This letter report presents our methodology, equipment used,
analysis, and findings. Our services were conducted on March 15, 2021 .
Our scope of services for the project included performance of two 1-0 refraction microtremor
(ReMi) profiles (RL-1 and RL-2) at preselected areas of the site (Figure 2). The ReMi technique
uses recorded surface waves (specifically Rayleigh waves) that are contained in background
noise to develop a Shear-wave velocity profile of the study area down to a depth, in this case, of
approximately 100 feet. The depth of exploration is dependent on the length of the line and the
frequency content of the background noise. The results of the ReMi method are displayed as a
one-dimensional profile which represents the average condition across the length of the line. The
ReMi method does not require an increase of material velocity with depth; therefore, low velocity
zones (velocity inversions) are detectable with ReMi.
Our ReMi evaluation included the use of a 24-channel Geometrics Geode seismograph and 24,
4.5-Hz vertical component geophones. Geophones were spaced 10 feet apart for a total line
length of 230 feet. Fifteen records, each 32 seconds long, were recorded and then downloaded
to a computer. The data was later processed using Surface Plus 9.1 -Advanced Surface Wave
Processing Software (Geogiga Technology Corp., 2020), which uses the refraction microtremor
method (Louie, 2001) and other surface wave analysis methods. The program generates phase-
velocity dispersion curves for each record and provides an interactive dispersion modeling tool
where the users determine the best fitting model. The result is a one-dimensional shear-wave
velocity model of the site with roughly 85 to 95 percent accuracy. Figure 3 depicts the general site
conditions in the study area.
Page 1
A..-, A ~ .---r, I C )T':1----
Figures 4a, 4b and Table 1 present the results from our evaluations for RL-1 and RL-2. Based on
our analysis of the collected data, the average Shear-wave velocities down to a depth of 100 feet
are 1094 (ft/s) for RL-1 and 1316 (ft/s) for RL-2. These values all correspond to a site classification
of D for RL-1 and C for RL-2. Based on our discussions with your representative at the site, it is
our understanding that the drilling results indicate a thicker sequence of fill material beneath the
subsurface where RL-1 was performed. The differing results between RL-1 and RL-2 are likely
due to this change in fill thickness. It should be noted the ReMi results represent the average
condition across the length of the line.
Table 1 -ReMi Results
Line No. Depth Shear Wave Velocity
(feet) (feet/second)
0-17 627
17-19 641
19-26 729
26-33 741
RL-1 33-39 803
(N-S) 39-47 857
47-57 1674
57-67 1762
67-86 2380
86-100 2394
0-7 585
7-19 868
19-28 1011
28-35 1129
RL-2 35-42 1263
(E-W) 42-51 1610
51-61 1618
61-68 1639
68-93 2356
93-1 00 2400
The field evaluation and geophysical analyses presented in this report have been conducted in
general accordance with current practice and the standard of care exercised by consultants
performing similar tasks in the project area. No warranty, express or implied, is made regarding
the conclusions and opinions presented in this report. There is no evaluation detailed enough to
reveal every subsurface condition. Variations may exist and conditions not observed or described
in this report may be present. Uncertainties relative to subsurface conditions can be reduced
through additional subsurface exploration. Additional subsurface evaluating will be performed
upon request.
Atlas No
Report No.
Page 2
t • '• '
/ ,•, • . ,
A .... A~ ___,.., I Ci~
This document is intended to be used only in its entirety. No portions of the document, by itself,
is designed to completely represent any aspect of the project described herein. Atlas should be
contacted if the reader requires additional information or has questions regarding the content,
interpretations presented, or completeness of this document. This report is intended exclusively
for use by the client. Any use of or reuse of the findings, conclusions, and/or recommendations of
this report by parties other than the client is undertaken at said parties' sole risk.
We appreciate the opportunity to be of service on this project. Should you have questions related
to this report, please call us at (858) 527-0849.
Respectfully submitted,
Atlas Technical Consultants LLC
Thomas M. Bouleanu
Senior Staff Geophysicist
TMB:PFL:ds
Attachments: Figure 1 -Site Location Map
Figure 2 -Seismic Line Location Map
Figure 3 -Site Photographs
Figure 4a -ReMi Results, RL-1
Figure 4b -ReMi Results, RL-2
~
Patrick F. Lehrmann, P.G., P.Gp.
Principal Geologist/Geophysicist
Distribution: Mr. Daniel Judge Serrano at djudge@langan.com
Atlas No. I ')J7
Report No.
Page 3
_,. ' 0:-------';. ,
@
, "''a
SITE LOCATION MAP A
OC(.\11 ltll I
!HlE~SI J1Jl!ICH
South Melrose Drive & Lionshead Avenue
Carlsbad, California
Project No.: 121097SWG Date: 03121
Rll:t-tl AUil
'~ .. ~ ... (q, San Ma1CQs
.~
~1
Figure 1
SEISMIC LINE
LOCAJION MAP
South Melrose Drive & Lionshead Avenue
Carlsbad, California
Project No.: 121097SWG Date: 03
I A-•-~ I .---r-t I L iT"::r--
F1gure 2
0 100 200
approximate scale in.,•~,t
South East Elevation
o 333°NW (T) • 33.131753, -117.240109 ±3 m • 81 m
East Elevation
o 284°W (T) • 33.132235, -117.242056 ±4 m • 87 m
SITE PHOTOGRAPHS
South Melrose Drive & Lionshead Avenue
Carlsbad, California
Project No.: 121097SWG Date: 03/21
A-• a e .---r, I C, ~
Figure 3
' .
LJ,---------------
~ Q)
~ -._;..
<!: 0 i:::
~ LU ,_ ...J LU
',.;; ~ i:::
c:(
Lit a:
Vs Model
0 500 1000 1500 2000 2500
0
-Vs100'= 1094 ft/s
-10 ,-------t---t--+---+----+--~
-20 ,----t-+--+------+-----1---_J
-30
Ill
-40 ..
-50
...
-60
-70
-80 ,-------t---+---+----+---L
-9o 1 --7 ----+---+----l----U
-100 ....____ __ ___J ___ _L ___ _j_ ___ _L_ __ LJ
ReMiRESULTS
RL-1
SHEAR-WAVE VELOCITY
(feet per second)
South Melrose Drive & Lionshead Avenue
Carlsbad, California
Project No.: 121097SWG I Date: 03/21
Figure 4a
I I ' -
)-,-
Vs Model
0 500 1000 1500 2000 2500
0
-Vs100'= 1316 ft/s
-10
--20
...
-30 -:;::-
C1)
~ -..._.
~ -40 0 .:::
§
LU uj -50 ,'-
~ ,_
.::: c::c -60 -.I LU a:
-70
-80
-90
-100
SHEAR-WAVE VELOCITY
(feet per second)
-I -
ReMiRESULTS South Melrose Drive & Lionshead Avenue ._ ... I --
Carlsbad, California -.... ~,,_,..-
RL-2
Project No.: 121097SWG I Date: 03/21
Figure 4b
Geotechnical Engineering Report
Proposed Warehouse Development
Carlsbad, California
Langan Project No: 700086702
APPENDIX F
Slope/W Stability Graphical Outputs
16 April 2021
.>
-·
"
' ' Color I Name I Model I Unit Cohesion' Phi' Phl-8
I I Weight (paf) (·) (°) Proposed Warehouse Building (pcf)
O I Santiago Mohr-Coulomb 127 400 25.5 0
Formation 1.5 Method: Bishop .-■ MSE Backfill Mohr-Coulomb 125 0 30 0 Horz Seismic Coef.: 0.15
□ RTW High Strength 150 Vert Seismic Coef.: 0
□ Sandy CLAY Mohr-Coulomb I 115 I 400 I 28 10
(S-1)
■ silty CLAY I Mohr-Coulomb I 120 I 300 I 25 10
(S-3)
■ silty CLAY I Mohr-Coulomb I 125 I 800 I 265 Io
(S-7)
Stability Analysis performed on Cross-Section B-B'. See Figure 9 for approximate location of Cross-Section B-B'
Subsurface Conditions Developed from Langan Borings LB-18 and LB-12
Material Strength Parameters selected from Laboratory Test Results or Assumed
Lot 4 Fill Slope Stability Analysis
Langan Project No.: 700086702
Santiago Fonnatlon
Model Developed from Plans Titted, "ALTAINSPS LAND TITLE SURVEY -SOUTHEAST CORNER OF S. tvELROSE DRIVE AND LIONSHEAD AVENUE" prepared byTHIENES ENGINEERING, INC. dated OCTOBER 2020.
Directory: \llangan.comldata\lRV\data?\700086701\Project Datal_Discipline\Geotechnical\Analyses\RTW Global Stability\; Last Edited By: Daniel Judge; Date: 03/25/2021; Time: 12:07:40 PM
IAN~AN
.. '
..
Color I Name I Model I Unit Cohesion' Phi' Phi.a
Weight (psf) c·) (.)
(pct)
[] \ Santiago Mohr-Coulomb 127 400 25.5 0
Formation 2.1 Method: Bishop .-■ MSE Backfill Mohr-Coulomb 125 0 30 0
□ RTW High Strength 150
□ Sandy CLAY Mohr-Coulomb 115 I 400 I 28 10
(S-1)
■ silty CLAY I Mohr-Coulomb I 120 I 300 I 25 10
(S-3)
■ silty CLAY I Mohr-Coulomb I 125 I 800 I 26.5 IO
(S-7)
Stability Analysis performed on Cross-Section B-B'. See Figure 9 for approximate location of Cross-Section B-B'
Subsurface Conditions Developed from Langan Borings LB-18 and LB-12
Material Strength Parameters selected from Laboratory Test Results or Assumed
Proposed Warehouse Building
Lot 4 Fill Slope Stability Analysis
Langan Project No.: 700086702
Santiago Fonnation
Model Developed from Plans Titled, "ALTA/NSPS LAND TITLE SURVEY -SOUTHEAST CORNER OF S. l,,ELROSE DRIVE AND LIONSHEAD AVENUE" prepared byTHIENES ENGINEERING, INC. dated OCTOBER 2020.
Directory:/ -'\Jan.com\data\lRV\data?\700086701\Project Data\_Discipline\Geotechnical\Anal 1TW Global Stability\; Last Edited By: Daniel Judge; Date: 03/25/2021; Time: 12; . ' I A,