BCOM2024-0011 - Geotechnical Report
Report Cover Page
Five Below Tenant
Improvement
Geotechnical Engineering Report
February 19, 2024 | Terracon Project No. CB235223
Prepared for:
Milan Capital Management, Inc.
701 S. Parker Street
Orange, CA 92868
Reviewed for Code Compliance
04/03/2024
Interwest Consulting Group
BCOM2024-0011
04/22/2024
11335 E Cooley Drive, Suite C
Colton, CA
P (909) 824-7311
Terracon.com
Facilities | Environmental | Geotechnical | Materials
Report Cover Letter to Sign February 19, 2024
Milan Capital Management, Inc.
701 S. Parker Street
Orange, CA 92868
Attn: Mr. Ryan Chen
P: (909) 493 -7777
E: ryan@milancap.com
Re: Geotechnical Engineering Report
Five Below Tenant Improvement
7873 0 CA -111
La Quinta, CA
Terracon Project No. CB235223
Dear Mr . Chen:
We have completed the scope of Geotechnical Engineering services for the above
referenced project in general accordance with Terracon Proposal No. PCB235223 dated
December 4, 2023 . This report presents the findings of the subsurface exploration and
provides geotechnical recommendations concerning earthwork and the design and
construction of foundations and floor slabs for the proposed tenant improvement project.
We appreciate the opportunity to be of service to you on this project. If you have any
questions concerning this report or if we may be of further service, please contact us.
Sincerely,
Terracon
Sean Paroski, E.I.T. Joshua R. Morgan, P.E.
Staff Engineer Manager of Regional Geotechnical
Services
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials i
Table of Contents
Introduction .................................................................................................... 1
Project Description .......................................................................................... 1
Site Conditions ................................................................................................ 2
Geotechnical C haracterization ......................................................................... 3
Groundwater ............................................................................................ 3
Laboratory Results .................................................................................... 4
Seismic Characterization ................................................................................. 4
Seismic Site Class ..................................................................................... 4
Faulting and Estimated Ground Motions ........................................................ 5
Liquefaction .................................................................................................... 6
Corrosivity ...................................................................................................... 6
Geotechnical Overview .................................................................................... 7
Earthwork ....................................................................................................... 7
Site Preparation........................................................................................ 8
Subgrade Preparation ................................................................................ 9
Excavation ............................................................................................... 9
Fill Material Types .................................................................................... 10
Fill Placement and Compaction Requirements ............................................... 11
Utility Trench Backfill ................................................................................ 11
Grading and Drainage ............................................................................... 12
Earthwork Construction Considerations ....................................................... 12
Construction Observation and Testing ......................................................... 13
Shallow Foundations ..................................................................................... 14
Design Parameters ................................................................................... 14
Foundation Construction Considerations ...................................................... 15
Floor Slabs .................................................................................................... 15
Floor Slab Design Parameters .................................................................... 16
Floor Slab Construction Considerations ........................................................ 16
General Comments ........................................................................................ 17
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials ii
Attachments
Exploration and Testing Procedures
Site Location and Exploration Plans
Exploration and Laboratory Results
Supporting Information
Note: This report was originally delivered in a web -based format. Blue Bold text in the
report indicates a referenced section heading. The PDF version also includes hyperlinks
which direct the reader to that section and clicking on the logo will bring you
back to this page. For more interactive features, please view your proj ect online at
client.terracon.com .
Refer to each individual Attachment for a listing of contents.
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials 1
Introduction
This report presents the results of our subsurface exploration and Geotechnical
Engineering services performed for the proposed tenant improvements at the existing
retail commercial building located at 78730 CA-111 in La Quinta, CA . The purpose of these
services was to provide information and geotechnical engineering recommendations
relative to:
■ Subsurface soil conditions
■ Groundwater conditions
■ Seismic Site Class per 2022 California Building Code (CBC)
■ Site preparation and earthwork
■ Foundation design and construction
■ Floor slab design and construction
The geotechnical engineering Scope of Services for this project included the advancement
of two test borings, laboratory testing, engineering analysis, and preparation of this
report. Our original scope included conducting two borings to a depth of 20 feet bgs using
a limited -access drill rig, one located in front of the existing structure, and one located in
the interior of the building. During our initial field mobilization, our field team discovered
that the narrow alleyway between the structure and the neighboring building was not wide
enough to allow a limited access drill rig to maneuver through the roll -up door to access
the interior of the structure. Subsequently, we returned to the site and hand augered the
interior boring, B-2, with a 3 in. hand-auger and a manual split -spoon sampler to collect
samples for testing .
Drawings showing the site and boring locations are shown on the Site Location and
Exploration Plan , respectively. The results of the laboratory testing performed on soil
samples obtained from the site during our field exploration are included on the boring logs
and/or as separate graphs in the Exploration Results section.
Project Description
Our initial understanding of the project was provided in our proposal and was discussed
during project planning. A period of collaboration has transpired since the project was
initiated, and our final understanding of the project conditions is as follows:
Item Description
Information
Provided
Project description, site plan, and schematic drawings provided
by Ryan Chen via email.
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials 2
Item Description
Project
Description
Based on the site plan and description provided, the project will
consist of the partial removal of an existing CMU wall and
construction of a new remodeled storefront and new concrete
spread footings at the entrance of the existing structure. In
addition, an interior wall will be modified to allow for the
construction of two 10 -foot wide openings within the wall.
Building
Construction
Based on the project description and schematic drawings, the
proposed storefront remodel will be metal construction
supported on shallow spread footings.
Finished Floor
Elevation
Finished floor elevation is expected to be at or near existing
grades.
Maximum Loads
(Assumed)
Structural loads were not provided at the time of this report.
We assume that the proposed structures will have the following
loads:
■ Columns: 40 to 80 kips
■ Walls: 1 to 3 kips per linear foot (klf)
■ Slabs: 150 pounds per square foot (psf)
Grading/Slopes Minimal cut/fill – final grade assumed to be less than one foot
from existing elevations .
Building Code 2022 CBC
Terracon should be notified if any of the above information is inconsistent with the planned
construction, especially the grading limits, as modifications to our recommendations may
be necessary.
Site Conditions
The following description of site conditions is derived from our site visit in association with
the field exploration and our review of publicly available geologic and topographic maps.
Item Description
Parcel
Information
The project is located at 78730 CA-111 in La Quinta, CA .
Latitude/Longitude (approximate): 33.7141° N, 116.2914° W
(See Site Location )
Existing
Improvements
The project site is currently developed as a commercial unit that
is part of a larger commercial development.
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials 3
Item Description
Current Ground
Cover
The project site is covered with concrete flatwork, asphalt
pavement and landscaping. The interior of the structure is
covered with concrete slab on grade.
Geotechnical Characterization
We h ave developed a general characterization of the subsurface conditions based upon
our review of the subsurface exploration, laboratory data, geologic setting and our
understanding of the project . Conditions observed at each exploration point are indicated
on the individual logs. The individual logs can be found in the Exploration Results
attachment of this report.
Subsurface material encountered at the site consisted of loose, unconsolidated dune sands
interbedded with stiff, sandy silts and clays. Fill material comprised of silty sand was
encountered in our exploratory borings within the upper 3 to 4 feet. Surface cover
encountered at the site consisted of a sphalt concrete (AC) pavement 6 inches thick,
underlain by 8 inches of aggregate base in the exterior pavement and Portland cement
concrete (PCC) 4.5 inches thick within the interior floor slab.
Groundwater
The borings were advanced using a hollow -stem auger drilling technique that allow short -
term groundwater observations to be made while drilling. Groundwater was not
encountered at the time of our field exploration.
According to groundwater data collected from State Well No. 05S07E30A001S (located
approximately 700 feet south east of the project site), groundwater was recorded at
greater than 100 feet bgs since January of 2012 .1
Groundwater conditions may be different at the time of construction. Groundwater
conditions may change because of seasonal variations in rainfall, runoff, and other
1 California State Groundwater Management Agency’s Data Viewer website
(https://sgma.water.ca.gov/webgis/?appid=SGMADataViewer#gwlevels )
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials 4
conditions not apparent at the time of drilling. Long -term groundwater monitoring was
outside the scope of services for this project.
Laboratory Results
Laboratory tests were conducted on selected soil samples and the test results are
presented in the Exploration Results section and on the boring logs.
Atterberg limit test results indicate that the near -surface soils gener ally are non-plastic.
Expansion Index testing conducted on a bulk soil sample from boring B -2 resulted in an
Expansion Index of 0. Collapse/swell testing indicated slight collapse potential for the
sample collected from boring B -1 at 2.5 feet bgs.
Seismic Characterization
Seismic Site Class
Based on the soil properties encountered at the site as described on the exploration logs
and results and available subsurface information in the area , it is our opinion that the
Seismic Site Class is D. The 2022 California Building Code (CBC) Seismic Design
Parameters have been generated using the ASCE 7 Online Hazard Tool. This web-based
software application calculates seismic design parameters in acc ordance with ASCE 7 -16
and 2022 CBC. The 2022 CBC requires that a site-specific ground motion study be
performed in accordance with Section 11.4.8 of ASCE 7 -16 for Site Class D sites with a
mapped S 1 value greater than or equal 0.2.
However, Section 11.4.8 of ASCE 7 -16 includes an exception from such analysis for
specific structures on Site Class D sites. The commentary for Section 11 of ASCE 7 -16
(Page 534 of Section C11 of ASCE 7 -16) states that “In general, this exception
effectively limits the requireme nts for site-specific hazard analysis to very tall and or
flexible structures at Site Class D sites.” Based on our understanding of the proposed
structures, it is our assumption that the exception in Section 11.4.8 applies to the
proposed structure. Howeve r, the structural engineer should verify the applicability of
this exception.
Based on this exception, the spectral response accelerations presented below were
calculated using the site coefficients (F a and Fv) from Tables 1613.2.3(1) and 1613.2.3(2)
presented in Section 16.4.4 of the 2022 CBC.
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials 5
Description Value
2022 California Building Code Site Class (CBC)1 D2
Site Latitude (°N) 33.7141
Site Longitude (°W) 116.2914
Ss Spectral Acceleration for a 0.2-Second Period 1.658
S1 Spectral Acceleration for a 1-Second Period 0.66
Fa Site Coefficient for a 0.2-Second Period 1.0
Fv Site Coefficient for a 1-Second Period 1.7
1. Seismic Site Class in general accordance with the 2022 California Building Code.
2. The 2022 California Building Code (CBC) requires a site soil profile determination extending
to a depth of 100 feet for seismic site classification. The current scope does not include the
100-foot soil profile determination. Borings were extended to a maximum depth of 21½ feet,
and this seismic site class definition considers that similar or denser strata continue below the
maximum depth of the subsurface exploration. Additional exploration to deeper depths would be
required to confirm the conditions below the current depth of exploration.
A site-specific ground motion study may reduce construction costs for some building types .
We recommend consulting with a structural engineer to evaluate the need for such study
and its potential impact on construction costs. Terracon should be contacted if a site -
specific ground motion study is desired.
Faulting and Estimated Ground Motions
The site is located in southern California, which is a seismically active area. The type and
magnitude of seismic hazards affecting the site are dependent on the distance to causative
faults, the intensity, and the magnitude of the seismic event. As determined using the
USGS Unified Hazard Tool, the San Andreas (Coachella) fault is considered to have the
most significant effect at the site from a design standpoint with a magnitude of 7.64 at a
distance of approximately 8.8 kilometers from the site.
Based on the USGS Design Maps Summary Report, using the American Society of Civil
Engineers (ASCE 7-16) standard, the site-modified peak ground acceleration (PGA M) for
the project site is 0.771 g. Based on the USGS Unified Hazard Tool, the project site
seismicity for the 2% chance of exceedance in 50-year hazard is defined by a modal
magnitude of 7.34 , located at a distance of 10.2 km from the site.
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials 6
The site is not located within an Alquist -Priolo Earthquake Fault Zone for fault rupture
hazard based on our review of the State Fault Hazard Maps.2
Liquefaction
Liquefaction is a mode of ground failure that results from the generation of high pore -
water pressures during earthquake ground shaking, causing loss of shear strength, and
is typically a hazard where l oose sandy soils exist below groundwater. The County of
Riverside has designated certain areas as potential liquefaction hazard zones. These are
areas considered at a risk of liquefaction -related ground failure during a seismic event,
based upon mapped su rficial deposits and the presence of a relatively shallow water
table.
According to the County of Riverside , the site is located within an area having liquefaction
potential . However, in accordance with the definition of a “Project” as specified in the
California Public Resources Code section 2693, it is our opinion that the tenant
improvement scope proposed at the site is not considered a “Project”. Therefore ,
liquefaction hazard and seismic settlement potential at the site has not been assessed ,
and it is our opinion that new foundations proposed for these improvements are expected
to behave similarly to the existing structure in a seismic event.
Corrosivity
The results of laboratory sulfides, soluble sulfate, chlorides, electrical resistivity, redox
potential, total salts, and pH testing are presented in our appendix within the Exploration
Results section. The values may be used to estimate potential corrosiv e characteristics
of the on -site soils with respect to contact with the various underground materials which
will be used for project construction.
Results of soluble sulfate testing indicate samples of the on -site soils tested possess
negligible sulfate concentrations when classified in accordance with Table 19.3.1.1 of the
ACI Design Manual. Concrete should be designed in accordance with the exposure class
S0 provisions of the ACI Design Manual, Section 318, Chapter 19.
2 California Geological Survey. https://maps.conservation.ca.gov/cgs/informationwarehouse .
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials 7
Geotechnical Overview
The site appears suitable for the proposed construction based upon geotechnical conditions
encountered in the test borings, provided that the recommendations provided in this
report are implemented in the design and construction phases of this project.
Fill material was encountered in our exploratory borings to depths of approximately 3 to
4 feet. Terracon does not have any documentation to show if the grading operations were
monitored or the fill materials have been compacted and tested. Structures that are
classifie d as “occupied structures” in accordance with California Code of Regulations
Section 3601 should not be constructed on undocumented fill. We recommend that all fill
soils be removed within the proposed building area and the excavation thoroughly
cleaned prior to backfill placement and/or construction. However, if such documentation
exists, Terracon should be notified and the recommendations in this report may be
appropriately modified.
The proposed structural elements may be supported by shallow foundations . Foundations
should bear on engineered fill extending to a minimum depth of 1 foot below the bottom of
foundations, 3 feet below existing grade, or to the depth of undocumented fill, whichever is
greater. The proposed floor slab replacement areas can be supported on a minimum of 10
inches of scarified, moisture conditioned and compacted soils.
The recommendations contained in this report are based upon the results of field and
laboratory testing (presented in the Exploration Results ), engineering analyses, and our
current understanding of the proposed project. The General Comments section provides
an understanding of the report limitations.
Earthwork
Earthwork is anticipated to include demolition, excavations, and engineered fill placement.
The following sections provide recommendations for use in the preparation of
specifications for the work. Recommendations include critical quality criteri a, as
necessary, to render the site in the state considered in our geotechnical engineering
evaluation for foundations and floor slabs.
Earthwork on the project should be observed and evaluated by Terracon. The evaluation
of earthwork should include obser vation and testing of engineered fill, subgrade
preparation, foundation bearing soils, and other geotechnical conditions exposed during
the construction of the project.
An on -site, pre-job meeting with the owner, the contractor and the Geotechnical Enginee r
should occur prior to all grading -related operations. Observation, testing, documentation,
and reporting of the grading operation should be performed by the Geotechnical Engineer
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials 8
of Record. A final compaction report should be issued by the Geotechnical Engineer of
Record at the completion of the grading operation. Interim reports may be issued
according to project requirements. Operations undertaken at the site without the
Geotechnical Engineer present may result in exclusions of affected areas from comp action
reports for the project.
Grading of the subject site should be performed, at a minimum, in accordance with these
recommendations and with applicable portions of the current version of CBC. The following
recommendations are presented for your assista nce in establishing proper grading criteria.
Site Preparation
It is our understanding that portions of the CMU wall of the existing structure will be
demolished, with existing foundations to remain in place. Demolition should include
complete removal of al l remaining underground utilities within the proposed construction
area. This should include removal of any loose backfill found adjacent to existing
foundations. All materials derived from the demolition of the existing CMU wall should be
removed from the site and not be allowed for use as on -site fill, unless processed in
accordance with the fill requirements included in this report.
Strip and remove existing debris, pavements , flatwork, and other deleterious materials
from proposed building areas. Exposed surfaces should be free of mounds and depressions
which could prevent uniform compaction.
Fill material was encountered in our exploratory borings to depths of approximately 3 to
4 feet bgs. The fill soils consisted of silty sand. It is apparent that the fill materials are
associated with the grading of the existing development onsite. Terracon does not have any
documentation to show if the grading operations were monitored or the fill materials have
been compacted and tested. Structures that are classifi ed as “occupied structures” in
accordance with California Code of Regulations Section 3601 should not be constructed
on undocumented fill. We recommend that all fill soils be removed within the proposed
building area and the excavation thoroughly cleaned p rior to backfill placement and/or
construction. If such documentation exists, Terracon should be notified and the
recommendations in this report may be appropriately modified.
Evidence of utilities such as manhole covers, or utility markings was observed onsite.
Although no evidence underground facilities such as septic tanks, cesspools, or basements
was observed during the site reconnaissance, such features could be encountered during
construction. If unexpected fills, utilities, or underground f acilities are encountered, such
features should be removed, and the excavation thoroughly cleaned prior to backfill
placement and/or construction.
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials 9
Subgrade Preparation
The proposed structural elements may be supported by shallow foundations . Foundations
should bear on engineered fill extending to a minimum depth of 1 foot below the bottom of
foundations, 3 feet below existing site grade, or to the depth of undocumented fill, whichever
is greater. Engineered fill placed beneath the proposed foundations should extend
horizontally a minimum distance of 1 foot beyond the outside edge of footings, where
possible. If during construction it is observed that a subgrade treatment, either chemical
or mechanical (such as geogrid reinforcement) is present under the exi sting foundations,
then Terracon should be notified and similar subgrade treatment should be developed.
Subgrade soils beneath interior slabs should be scarified, moisture conditioned, and
compacted to a minimum depth of 10 inches. The moisture content and compaction of
subgrade soils should be maintained until slab construction.
Exposed areas which will receive fill, once properly cleared and benched where necessary,
should be scarified to a minimum depth of 10 inches, moisture conditioned, and compacted
per the compaction requirements in this report.
Based upon the subsurface conditions determined from the geotechnical exploration,
subgrade soils exposed during construction are anticipated to be relatively workable.
However, the workability of the subgrade may be affected by precipitation, repetitive
construction traffic or other factors. If unworkable conditions develop, workability may be
improved by scarifying and drying. Onsite soils consist of cohesionless sandy soils. Such
soils have the tendency to cave and slough during excavations. Therefore, formwork may
be needed for foundation excavations.
Excavation
It is anticipated that excavations for the proposed construction can be accomplished with
conventional earthmoving equipment.
If new foundations are constructed adjacent to
the existing foundations, there is a risk that the
bearing material could become undermined
and/or overstressed due to overlapping stresses.
Provisions should be made during construction to
prevent undermining or disturbing the soils
supporting the existing foundations. Excavations
should not extend below an imaginary 1H:1V
inclined plane projecting below the bottom edge
of any adjacent existing foundations as shown in
the figure to the right.
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials 10
Maintaining a sufficient clear distance between new and existing foundations will reduce
the potential for increased bearing stresses and additional foundation settlement.
Connections between the existing building and the new addition should allow for some
differential movement.
The bottom of excavation s should be thoroughly cleaned of loose soils and disturbed
materials prior to backfill placement and/or construction. Onsite soils consist of
cohesionless sandy soils. Such soils have the tendency to cave and slough duri ng
excavations. Therefore, formwork may be needed for foundation excavations.
Individual contractors are responsible for designing and constructing stable, temporary
excavations. Excavations should be sloped or shored in the interest of safety following
local, and federal regulations, including current OSHA excavation and trench safety
standards.
Fill Material Types
All fill materials should be inorganic soils free of vegetation, debris, and fragments larger
than 6 inches in size. Pea gravel or other similar non -cementitious, poorly-graded
materials should not be used as fill or backfill without the prior approval of the geotechnical
engineer.
Clean on -site soils or approved imported materials may be used as fill material for the
following:
■ general site grading ■ foundation backfill
■ foundation areas ■ exterior slab areas
■ interior floor slab areas
Imported Fill Materials: Imported fill materials should meet the following material
property requirements. Regardless of its source, compacted fill should consist of approved
materials that are free of organic matter and debris.
Percent Finer by Weight
Gradation (ASTM C 136)
3” ..................................................................................... 100
No. 4 Sieve ................................................................... 50-100
No. 200 Sieve .................................................................. 10-40
■ Liquid Limit ....................................................... 30 (max)
■ Plasticity Index .................................................. 15 (max)
■ Maximum expansion index* ................................. 20 (max)
*ASTM D 4829
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials 11
The contractor shall notify the Geotechnical Engineer of import sources sufficiently ahead
of their use so that the sources can be observed and approved as to the physical
characteristic of the import material. For all import material, the contractor shall also
submit current verified reports from a recognized analytical laboratory indicating that the
import has a "not applicable" (Class S0) potential for sulfate attack based upon current
ACI criteria and is "mildly corrosive" to ferrous metal and coppe r. The reports shall be
accompanied by a written statement from the contractor that the laboratory test results
are representative of all import material that will be brought to the job.
Engineered fill should be placed and compacted in horizontal lifts, u sing equipment and
procedures that will produce recommended moisture contents and densities throughout
the lift. Fill lifts should not exceed 10 inches loose thickness.
Fill Placement and Compaction Requirements
Structural and general fill should meet the following compaction requirements :
Material Type and Location
Per the Modified Proctor Test
(ASTM D 1557)
Minimum
Compaction
Requirement
Range of Moisture
Contents for Compaction
Above Optimum
Minimum Maximum
On-site soils or low-volume change
imported fill:
Beneath foundations: 90% -3% +3%
Beneath slabs: 90% -3% +3%
Utility trenches 1: 90% -3% +3%
Miscellaneous backfill: 90% -3% +3%
Bottom of excavation receiving fill: 90% -3% +3%
Utility Trench Backfill
Any soft or unsuitable materials encountered at the bottom of utility trench excavations
should be removed and replaced with structural fill or bedding material in accordance with
public works specifications for the utility be supported. This recommendatio n is particularly
applicable to utility work requiring grade control and/or in areas where subsequent grade
raising could cause settlement in the subgrade supporting the utility. Trench excavation
should not be conducted below a downward 1:1 projection fro m existing foundations or
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials 12
existing utilities without engineering review of shoring requirements and geotechnical
observation during construction.
On-site materials are considered suitable for backfill of utility and pipe trenches from 1
foot above the top of the pipe to the final ground surface, provided the material is free of
organic matter and deleterious substances.
Trench backfill should be mechanically placed and compacted as discussed earlier in this
report. Compaction of initial lifts should be accomplished with hand -operated tampers or
other lightweight compactors. Where trenches are placed beneath slabs or footi ngs, the
backfill should satisfy the gradation and expansion index requirements of engineered fill
discussed in this report. Flooding or jetting for placement and compaction of backfill is not
recommended.
Grading and Drainage
All grades must provide effec tive drainage away from the building during and after
construction and should be maintained throughout the life of the structure. Water retained
next to the building can result in soil movements greater than those discussed in this
report. Greater movement s can result in unacceptable differential floor slab and/or
foundation movements, cracked slabs and walls, and roof leaks. The roof should have
gutters/drains with downspouts that discharge onto splash blocks at a distance of at least
10 feet from the buil ding.
Exposed ground should be sloped and maintained at a minimum 5% away from the
building for at least 10 feet beyond the perimeter of the building. Locally, flatter grades
may be necessary to transition ADA access requirements for flatwork. After build ing
construction and landscaping have been completed, final grades should be verified to
document effective drainage has been achieved. Grades around the structure should also
be periodically inspected and adjusted, as necessary, as part of the structure’s
maintenance program. Where paving or flatwork abuts the structure, a maintenance
program should be established to effectively seal and maintain joints and prevent surface
water infiltration.
Trees or other vegetation whose root systems have the ability t o remove excessive
moisture from the subgrade and foundation soils should not be planted next to the
structure. Trees and shrubbery should be kept away from the exterior of the structure a
distance at least equal to their expected mature height.
Earth work Construction Considerations
Upon completion of filling and grading, care should be taken to maintain the subgrade
water content prior to construction of grade-supported improvements such as floor slabs.
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials 13
Construction traffic over the completed subgrade s should be avoided. The site should also
be graded to prevent ponding of surface water on the prepared subgrades or in
excavations. Water collecting over or adjacent to construction areas should be removed.
If the subgrade desiccates, saturates, or is dis turbed, the affected material should be
removed, or the materials should be scarified, moisture conditioned, and recompacted
prior to floor slab construction.
As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part
1926, Subpart P, “Excavations” and its appendices, and in accordance with any applicable
local and/or state regulations.
Construction site safety is the sole responsibility of the contractor who controls the means,
methods, and sequencing of construction operations. Un der no circumstances shall the
information provided herein be interpreted to mean Terracon is assuming responsibility
for construction site safety or the contractor's activities; such responsibility shall neither
be implied nor inferred.
We recommend that the earthwork portion of this project be completed during extended
periods of dry weather if possible. If earthwork is completed during the wet season
(typically November through April) it may be necessary to take extra precautionary
measures to protect s ubgrade soils. Wet season earthwork operations may require
additional mitigative measures beyond that which would be expected during the drier
summer and fall months. This could include diversion of surface runoff around exposed
soils and draining of pon ded water on the site. Once subgrades are established, it may
be necessary to protect the exposed subgrade soils from construction traffic.
Construction Observation and Testing
The earthwork efforts should be observed by the Geotechnical Engineer (or others under
their direction). Observation should include documentation of adequate removal of
surficial materials (vegetation, topsoil, and pavements), evaluation and remediation of
existing fill materials, as well as proofrolling and mitigation of unsuita ble areas delineated
by the proofroll.
Each lift of compacted fill should be tested, evaluated, and reworked, as necessary, as
recommended by the Geotechnical Engineer prior to placement of additional lifts. Each lift
of fill should be tested for density and water content at a frequency of at least one test
for every 2,500 square fee t of compacted fill in the building areas. Where not specified by
local ordinance, one density and water content test should be performed for every 50
linear feet of compacted utility trench backfill and a minimum of one test performed for
every 12 vertical inches of compacted backfill. This testing frequency criteria may be
adjusted during construction as specified by the geotechnical engineer of record.
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials 14
In areas of foundation excavations, the bearing subgrade should be evaluated by the
Geotechnical Engineer. If unanticipated conditions are observed, the Geotechnical
Engineer should prescribe mitigation options.
In addition to the documentation of the essential parameters neces sary for construction,
the continuation of the Geotechnical Engineer into the construction phase of the project
provides the continuity to maintain the Geotechnical Engineer’s evaluation of subsurface
conditions, including assessing variations and associat ed design changes.
Shallow Foundations
If the site has been prepared in accordance with the requirements noted in Earthwork,
the following design parameters are applicable for shallow foundations.
Design Parameters
Item Description
Foundation Type Conventional Shallow Spread Footings
Maximum Net Allowable Bearing
Pressure 1, 2 2,000 psf
Required Bearing Stratum 3
Engineered fill extending to a minimum
depth of 1 foot below the bottom of
foundations, 3 feet below existing grade, or to
the depth of undocumented fill, whichever is
greater.
Minimum Foundation Dimensions Walls: 18 inches wide
Columns: 24 inches wide
Minimum Embedment below
Finished Grade 4 18 inches
Ultimate Passive Resistance 5 380 pcf
Ultimate Coefficient of Sliding
Friction 6 0.39
Estimated Total Static Settlement
from Structural Loads 7 Less than 1 inch
Estimated Static Differential
Settlement 2, 7 About 1/2 of total settlement
1. The maximum net allowable bearing pressure is the pressure in excess of the minimum
surrounding overburden pressure at the footing base elevation.
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials 15
Item Description
2. Values provided are for maximum loads noted in Project Description. Additional
geotechnical consultation will be necessary if higher loads are anticipated.
3. Unsuitable or soft soils should be overexcavated and replaced per the recommendations
presented in Earthwork.
4. Embedment necessary to minim ize the effects of seasonal water content variations. For
sloping ground, maintain depth below the lowest adjacent exterior grade within 5
horizontal feet of the structure.
5. Use of passive earth pressures requires the footing forms be removed and compacted
structural fill be placed against the vertical footing face. A factor of safety of 2.0 is
recommended.
6. Can be used to compute sliding resistance where foundations are placed on suitable
soil/materials. Should be neglected for foundations subject to net upl ift conditions. A
factor of safety of 1.5 is recommended.
7. Differential settlements are noted for equivalent -loaded foundations and bearing elevation
as measured over a span of 40 feet.
Foundation Construction Considerations
As noted in Earthwork , the footing excavations should be evaluated under the
observation of the Geotechnical Engineer. The base of all foundation excavations should
be free of water and loose soil, prior to placing concrete. Concrete should be placed soon
after excavating to reduce bearing soil disturbance. Care should be taken to prevent
wetting or drying of the bearing materials during construction. Excessively wet or dry
material or any loose/disturbed material in the bottom of the footin g excavations should
be removed/reconditioned before foundation concrete is placed.
Floor Slabs
Design parameters for floor slabs assume the requirements for Earthwork have been
followed. Specific attention should be given to positive drainage away from the structure
and positive drainage of the aggregate base beneath the floor slab.
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials 16
Floor Slab Design Parameters
Item Description
Floor Slab Support 10 inches of scarified, moisture conditioned and compacted soil
Estimated Modulus
of Subgrade
Reaction
150 pounds per square inch per inch (psi/in) for point loads . (The
modulus was obtained based on estimates obtained from
NAVFAC 7.1 design charts). This value is for a small , loaded area
(1 Sq. ft or less) such as for forklift wheel loads or point loads
and should be adjusted for larger loaded areas.
The use of a vapor retarder should be considered beneath concrete slabs on grade covered
with wood, tile, carpet, or other moisture sensitive or impervious coverings, when the
project includes humidity -controlled areas, or when the slab will support equipment
sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab
designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding
the use and placement of a vapor retarder.
Saw-cut contraction joints should be placed in the slab to help control the location and
extent of cracking. For additional recommendations, refer to the ACI Design Manual. Joints
or cracks should be sealed with a waterproof, non -extruding compressible compound
specifically recommended for heavy duty concr ete pavement and wet environments.
Where floor slabs are tied to perimeter walls or turn -down slabs to meet structural or
other construction objectives, our experience indicates differential movement between the
walls and slabs will likely be observed in adjacent slab expansion joints or floor slab cracks
beyond the length of the structural dowels. The Structural Engineer should account for
potential differential settlement through use of sufficient control joints, appropriate
reinforcing or other means.
Floor Slab Construction Considerations
Finished subgrade, within and for at least 10 feet beyond the floor slab, should be
protected from traffic, rutting, or other disturbance and maintained in a relatively moist
condition until floor slabs are constructed. If the subgrade should become damaged or
desiccated prior to construction of floor slabs, the affected material should be removed,
and structural fill should be added to replace the resulting excavation. Final conditioning
of the finished subgrade should be performed immediately prior to placement of the floor
slab support course.
The Geotechnical Engineer should observe the condition of the floor slab subgrades
immediately prior to placement of the floor slab support course, reinforcing steel, and
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials 17
concrete. Attention should be paid to high traffic areas that were rutted and disturbed
earlier, and to areas where backfilled trenches are located.
General Comments
Our analysis and opinions are based upon our understanding of the project, the
geotechnical cond itions in the area, and the data obtained from our site exploration.
Variations will occur between exploration point locations or due to the modifying effects
of construction or weather. The nature and extent of such variations may not become
evident until during or after construction. Terracon should be retained as the Geotechnical
Engineer, where noted in this report, to provide observation and testing services during
pertinent construction phases. If variations appear, we can provide further evaluation a nd
supplemental recommendations. If variations are noted in the absence of our observation
and testing services on -site, we should be immediately notified so that we can provide
evaluation and supplemental recommendations.
Our Scope of Services does not i nclude either specifically or by implication any
environmental or biological (e.g., mold, fungi, or bacteria) assessment of the site or
identification or prevention of pollutants, hazardous materials , or conditions. If the owner
is concerned about the potential for such contamination or pollution, other studies should
be undertaken.
Our services and any correspondence are intended for the sole benefit and exclusive use
of our client for specific application to the project discussed and are accomplished in
accordance with generally accepted geotechnical engineering practices with no third -party
beneficiaries intended. The findings and recommendations presented in this report were
prepared in a manner consistent with the standards of care and skill ordinarily exercised
by members of its profession completing similar studies and practicing under similar
conditions in the geographic vicinity and at the time these services have been performed.
Any third -party access to services or correspondence is solely for info rmation purposes to
support the services provided by Terracon to our client. Reliance upon the services and
any work product is limited to our client and is not intended for third parties. Any use or
reliance of the provided information by third parties is done solely at their own risk. No
warranties, either express or implied, are intended or made.
Site characteristics as provided are for design purposes and not to estimate excavation
cost. Any use of our report in that regard is done at the sole risk of the excavating cost
estimator as there may be variations on the site that are not apparent in the data that
could significantly affect excavation cost. Any parties charged with estimating excavation
costs should seek their own site characterization for spe cific purposes to obtain the
specific level of detail necessary for costing. Site safety and cost estimating including
excavation support and dewatering requirements/design are the responsibility of others.
Construction and site development have the potent ial to affect adjacent properties. Such
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials 18
impacts can include damages due to vibration, modification of groundwater/surface
water flow during construction, foundation movement due to undermining or subsidence
from excavation, as well as noise or air quality concerns. Evaluation of these items on
nearby properties are commonly associated with contractor means and methods and are
not addressed in this report. The owner and contractor should consider a
preconstruction/precondition survey of surrounding developme nt. If changes in the
nature, design, or location of the project are planned, our conclusions and
recommendations shall not be considered valid unless we review the changes and either
verify or modify our conclusions in writing.
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials
Figures
Contents:
GeoModel
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials
Attachments
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials
Exploration and Testing Procedures
Field Exploration
Boring Designation Approximate Boring
Depth or Refusal (feet) Location
B-1 21½ Building Exterior
B-2 3 Building Interior
Boring Layout and Elevations: Terracon personnel provided the boring layout using
handheld GPS equipment (estimated horizontal accuracy of about ±10 feet) and
referencing existing site features. If elevations and a more precise boring layout are
desired, we recommend borings be surveyed.
Subsurface Exploration Procedures: We advanced the exterior boring with a track-
mounted drill rig using continuous flight hollow stem augers. Four samples were generally
obtained in the upper 10 feet of each boring and at intervals of 5 feet thereafter. In the
split-barrel sampling procedure, a standard 2-inch outer diameter split-barrel sampling spoon
was driven into the ground by a 140-pound automatic hammer falling a distance of 30 inches.
The number of blows required to advance the sampling spoon the last 12 inches of a normal
18-inch penetration is recorded as the Standard Penetration Test (SPT) resistance value. The
SPT resistance values, also referred to as N-values, are indicated on the boring logs at the test
depths. A 3 -inch O.D. split -barrel sampling spoon with 2.5 -inch I.D. ring lined sampler was
also used for sampling soils at the project site. Ring -lined, split -barrel sampling procedures
are similar to standard split spoon sampling procedure. We observed and recorded
groundwater levels during drilling and sampling. For safety purp oses, all borings were
backfilled with auger cuttings after their completion.
The interior boring was cored with a portable coring machine and then advanced using a 3-inch
hand auger. Soil samples were conducted with a hand-operated sampler to drive 3-inch O.D.
split barrel sampling spoon using a manual hammer system.
The sampling depths, penetration distances, and other sampling information was recorded on
the field boring logs. The samples were placed in appropriate containers and taken to our soil
laboratory for testing and classification by a Geotechnical Engineer. Our exploration team
prepared field boring logs as part of the drilling operations. These field logs included visual
classifications of the materials encountered during drilling and our inter pretation of the
subsurface conditions between samples. Final boring logs were prepared from the field
logs. The final boring logs represent the Geotechnical Engineer's interpretation of the field
logs and include modifications based on observations and te sts of the samples in our
laboratory.
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials
Laboratory Testing
The project engineer reviewed the field data and assigned laboratory tests. The laboratory
testing program included the following types of tests:
■ Moisture Content (presented in the boring logs)
■ Dry Unit Weight (presented in the boring logs)
■ Atterberg Limits
■ Percent Fines (Passing #200 Sieve) – presented in the boring logs
■ One-Dimensional Consolidation
■ Expansion index
■ Corrosivity
The laboratory testing program often included examination of soil samples by an
engineer. Based on the results of our field and laboratory programs, we described and
classified the soil samples in accordance with the Unified Soil Classification System.
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials
Site Location and Exploration Plans
Contents:
Site Location Plan
Exploration Plan
Note: All attachments are one page unless noted above.
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials
Note to Preparer: This is a large table with outside borders. Just click inside the table
above this text box, then paste your GIS Toolbox image.
When paragraph markers are turned on you may notice a line of hidden text above
and outside the table – please leave that alone. Limit editing to inside the table.
The line at the bottom about the general location is a separate table line. You can edit
it as desired, but try to keep to a single line of text to avoid reformatting the page.
Site Location
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials
Note to Preparer: This is a large table with outside borders. Just click inside the table
above this text box, then paste your GIS Toolbox image.
When paragraph markers are turned on you may notice a line of hidden text above
and outside the table – please leave that alone. Limit editing to inside the table.
The line at the bottom about the general location is a separate table line. You can edit
it as desired, but try to keep to a single line of text to avoid reformatting the page.
Exploration Plan
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials
Exploration and Laboratory Results
Contents:
Boring Logs (B -1 and B-2)
Atterberg Limits
Consolidation/Swell
Corrosivity
Note: All attachments are one page unless noted above.
ASPHALT CONCRETE, 6 inches thick
AGGREGATE BASE COURSE, 8 inches thick
FILL - SILTY SAND (SM), brown
medium dense
SILTY SAND (SM), brown, loose
SANDY LEAN CLAY (CL), grayish brown, stiff
SANDY SILT (ML), grayish brown, stiff
SILTY SAND (SM), brown, loose
Boring Terminated at 21.5 Feet
Boring Log No. B-1
Wa
t
e
r
L
e
v
e
l
Ob
s
e
r
v
a
t
i
o
n
s
De
p
t
h
(
F
t
.
)
5
10
15
20
Facilities | Environmental | Geotechnical | Materials
Gr
a
p
h
i
c
L
o
g
389.8
7.0
25.2
13.7
115
94
76
74
NP
0.5
1.2
4.0
7.0
10.0
13.0
21.5
10-14-14
4-6-8
3-5-7
4-6-7
2-4-4
N=8
4-4-5
N=9
Five Below Tenant Improvement
78730 CA-111 | La Quinta, CA
Terracon Project No. CB235223 Colton, CA
1355 E Cooley Dr, Ste C
Drill Rig
CME 75
Hammer Type
Automatic
Driller
2R Drilling
Logged by
CR
Boring Started
01-16-2024
Boring Completed
01-16-2024
Abandonment Method
Boring backfilled with Auger Cuttings
Surface capped with asphalt
Advancement Method
8 in. Hollow-Stem Auger
Notes
Water Level Observations
Groundwater not encountered
See Exploration and Testing Procedures for a description of field and laboratory procedures used and
additional data (If any).
See Supporting Information for explanation of symbols and abbreviations.
Sa
m
p
l
e
T
y
p
e
Pe
r
c
e
n
t
Fi
n
e
s
Wa
t
e
r
Co
n
t
e
n
t
(
%
)
Dr
y
U
n
i
t
We
i
g
h
t
(
p
c
f
)
Atterberg
Limits
LL-PL-PI
See Exploration PlanLocation:
Latitude: 33.7140° Longitude: -116.2916°
Depth (Ft.)
Fi
e
l
d
T
e
s
t
Re
s
u
l
t
s
CONCRETE, 4.5 inches thick
FILL - SILTY SAND (SM), fine grained, dark brown to black
Auger Refusal at 3 Feet
Boring Log No. B-2
Wa
t
e
r
L
e
v
e
l
Ob
s
e
r
v
a
t
i
o
n
s
De
p
t
h
(
F
t
.
)
Gr
a
p
h
i
c
L
o
g
Facilities | Environmental | Geotechnical | Materials
32
0.4
3.0
Five Below Tenant Improvement
78730 CA-111 | La Quinta, CA
Terracon Project No. CB235223 Colton, CA
1355 E Cooley Dr, Ste C
Drill Rig
Driller
Logged by
CR
Boring Started
02-01-2024
Boring Completed
02-01-2024
Abandonment Method
Boring backfilled with Auger Cuttings
Surface capped with concrete
Advancement Method
3 in. Hand Auger
Notes
Water Level Observations
Groundwater not encountered
See Exploration and Testing Procedures for a description of field and laboratory procedures used and
additional data (If any).
See Supporting Information for explanation of symbols and abbreviations.
Sa
m
p
l
e
T
y
p
e
Pe
r
c
e
n
t
Fi
n
e
s
Depth (Ft.)
Fi
e
l
d
T
e
s
t
Re
s
u
l
t
s
Wa
t
e
r
Co
n
t
e
n
t
(
%
)
Dr
y
U
n
i
t
We
i
g
h
t
(
p
c
f
)
Atterberg
Limits
LL-PL-PI
See Exploration PlanLocation:
Latitude: 33.7142° Longitude: -116.2913°
0
10
20
30
40
50
60
0 10 20 30 40 50 60 70 80 90 100 110
"A"
L
i
n
e
ASTM D4318
CH
o
r
O
H
CL
o
r
O
L
ML or OL
MH or OH
NP 38.4 SMNP NP 38.4 SMNP NP SILTY SAND
Atterberg Limit Results
"U"
L
i
n
e
Liquid Limit
LL PL PI Fines USCS DescriptionFines
Pl
a
s
t
i
c
i
t
y
I
n
d
e
x
CL - ML
16
4
7
Facilities | Environmental | Geotechnical | Materials
1.5 - 5B-1
Boring ID Depth (Ft)
1355 E Cooley Dr, Ste C
Colton, CATerracon Project No. CB235223
78730 CA-111 | La Quinta, CA
Five Below Tenant Improvement
-5.0
-4.5
-4.0
-3.5
-3.0
-2.5
-2.0
-1.5
-1.0
-0.5
0
0.5
1.0
100 1,000 10,000
Pressure (psf)
ASTM ASTM D2435
Swell Consolidation Test
Ax
i
a
l
S
t
r
a
i
n
(
%
)
Facilities | Environmental | Geotechnical | Materials
Notes: Sample saturated at 2,000 psf
9.8115
(pcf) WC (%)Description USCS
SMSILTY SAND
1355 E Cooley Dr, Ste C
Colton, CATerracon Project No. CB235223
78730 CA-111 | La Quinta, CA
Five Below Tenant Improvement
Boring ID Depth (Ft)
2.5 - 4B-1
750 Pilot Road, Suite F
Las Vegas, Nevada 89119
(702) 597-9393
Client
Milan Capital Management, Inc.
Date Received:Lab No.: 24-0044
Analyzed By:
Saturated Minimum Resistivity, ASTM G-57,
(ohm-cm) 4171
The tests were performed in general accordance with applicable ASTM and AWWA test methods. This report is exclusively for the use of
the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted
herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of
other apparently similar or identical materials.
Laboratory Coordinator
Sample Location
Nil
180
Sample Number
1.5-5.0
8.56
74
Chlorides, ASTM D512, (mg/kg)
Red-Ox, ASTM G200, (mV)
Total Salts, AWWA 2540, (mg/Kg)
As-Received Resitivity, ASTM G-57, (ohm-cm)
+722
1017
61110
Nathan Campo
Five Below Tenant Improvement
Sample Depth (ft.)
1-A
B-1
Terracon (CB)Sample Submitted By:1/25/2024
Results of Corrosion Analysis
Project
pH Analysis, ASTM G51
Water Soluble Sulfate (SO4), ASTM C 1580
(mg/kg)
Sulfides, AWWA 4500-S D, (mg/Kg)
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials
Supporting Information
Contents:
General Notes
Unified Soil Classification System
Note: All attachments are one page unless noted above.
Auger
Cuttings
Modified
Dames &
Moore Ring
Sampler
Standard
Penetration
Test
Facilities | Environmental | Geotechnical | Materials
less than 0.25
0.25 to 0.50
0.50 to 1.00
1.00 to 2.00
2.00 to 4.00
> 4.00
Unconfined
Compressive
Strength Qu (tsf)
145 W Walnut St
Carson, CA
N
(HP)
(T)
(DCP)
UC
(PID)
(OVA)
Standard Penetration Test
Resistance (Blows/Ft.)
Hand Penetrometer
Torvane
Dynamic Cone Penetrometer
Unconfined Compressive
Strength
Photo-Ionization Detector
Organic Vapor Analyzer
Water Level After a
Specified Period of Time
Water Level After
a Specified Period of Time
Cave In
Encountered
Water Level Field Tests
Water Initially
Encountered
Sampling
Water levels indicated on the soil boring logs are the
levels measured in the borehole at the times
indicated. Groundwater level variations will occur over
time. In low permeability soils, accurate
determination of groundwater levels is not possible
with short term water level observations.
General Notes
Location And Elevation Notes
Exploration point locations as shown on the Exploration Plan and as noted on the soil boring logs in the form of Latitude and Longitude are
approximate. See Exploration and Testing Procedures in the report for the methods used to locate the exploration points for this project. Surface
elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface
elevation was approximately determined from topographic maps of the area.
Soil classification as noted on the soil boring logs is based Unified Soil Classification System. Where sufficient laboratory data exist to classify the
soils consistent with ASTM D2487 "Classification of Soils for Engineering Purposes" this procedure is used. ASTM D2488 "Description and
Identification of Soils (Visual-Manual Procedure)" is also used to classify the soils, particularly where insufficient laboratory data exist to classify the
soils in accordance with ASTM D2487. In addition to USCS classification, coarse grained soils are classified on the basis of their in-place relative
density, and fine-grained soils are classified on the basis of their consistency. See "Strength Terms" table below for details. The ASTM standards
noted above are for reference to methodology in general. In some cases, variations to methods are applied as a result of local practice or
professional judgment.
Exploration/field results and/or laboratory test data contained within this document are intended for application to the project as described in this
document. Use of such exploration/field results and/or laboratory test data should not be used independently of this document.
Relevance of Exploration and Laboratory Test Results
Descriptive Soil Classification
Strength Terms
< 30 - 3 0 - 6
3 - 47 - 184 - 9
5 - 919 - 5810 - 29
Hard
Very Stiff
Stiff
Medium Stiff
Soft
Very Soft
>30
15 - 30
10 - 1859 - 98
Relative Density of Coarse-Grained Soils
(More than 50% retained on No. 200 sieve.)
Density determined by Standard Penetration
Resistance
30 - 50
19 - 42>99>50
>42
8 - 15
4 - 8
2 - 4
0 - 1
Consistency of Fine-Grained Soils
(50% or more passing the No. 200 sieve.)
Consistency determined by laboratory shear strength testing, field
visual-manual procedures or standard penetration resistance
Very Loose
Loose
Medium Dense
Dense
Very Dense
Standard
Penetration or
N-Value (Blows/Ft.)
Ring
Sampler
(Blows/Ft.)
Standard Penetration
or N-Value
(Blows/Ft.)
Ring
Sampler
(Blows/Ft.)
Relative Density Consistency
Geotechnical Engineering Report
Five Below Tenant Improvement | La Quinta, CA
February 19, 2024 | Terracon Project No. CB235223
Facilities | Environmental | Geotechnical | Materials
Unified Soil Classification System
Criteria for Assigning Group Symbols and Group Names Using
Laboratory Tests A
Soil Classification
Group
Symbol Group Name B
Coarse-Grained Soils:
More than 50% retained
on No. 200 sieve
Gravels:
More than 50% of
coarse fraction
retained on No. 4
sieve
Clean Gravels:
Less than 5% fines C
Cu≥4 and 1≤Cc≤3 E GW Well-graded gravel F
Cu<4 and/or [Cc<1 or Cc>3.0] E GP Poorly graded gravel F
Gravels with Fines:
More than 12% fines C
Fines classify as ML or MH GM Silty gravel F, G, H
Fines classify as CL or CH GC Clayey gravel F, G, H
Sands:
50% or more of
coarse fraction
passes No. 4 sieve
Clean Sands:
Less than 5% fines D
Cu≥6 and 1≤Cc≤3 E SW Well-graded sand I
Cu<6 and/or [Cc<1 or Cc>3.0] E SP Poorly graded sand I
Sands with Fines:
More than 12% fines D
Fines classify as ML or MH SM Silty sand G, H, I
Fines classify as CL or CH SC Clayey sand G, H, I
Fine-Grained Soils:
50% or more passes the
No. 200 sieve
Silts and Clays:
Liquid limit less than
50
Inorganic: PI > 7 and plots above “A” line J CL Lean clay K, L, M
PI < 4 or plots below “A” line J ML Silt K, L, M
Organic: 𝐿𝐿 𝑛𝑣𝑑𝑛 𝑑𝑟𝑖𝑑𝑑
𝐿𝐿 𝑛𝑛𝑡 𝑑𝑟𝑖𝑑𝑑<0.75 OL Organic clay K, L, M, N
Organic silt K, L, M, O
Silts and Clays:
Liquid limit 50 or
more
Inorganic: PI plots on or above “A” line CH Fat clay K, L, M
PI plots below “A” line MH Elastic silt K, L, M
Organic: 𝐿𝐿 𝑛𝑣𝑑𝑛 𝑑𝑟𝑖𝑑𝑑
𝐿𝐿 𝑛𝑛𝑡 𝑑𝑟𝑖𝑑𝑑<0.75 OH Organic clay K, L, M, P
Organic silt K, L, M, Q
Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat
A Based on the material passing the 3 -inch (75-mm) sieve.
B If field sample contained cobbles or boulders, or both, add “with
cobbles or boulders, or both” to group name.
C Gravels with 5 to 12% fines require dual symbols: GW -GM well-
graded gravel with silt, GW -GC well -graded gravel with clay, GP -GM
poorly graded gravel with silt, GP -GC poorly graded gravel with clay.
D Sands with 5 to 12% fines require dual sy mbols: SW -SM well-
graded sand with silt, SW -SC well -graded sand with clay, SP -SM
poorly graded sand with silt, SP -SC poorly graded sand with clay.
E Cu = D60/D10 Cc =
F If soil contains ≥ 15% sand, add “with sand” to group name.
G If fines classify as CL -ML, use dual symbol GC -GM, or SC-SM.
H If fines are organic, add “with organic fines” to group name.
I If soil contains ≥ 15% gravel, add “with gravel” to group name.
J If Atterberg limits plot in shaded area, soil is a CL -ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add “with sand” or
“with gravel,” whichever is predominant.
L If soil contains ≥ 30% plus No. 200 predominantly sand, add
“sandy” to group name.
M If soil contains ≥ 30% plus No. 200, predominantly gravel, add
“gravelly” to group name.
N PI ≥ 4 and plots on or above “A” line.
O PI < 4 or plots below “A” line.
P PI plots on or above “A” line.
Q PI plots below “A” line.
6010
2
30
DxD
)(D