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LIMITED GEOTECHNICAL STUDY
PROPOSED RECEIVING AREA AND
DAIRY COOLER ADDITIONS
COSTCO WHOLESALE WAREHOUSE NO. 491
26610 YNEZ ROAD
TEMECULA, CALIFORNIA
CW# 13-0065
Project No. 20152384.001A
Preparedfor
Costco Wholesale
9 Corporate Park, Suite 230
Irvine, Califomia 92606
November 25, 2074
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All RigM1�s Reservetl
Unauthorizetl use or copying of 1M1is document is sVictly prohibitetl by anyone
other ihan�he clien�for�he specific prolect.
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Project No. 20152384.001 A
Cosico Wholesale
9 Corporate Park, Sui[e 230
Irvine, Califomia 92606
Attention: Ms. Jenifer Murillo
Direc[or of Real Estate Development
Subject: Limited Geotechnical Study
Proposed Receiving Area and Dairy Cooler Additions
Costco Wholesale Warehouse No. 491
26610 Ynez Road
Temecula, California
CW# 13-0065
Dear Ms. Murillo:
Kleinfelder is pleased to present this report summarizing our limited geotechnical study for
the proposed receiving area and dairy cooler additions to Costco Wholesale Warehouse
No. 491 located at 26610 Ynez Road in Temecula; California. The purpose of our
geotechnical study was to evaluate subsurface soil conditions at the project site to provide
geotechnical recommendations for design and conshuction. The conclusions and
recommendations presented in this report are subject to the limitations presented in
Section 5.
We appreciate the opportunity to provide geotechnical engineering services to you on this
project. Ii you have any questions regarding this report or if we can be of further service,
please do not hesitate to contact Brian Crystal at (949) 727-4466, or Andy Franks,
Kleinfelder's Client Account Manager for Costco, at (480) 650-4905.
Respec[fullysubmitted, „-. - -
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KLEINFELDER, INC. � �" ;�`' �
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Jeid'ery D. Wallec. PE, GE 8rian E. Crystal, PE, GE ��-_.=-
Senior Geotechnical Engineer Senior Project Manager
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. TABLE OF CONTENTS
. Section Paqe
� EXECUTIVE SUMMARY..............................................................................................E-1
� 1 INTRODUCTION.................................................................................................. 1
1.1 PROJECT DESCRIPTION ........................................................................ 1
1.2 SCOPE OF SERVICES............................................................................. 2
� 1.2.1 Task 1 — Background Data Review................................................. 2
� 12.2 Task 2 — Field Exploration............................................................... 2
. 12.3 Task3 — LaboratoryTesting .........._._._......_................................. 3
12.4 Task4 — GeotechnicalAnalyses..................................................... 3
� 12.5 Task 5 — Report Preparation........................................................... 3
2 SITE AND SUBSURFACE CONDITIONS............................................................ 5
2.1 SITE DESCRIPTION ................................................................................. 5
. 22 SURFACE DRAINAGE CONDITIONS ...................................................... 5
2.3 SUBSURFACE SOIL CONDITIONS.......................................................... 5
� 2.3.7 Fill ................................................................................................... 5
� 2.32 Alluvium .......................................................................................... 6
�. 2.4 GROUNDWATER...................................................................................... 6
3 CONCLUSIONS AND RECOMMENDATIONS ....................................................7
3.1 GENERAL.................................................................................................. 7
32 2013 CBC SEISMIC DESIGN PARAMETERS.......................................... 7
� 3.3 FOUNDATIONS......................................................................................... 8
. 3.3.7 General ........................................................................................... S
. 3.32 Shallow Foundations....................................................................... 8
3.4 EARTHWORK ........................................................................................... 9
� 3.4.7 General ........................................................................................... 9
. 3.42 Site Preparation ............................................................................ 10
3.4.3 Structural Fill Material and Compaction Criteria............................ 11
� 3.4.4 Excavation Characteristics............................................................ 12
� 3.4.5 Temporary Excavations ................................................................ 12
� 3.4.6 Trench Backfill .............................................................................. 13
3.5 TEMPORARY SHORING ........................................................................ 14
3.5.1 General ......................................................................................... 14
3.52 Lateral Pressures.......................................................................... 14
� 3.5.3 Design of Soldier Piles.................................................................. 15
. 3.5.4 Lagging ......................................................................................... 15
3.5.5 Deflection...................................................................................... 16
3.5.6 Monitoring ..................................................................................... 16
� 3.6 BUILDING SLAB-ON-GRADE ................................................................. 17
�. 3.7 EXTERIORFLATWORK ......................................................................... 17
� 3.8 SITE DRAINAGE..................................................................................... 18
� 3.9 RETAINING STRUCTURES.................................................................... 19
� 3.10 PAVEMENT SECTIONS.......................................................................... 20
� 3.10.1 Costco Pavement Design Parameters.......................................... 20
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TABLE OF CONTENTS (continued)
Section Paae
3.7 0.2 Asphalt Concrete Pavement ......................................................... 21
3.70.3 Asphalt Performance Grade Binder.............................................. 21
� 3.10.4 Portland Cement Concrete Pavement .......................................... 22
3.7 0.5 Aggregate Base ............................................................................ 22
� 3.70.6 Construction Considerations......................................................... 23
3.11 SOIL CORROSION ................................................................................. 23
. 3.12 STORM WATER MANAGEMENT........................................................... 24
4 AdditionalServices .......................................................................................... 26
4.1 PLANS AND SPECIFICATIONS REVIEW .............................................. 26
4.2 CONSTRUCTION OBSERVATION AND TESTING................................ 26
5 LIMITATIONS..................................................................................................... 27
6 REFERENCES................................................................................................... 30
PLATES
� Plate 1 Site Vicinity Map
. Plate 2 Boring Location Plan
� APPENDICES
Appendix A Field Explorations
Appendix B Laboratory Testing
Appendix C Borehole Infiltration Testing
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� EXECUTIVE SUMMARY
� This report presents the results of our limited geotechnical study for the proposed dairy
� cooler addition to Costco Wholesale Warehouse No. 491 located at 26610 Ynez Road
in Temecula, California. We understand that Costco plans to demolish the existing
receiving dock and construct a 12,550 square-foot addition comprised of a new
� receiving area and loading dock on the eastern side of the existing warehouse building
and a new dairy cooler on the northern side. As part of storm water management for
the project, Infiltration 8est Management Practices (BMPs), such as subterranean
infiltration galleries, are being considered.
� Leighton and Associates previously performed a geotechnical investigation for the
original warehouse development and presented the findings in the referenced report
. dated April 26, 1999 (Leighton, 1999). The 1999 report was reviewed and evaluated by
Kleinfelder in developing the results presented herein.
Subsurface conditions at ihe site were recently explored by drilling five borings. Soil
materials encountered during the subsurface explorations consisted of fill underlain by
alluvial deposits. As o6served in our borings, the fill depth was approximately 2 to 3
feet and consists generally of sand, sand with silt, and silty sand. Based on review of
Leighton's geotechnical report (Leighton, 1999), the Costco site was underlain by up to
approximately 10 feet of old fill or loose material prior to the development of the existing
Costco warehouse. The old fill was not considered suitable for structural support. As
part of ihe 6uilding pad preparation for the existing warehouse, the old fill was
overexcavated and replaced as structural fill. The overexcavation reportedly extended a
horizontal distance beyond the edge of the foundations equal to the depth of the
overexcavation, which was at least 10 feet. Alluvial soils were observed to underlie the
fill in our borings. Groundwater was not encountered in our borings that were advanced
to a maximum depth of approximately 21Yzfeet below grade.
Based on the results of our prior field exploration, laboratory testing, and geotechnical
analyses, it is our professional opinion that the proposed project is geotechnically
feasible, provided the recommendations presented in this geotechnical report are
incorporated into the project design and construction. The following key items were
developed from our study.
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• The proposed receiving area and dairy cooler addition may be supported on a
conventional shallow foundation system founded on engineered fill. Footings
founded on engineered fill material may be designed for a net allowable soil
bearing pressure of 3,000 pounds per square foot (psf) for dead plus sustained
live loads. A one-third increase in the above bearing pressures can be used for
wind or seismic loads.
• The anticipated total seltlement of the receiving area and the new cooler addition
will be on the order of 'h inch. Differential settlement will be equal to the total
settlement and may be abrupt at the interface with the existing warehouse.
Wherever new construction abuts existing older construction, small architectural
cracking may occur. We suggest you consider using architectural finishes or
details to disguise this cold joint area if it is a concern to Costco.
• For the building pad, we recommend that the existing soils be overexcavated to
a depth of 3. It should 6e noted that a fill depth of approximately 2 to 3 feet
below grade was encountered in our recent borings. However, deeper fills may
exist between or beyond our soil borings. The fill immediately adjacent to the
existing warehouse building, which was overexcavated and recompacted as part
of the original building pad preparation, may be Iefl in place. The actual limits of
this fill should be verified during overexcavation.
• The building pad preparation for the existing warehouse consisted of
overexcavating the pad a horizontal distance beyond the edge of the foundations
equal to the depth of the overexcavation, which was at least 10 feet. Depending
on the condition of the fill immediately adjacent to the building, shoring and/or
underpinning may be required to perform demolition and overexcavation
adjacent to the existing building. Excavations within a 1 :1 (horizontal to vertical)
plane extending downward from a horizontal distance of 2 feet beyond the
bottom outer edge of existing improvements should not be attempted without
bracing and/or underpinning.
• For pavements, sidewalks and other flatwork within existing paved areas, we
recommend ihat the exposed subgrade 6e proof-rolled with heavy construction
equipment (e.g. loader or smooth-drum roller) to disclose areas of soft and
yielding material. Where soft and yielding material is observed, it should be
overexcavated and replaced as engineered fill. After proof-rolling and/or prior to
placement of fill, the subgrade should be scarified to a depth of 6 to 8 inches,
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moisture conditioned, and compacted to at least 95 percent of the maximum dry
� unit weight (ASTM D1557). The proof-rolling should eutend beyond the
proposed improvements a horizontal distance of at least 2 feet.
• The seismic design category for a structure may be determined in accordance
with Section 1613 of the 2013 CBC. Based on our field exploration, we classify
the site as Site Class D. The 2010 CBC Seismic Design Parameters are
summarized in the Table 1 .
• The minimum resistivity of the sample indicates that the soil may be highly
corrosive to metals. The concentrations of soluble sulfates indicate that the
potential of sulfate attack on concrete in contact with the on-site soils is
"negligible" based on ACI 318-17 Table 4.2.1 (ACI, 2011). Maximum water-
ceme�t ratios and cement types are not specified for these sulfate
concentrations.
• As part of storm water management for the project, Infiliration BMPs, such as
subterranean infiltration galleries, are being considered. Based on the results of
the borehole infiltration tests, the soil classification and gradation tests, the use
of infiltration BMPs, such as subterranean infiltration galleries, for storm water
management are feasible provided the galleries are located northeast of the
existing warehouse building near the cooler addition and capable of bypassing
the upper silty sand layer with outflow at a depth of at least 12 feet below grade.
If infiltration BMPs are impractical due to existing site constraints, we
recommend alternatives, such as bio-filtration/bio-retention systems (bio-swales
and planter boxes), be implemented at the project site.
The findings, conclusions, and recommendations presented in this executive summary
should not be relied upon without consulting our geotechnical report for more detailed
description of ihe geotechnical evaluation performed by Kleinfelder. The conclusions
and recommendations presented in this report are subject to the limitations presented
in Section 5.
20152384.001NIRV74R09810 E-3 Navember25, 2014
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� 1 INTRODUCTION
This repon presenis the results of our limited geotechnical study for the proposed dairy
cooler addition to Costco Wholesale Warehouse No. located at 26610 Ynez Road in
Temecula, California. The location of the project site is presented on Plate 1, Site
Vicinity Map. The purpose of our study is to evaluate subsurface soil and groundwater
conditions at the project site to provide geotechnical recommendations for design and
construction. The scope of our services was presented in our proposal titled, "Proposal
� for Limited Geotechnical Study, Proposed Receiving Area and Dairy Cooler Additions,
Costco W holesale Warehouse No. 491, 26610 Ynez Road, Temecula, California" dated
August 28, 2014.
� Our report includes a description of the work performed, a discussion of the
geotechnical conditions observed at the site, and recommendations developed from our
engineering analyses of field and laboratory data.
� 1.1 PROJECT DESCRIPTION
Kleinfelder understands that the project will consist of demolishing the existing receiving
� dock and construct a 12,550 square-foot addition comprised of a new receiving area
and loading dock on the eastern side of the existing warehouse building and a new
dairy cooler on the northern side. As part of storm water management for the project,
�. Infiltration 8est Management Practices (BMPs), such as subterranean infiltration
galleries, are being considered. The proposed improvements are shown on Plate 2,
Boring Location Plan.
We anticipate that the new addition will be supported on spread footings and concrete
slab-on-grade floors. Based on experience with similar projects, we have assumed that
. typical wall loads will be less than 3.5 kips per lineal foot, and the slab load (dead plus
sustained live) to be 350 pounds per square (psf). Grading plans were not provided;
however, we anticipate the finished grades surrounding the addition will generally match
the existing grades
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� 12 SCOPE OF SERVICES
The scope of our limited geotechnical study consisted of a literature review, subsurface
� explorations, geotechnical laboratory testing, engineering evaluation and analysis, and
� preparation of this report. Studies to assess environmental hazards that may affect the
� soil and groundwater at the site were beyond our geotechnical scope of work. A
� description of our scope of services performed for the geotechnical portion of the
� project follows.
� 12.1 Task 1 — Background Data Review
We reviewed readily-available published and unpublished geologic literature in our files
and the files of public agencies, including selected publications prepared by the
California Geological Survey (formerly known as the California Division of Mines and
Geology) and the U.S. Geological Survey (USGS). We also reviewed readily available
seismic and faulting information, including data for designated earthquake fault zones
as well as our in-house database of faulting in the general site vicinity.
� In addition, we reviewed the geotechnical investigation report prepared by Leighton &
� Associates (Leighton, 1999) for the original warehouse development. The 1999 report
� was reviewed and evaluated by Kleinfelder in developing the results presented herein.
722 Task2 — FieldExploration
� Subsurface conditions at the site were explored by drilling five borings to a depth
� ranging from approximatety 11Y: feet to 21'/z feet below the existing ground surface
(bgs). Borehole infiltration tests will be performed in four of the borings.
Prior to commencement of the fieldwork, various geophysical techniques were used at
� the boring locations to identify potential conflicts with subsurface structures. Each of
our proposed field exploration locations were also cleared for buried utilities through
� Underground Service Alert (USA).
� A Kleinfelder staff geologist supervised the field operations and logged the explorations.
Selected bulk and drive samples were retrieved, placed in plastic bags, and transported
� to our laboratory for further evaluation. The number of blows necessary to drive a
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� Standard Penetration Test (SPT) sampler or California-type sampler was recorded.
� Appendix A presents a description of the field exploration program, exploration logs,
and a legend of terms and symbols used on the logs. Soil descriptions used on the
� Iogs result from field observations and data, as well as from laboratory test data.
� Stratification lines on the logs represent the approximate boundary belween soil and/or
rock types, and the actual transition may vary and can be gradual. The procedures and
� test results from the borehole infiltration tests are presented in Appendix C.
� 12.3 Task 3 — La6oratory Testing
Laboratory testing was performed on representative bulk and relatively undisturbed
samples to substantiate field classifications and to provide engineering parameters for
geotechnical design. Laboratory testing consisted of in-situ moisture content, dry unit
� weight, grain-size distribution, hydrometer, and corrosivity (sulfate, pH, minimum
resistivity, chloride content). A summary of the testing performed and the results are
presented in Appendix B.
� 1 .2.4 Task 4 — Geotechnical Analyses
� Field and laboratory data were analyzed in conjunction with the finished grades, facility
layout, and structural Ioads to provide geotechnical recommendations for the design
and construction. We evaluated feasible foundation systems, including constructabiliry
and compatibility constraints, floor slab support, and earthwork. Seismic design
parameters based on the 2013 California Building Code (CBC) are also presented.
� As part of storm water management for the project, we also evaluated the results of the
borehole infiltration tests and laboratory testing in order to provide recommendations for
locating and designing subterranean infiltration galleries. The results of the borehole
� infiftration tests are presented in Appendix C.
12.5 Task 5 — Report Preparation
This report summarizes the work performed, data acquired, and our findings,
conclusions, and geotechnical recommendations for the design and construction of the
proposed addition. Our report includes the following items:
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� • Site Location Map and Boring Location Plan;
• Boring logs, including approximate elevation (Appendix A);
• Results of laboratory tests (Appendix B);
� • Discussion of general site conditions;
� • Discussion of general subsurface conditions as encountered in our field
exploration;
� • Recommendations for site preparation, earthwork, temporary slope inclinations,
. fill placement, and compaction specifications, including the excavation
� characteristics of subsurface soil deposits;
� • Recommendations for foundation design, allowable bearing pressures,
� embedment depths, and compatibility constraints under various loading
� conditions;
• Recommendations for support of slabs-on-grade;
� • Recommendations for seismic design parameters in accordance with the
. 2013 California Building Code (CBC);
• Preliminary evaluation of the corrosion potential of the on-site soils based on
testing results from previous studies; and
. • Results of the borehole infiltration tests (Appendix C) and recommendations for
. long-term design infiltration rates and locating subterranean infiltration galleries.
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� 2 SITE AND SUBSURPACE CONDITIONS
2.1 SITE DESCRIPTION
� The receiving area is located on the eastern side of the existing warehouse building.
The surface is concrete and asphalt and contains a large fenced in area. The proposed
� dairy cooler is located on the north side of the existing warehouse building. The surface
of proposed dairy cooler location is currently covered by asphalt concrete, contains a
� small landscape area, and is generally used for additional warehouse parking.
22 SURFACE DRAINAGE CONDITIONS
The site generally slopes to the south, away from the existing warehouse. Site
� drainage is currently by sheet flow into on-site catch basins, storm drains, or drainage
inlets in the parking area.
2.3 SUBSURFACE SOIL CONDITIONS
Subsurface conditions at the site generally consist of artificial fill undedain by allwial
� deposits. A discussion of the subsurface materials encountered is presented in the
� following sections. Detailed descriptions of the deposits are provided in our boring logs
presented in Appendix A.
2.3.1 Fill
Fill soils associated with previous site grading were encountered in the borings drilled
for this investigation. The fill consists generally of silty sand with occasional gravel. As
observed in our borings, the fill depth was approximately up to 3 feet below current site
grades. Deeper fill may be encountered between or beyond the boring location.
Laboratory testing indicates imsitu moisture contents ranging from 5.3 to 792 percent.
Based on review of Leighton's 1999 geotechnical report (Leighton, 1999), the area of
the cooler addition was underlain by up to approximately 10 feet of old fill or loose soil
prior to the development of the existing Costco warehouse. The old fill is not
considered suitable for structural support. As part of the building pad preparation for
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� the existing warehouse, the oId fill was overexcavated and replaced as structural fill.
� The overexcavation reportedly e#ended a horizontal distance beyond the edge of the
� foundations equal to the depth of the overexcavation, which was at least 10 feet.
� 2.32 Alluvium
� Alluvial soil was observed to underlie the fill in our borings. As observed, the alluvium
� consisted of inedium dense silty sand, sand with silt, and poorly graded sand with
� occasional fine gravel.
� 2.4 GROUNDWATER
Groundwater was not encountered within borings, which were advanced to a maximum
depth of 21 Yz feet bgs. Groundwater was encountered within 2 of the borings drilled for
� Leighton (1999) at a depth oF 25 feet 6gs. Groundwater is not anticipated to affect the
excavations For the proposed receiving area or cooler additions.
Fluctuations of the groundwater level, localized zones of perched water, and increased
soil moisture content should be anticipated during and following the rainy season.
Irrigation of landscaped areas on or adjacent to the site can also cause a fluctuation of
� local groundwater levels.
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� 3 CONCLUSIONS AND RECOMMENDATIONS
� 3.1 GENERAL
Based on the results of our prior field exploration, laboratory testing and engineering
analyses conducted during this study, it is our professional opinion that the proposed
project is geotechnically feasible, provided the recommendations presented in this report
� are incorporated into the project design and constmction. The following opinions,
� conclusions, and recommendations are based on the properties of the materials
encountered in the borings, the results of the laboratory-testing program, and our
� engineering analyses performed. Our recommendations regarding the geotechnical
� aspects of the design and construction of the project are presented in the following
sections.
� 32 2013 CBC SEISMIC DESIGN PARAMETERS
Based on information obtained from the investigation, published geologic literature and
� maps, and on our interpretation of the 2013 California Building Code (CBC) criteria, it is
our opinion that the project site may be classified as Site Class D, Stiff Soil, according to
Section 1613.32 of 2013 CBC and Table 20.3-1 of ASCE/SEI 7-10 (2010). Approximate
coordinates for the site are noted below.
� Latitude: 34.5212°N
Longitude: 117.1542 WV
. The Risk-Targeted Maximum Considered Earthquake (MCER) mapped spectral
. accelerations for 02 seconds and 1 second periods (Ss and S�) were estimated using
. Section 1613.3 of the 2013 CBC and the U.S. Geological Survey (USGS) web based
application (available at httpJ/geohazards.usgs.gov/designmapslus/application.php). The
mapped acceleration values and associated soil amplification facrors (Fa and F�) based
on the 2013 CBC and corresponding site modified spectral accelerations (SMs and SM,)
� and design spectral accelerations (Sos and Soi) are presented in Table 1 .
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Table 1
2073 CBC Seismic Design Parameters
� Desi�o Parameter: Recommended Value �.�.
� Site Class D
. Ss (g) 1 .966
S� (g) 0.803
Fa 1.0
F 1.5
Sms (9) 1.966
. SM� (9) 1.204
Sos (9) 1.371
Sm (9) 1.000
PGAM (9) 0.804
3.3 FOUNDATIONS
�. 3.3.1 General
. Based on the results of our field exploration, laboratory testing, and geotechnical
. analyses, the proposed addition may be supported on conventional shallow foundations
. (spread footings) founded on engineered fill. Recommendations for the design and
construction of shallow foundations are presented below.
. 3.32 Shallow Foundations
Allowable Soil Bearinq Pressure
Spread footings founded on engineered fill may be designed for a net allowable soil
. bearing pressure of 3,000 psf for dead plus sustained Iive loads. The footings should
be established at a depth of at least 18 inches below the lowest adjacent exterior grade.
A one-third increase in the above bearing pressures can be used for wind or seismic
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� loads. The footing dimension and reinforcement should 6e designed 6y the structural
engineer; however, continuous footings should have minimum widths of 12 inches.
Estimated Settlement
We anticipate total settlement of the receiving area and new coo�er additions will be on
the order of Yz inch. Differential settlement will be equal to the total settlement and may
be abrupt at the interface with the existing warehouse. Wherever new construciion abuts
existing older construction, small architectural cracking may occur. We suggest you
consider using architectural finishes or details to disguise this cold joint area if it is a
concern to Cosico.
Lateral Resistance
Lateral load resistance may be derived from passive resistance along the vertical sides of
the footings, friction acting at the base of the footing, or a combination of the two. An
allowable passive resistance of 30D psf per foot of depth may be used for design.
Allowable passive resistance values should not exceed 3,000 psf. An allowable
coefficient of friction value of 0.35 between the base of the footings and the engineered fill
soils can be used for sliding resistance using the dead load forces. Friction and passive
resistance may be combined without reduction. We recommend that the first foot of soil
cover be neglected in the passive resistance calculations if the ground surface is not
protected from erosion or disturbance by a slab, pavement or in a similar manner.
3.4 EARTHWORK
3.4.1 General
Site preparation and earthwork operations should be performed in accordance with
applicable codes, safety regulations and other local, state or federal specificatio�s, and
the recommendations included in this report. References to maximum dry unit weights
are established in accordance with the latest version of ASTM Standard Test Method
D1557 (modified Proctor). The earthwork operatio�s should be o6served and tested by
a representative of Kleinfelder.
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3.42 Site Preparation
� Abandoned utilities, foundations, and other existing improvements within the proposed
improvement areas should be removed and the excavation(s) 6ackfilled with
engineered fill. Debris produced by demolition operations, including wood, steel, piping,
plastics, eic., should be separated and disposed of off-site. Existing utility pipelines or
conduits that extend beyond the limits of the proposed construction and are to be
abandoned in place, should be plugged with non-shrinking cement grout to prevent
migration of soil and/or water. Demolition, disposal and grading operations should be
observed and tested by a representative of the geotechnical engineer. Areas to receive
fill should 6e stripped of all dry, loose or soft earth materials and undocumented fill
materials to the satisfaction of the geotechnical engineer.
• Buildina Pad: In order to provide uniform support for the proposed building
additions, we recommend that the existing soils be overexcavated to a depth of
at least 3 feet below the bottom of footings and replaced as structural fill. If fill
soils are encountered at the base of the overexcavation, the overexcavation
should continue until the fill is removed. It should be noted that a fill depth of
approximately 2 to 3 feet below grade was encountered in our recent borings.
However, deeper fills may exist between or beyond our soil borings. The fill
immediately adjacent to the existing warehouse building, which was
overexcavated and recompacted as part of the original building pad preparation,
may be left in place. The actual limits of this fill should be verified during
overexcavation. The overexcavation should extend horizontally beyond the limits
of the building pad a distance equal to the thickness of fill below the bottom of
the proposed foundations or five feet, whichever is greater, if practicable.
As discussed Section 2.3.1, the building pad preparation for the existing
warehouse consisted of overexcavating the pad a horizontal distance beyond the
edge of the foundations equal to ihe depth of the overexcavation, which was at
least 10 feet. Depending on the condition of the fill immediately adjacent to the
building, shoring and/or underpinning may be required to perform demolition and
overexcavation adjacent to the existing building. Excavations within a 1 :1
(horizontal:vertical) plane extending downward from a horizontal distance of
2 feet beyond the bottom outer edge of existing improvements should not be
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� attempted without bracing and/or underpinning. All applicable excavation safety
� requirements and regulations, including OSHA requirements, should be met.
• Pavement, Sidewalks and Other Flaiwork Areas: After ihe area has been
stripped of soft earth materials and debris, we recommend that the exposed
subgrade be proof-rolled with heavy construction equipment (e.g. loader or
smooth-drum roller) to disclose areas of soft and yielding material. Where soft
and yielding material is obseroed, it should be overexcavated and replaced as
engineered fill. After proof-rolling and/or prior to placement of fill, the subgrade
should be scarified to a depth of 6 to 8 inches, moisture conditioned, and
compacted to at least 95 perceni of the maximum dry unit weigh[. The proof-
rolling should extend beyond the proposed improvements a horizontal distance
of at least 2 feet.
3.4.3 Structural Fill Material and Compaction Criteria
The on-site soils, minus any debris, organic matter, or other deleterious materials, may
be used in the site fills. Rock or other soil fragments greater than 3 inches in size
should not be used in the fills.
We recommend that fill soils be compacted in accordance with the Costco Design
Requirements to at least 95 percent of the maximum dry unit weight (ASTM D1557).
Fill should be placed in loose horizontal lifts not more than 8 inches thick (loose
measurement). The moisture content of the fill should be maintained near optimum
moisture content during compaction. Processing may require ripping the material,
disking to break up clumps, and blending to attain uniform moisture contents necessary
for compaction. Utility trench backfill should be mechanically compacted. Flooding
should not be permitted.
Import materials, if required, should have an expansion index of less ihan 20 with no
more than 30 percent of the particles passing the No. 200 sieve and no particles
greater than 3 inches in maximum dimension. The maximum expansion index for
imported soils may be modified by the project geotechnical engineer depending on its
proposed use. Imported fill should be documented to be free of hazardous materials,
including petroleum or petroleum byproducts, chemicals and harmful minerals.
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Kleinfelder should evaluate the proposed imported materials prior to their transportation
and use on site.
3.4.4 Excavation Characteristics
The borings drilled as part of our field exploration were advanced using a truck-
mounted drill rig equipped with hollow-stem augers. Drilling effort was easy to
moderate. It is anticipated that conventional earthmoving equipment maintained in
good conditio� should be capable of excavating the anticipated materials.
3.4.5 Temporary Excavations
Temporary cuts may be sloped back at an inclination of no steeper than 1 .5:1
(horizontal to vertical) in existing artificial fill materials. Minor sloughing and/or raveling
of weathered materials should be anticipated. If signs of slope instability are observed,
the inclination recommended above should be decreased until stability of the slope is
obtained. In addition, at the first signs of slope instability, the geotechnical engineer
should be contacted. Where space for sloped embankments is not available, shoring
will be necessary. Shoring and/or underpinning of existing improvements that are to
remain may 6e required to perform the demolition and overexcavation. Excavations
within a 1 :1 plane exiending downward from a horizontal distance of 2 feet beyond the
bottom outer edge of existing improvements should not be attempted without bracing
and/or underpinning the improvements. The geotechnical engineer or their field
representative should observe the excavations so that modifications can be made to
the excavations, as necessary, based on variations in the encountered soil conditions.
All applicable excavation safety requirements and regulations, including OSHA
requirements, should be met.
Where sloped excavations are used, 6arricades�should be placed at the crest of the
slopes so that vehicles and storage loads do not encroach within a distance equal to
the depth of the excavation. Greater set6ack may be necessary when considering
heavy vehicles, such as concrete trucks and cranes. Kleinfelder should be advised in
advance of such heavy vehicle loadings so that specific setback requirements can be
established. If temporary construction slopes are to be maintained during the rainy
season, berms are recommended along the tops of ihe slopes to reduce runoff that
may enter the excavation and erode the slope faces.
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Due to the granular and cohesionless nature of some of the on-site soils, vertical or
steeply sided trench excavations should not be attempted without proper shoring or
bracings. All trench excavations should be braced and shored in accordance with good
construction practice and all applicable safety ordinances and codes. The contractor
should be responsible for the structural design and safety of the temporary shoring
system, and we recommend that this design be submitted to Kleinfelder for review to
check that our recommendations have been incorporated. For planning purposes, the
on-site soils may be considered Type C, as defined using the current OSHA soil
classification.
Stockpiled (excavated) materials should be placed no closer to the edge of an
excavation than a distance equal to the depth of the excavation, but no closer than 4
feet. All trench excavations should be made in accordance with OSHA requirements.
3.4.6 Trench Backfill
Pipe zone backfill (i.e. material beneath and in the immediate vicinity of the pipe) should
consist of imported soil less than 3/a-inch in maximum dimension. Trench zone backfill
(i.e., material placed between the pipe zone backfill and finished subgrade) may consist
of onsite soil or imported fill that meets the requirements for engineered fill provided
above.
If imported material is used for trench zone backfill, we recommend it consist of silty
sand. In general, gravel should not be used for trench zone backfill due to the potential
for soil migration into the relatively large void spaces present in this type of material and
water seepage along trenches backfilled with coarse-grained sand and/or gravel.
Recommendations provided above for pipe zone backfill are minimum requirements
only. More stringent material specifications may be required to fulfill local building
requirements and/or bedding requirements for specific types of pipes. We recommend
the project civil engineer develop these material specifications based on planned pipe
Types, bedding conditions, and other factors beyond the scope of this study.
Trench backfill should be placed and compacted in accordance with recommendations
provided for engineered fill in Section 3.4.3. Mechanical compaction is recommended;
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ponding or jetting should not be allowed, especially in areas supporting structural loads
or beneath concrete slabs supported on grade, pavements, or other improvements.
3.5 TEMPORARYSHORING
3.5.1 General
Temporary shoring may be required in areas adjacent to existing structures or
improvements where excavations cannot be adequately sloped. Temporary shoring
may consist of a turn-key shoring system, soldier piles and lagging, or other system.
Recommendations for design of temporary shoring are presented below.
The shoring design should be provided by a civil engineer registered in the State of
California and experienced in the design and construction of shoring under similar
conditions. Once ihe final excavation and shoring plans are complete, the plans and
design should be reviewed by the geotechnical engineer for conformance with the
design intent and geotechnical recommendations provided herein.
3.5.2 Lateral Pressures
For the design of cantilevered shoring, an equivalent fluid pressure of 35 pounds per
cubic foot may be used for level backfill. Where the surface of the retained earth
slopes up away from the shoring, a greater pressure should be used. Design data can
be developed for additional cases when the design conditions are established.
In addition to the recommended earth pressure, any surcharge (live, including traffic, or
dead load) located within a 1 :1 plane drawn upward from the base of the shored
excavation should be added to the lateral earth pressures. The Iateral contribution of a
uniform surcharge load located immediately behind the wall may be calculated by
multiplying the surcharge by 0.30 for the level backfill condition. Lateral load
contributions of surcharges located at a distance behind the shored wall may be
provided once the load configurations and layouts are known. As a minimum, a 2-foot
equivalent soil surcharge (250 psf) is recommended to account for nominal construction
loads. It should be noted that the above pressures do not include hydrostatic pressure
and assume thai dewatering will be performed if groundwater is above the excavation.
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3.5.3 Design of Soldier Piles
AII soldier piles should extend to a sufficient depth below the excavation bottom to
provide the required lateral resistance. We recommend that the required embedment
depths be calculated based on the principles of force and moment equilibrium. For this
method, the allowable passive pressure against soldier piles that extend below the level
of excavation may be assumed to be equivalent to a fluid pressure of 300 pounds per
cubic foot (pcf), with a maximum resistance value of 3,000 psf. To account for arching,
the passive resistance may be assumed to act on an 2.5 times the width of the
embedded portion of the pile, provided adjacent piles are spaced at least 3 pile
diameters, center-to-center.
Drilling of the soldier pile shafts could be accomplished using conventional heavy-duty
drilling equipmeni. However, caving soils is anticipated to be encountered and some
difficulty may be experienced in the drilling of the soldier pile shafts. It may be
necessary to use casing and/or other techniques to permit the installation of the soldier
piles. Concrete for piles should be placed immediately after drilling of the hole is
complete. The concrete should be pumped to the bottom of the drilled shaft using a
tremie. Once concrete pumping is initiated, a minimum head of 5 feet of concrete
above the bottom of the tremie should be established and maintained throughout the
concrete placement to prevent contamination of the concrete by soil inclusions. If steel
casing is used, the casing should be removed as the concrete is placed.
To develop full lateral resistance, provisions should be taken to assure firm contact
between the soldier piles and undisturbed materials. The concrete placed in the soldier
pile excavations may be a lean-mix concrete. However, the concrete used in that
porcion of the soldier pile that is below the planned excavated level should provide
sufficient strength to adequately transfer the imposed loads to the surrounding
materials.
3.5.4 Lagging
Continuous treated timber lagging should be used between the soldier piles. The
lagging should be installed as the excavation proceeds. If treated timber is used, the
lagging may remain in place after backfilling. The lagging should be desig�ed for the
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recommended earth pressure but limited to a maximum value of 400 pounds per
square foot.
Some caving and running of the upper soils should be aniicipated. To reduce the
potential for loss of ground and setilement of the soil behind the wall, the contractor
should backfill any space between the lagging and the cut slope with clean sand or
sand-cement slurry after installation.
3.5.5 Deflection
Shoring adjacent to existing structures or improvements should be designed and
constructed so as to reduce the potential movement. Once the actual excavation
configuration is known, we should be afforded the opportunity to evaluate the
anticipated lateral deflections of the proposed shoring system.
3.5.6 Monitoring
Some deflection of the shored excavation should be anticipated during the pla�ned
excavalion. We recommend the project civil engineer perform a survey of all existing
utilities and structures adjacent to the shored excavation. The purpose of this survey
would be to evaluate the ability of existing utility lines or improvements to withstand
horizontal movements associated with a shored excavation and to establish the
baseline condition in case of unfounded claims of damage. If existing improvements
are not capable of withstanding anticipated Iateral movements, alternative shoring
systems may be required.
Horizontal and vertical movements of the shoring system should be monitored by a
licensed surveyor. The construction monitoring and performance of the shoring system
are ultimately the contractor's responsibility. However, at a minimum, we recommend
that the tops of soldier beams be surveyed prior to excavation and ihat the top and
bottom of the soldier beams be surveyed on a weekly basis until the foundation is
completed. Surveying should consist of ineasuring movements in vertical and two
perpendicular horizontal directions.
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3.6 BUILDING SLAB-ON-GRADE
Concrete slab-on-grade floors are appropriate for the proposed warehouse, provided
subgrade is prepared in accordance with Section 3.4.2. in accordance with the
CWDRs, we recommend the slab be a minimum nominal thickness of 6 inches and
underlain by at least 6 inches of aggregate base material. Aggregate base materials
should meet current Caltrans specifications for Class 2 aggregate base.
A modulus of subgrade reaciion of 150 pounds per cubic inch (pci) may be used for
design of slabs supported on 6 inches of aggregate base material over engineered fill,
as discussed below. Pursuant to Costco's current standard construction design
practices, we have evaluated the necessity of using steel reinforcement in the floor
slab. Based on the geotechnical characteristics of the site, the proposed warehouse
can be built with a non-reinforced slab.
Floor slab control joints should be used to reduce damage due to shrinkage cracking.
Control joint spacing is a function of slab thickness, aggregate size, slump and curing
conditions. The requirements for concrete slab thickness, joint spacing, and
reinforcement should be established by the designer, based on experience, recognized
design guidelines and the inlended slab use. Placement and curing conditions will have
a strong impact on the final concrete slab integrity.
Groundwater is not anticipated to affect the proposed construction. Kleinfelder typically
recommends installation of a vapor barrier beneath the slab to mitigate potential
moisture issues such as flooring performance and mold. However, we understand that
Costco Wholesale has determined that moisture barriers are not to be used in
construction of Costco Wholesale warehouses due to adverse effects on concrete
curing and performance. Therefore, we have provided construction recommendations
that do not include installation of a moisture barrier, with the understanding that there
will be an increased risk for adverse moisture issues.
3.7 EXTERIOR FLATWORK
Prior to casting euterior flarivork, the subgrade soils should be scarified, moisture
conditioned, and recompacted or overexcavated, as recommended in Section 3.42.
Exterior concrete slabs for pedestrian traffic or landscape should be at least four inches
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thick. Weakened plane joints should be located at intervals of about 6 feet. Careful
control of the waterlcement ratio should be performed to avoid shrinkage cracking due
to excess water or poor concrete finishing or curing. Unreinforced slabs should not be
built in areas where further saturation may occur following construction.
3.8 SITE DRAINAGE
Foundation and slab performance depends greatly on proper irrigation and how well
runoff water drains from the site. This drainage should be maintained both during
construction and over the entire life of the project. The ground surface around structures
should be graded such that water drains rapidly away from structures without ponding.
The surface gradient needed to do this depends on the surface type and should follow
Costco's Wholesale Development Requirements (Costco Wholesale, 2014).
We recommend that landscape planters either not be located adjacent to buildings and
pavement areas or be properly drained to area drains. Drought resistant plants and
minimum watering are recommended for planters immediately adjacent to structures.
No raised planters should be installed immediately adjacent to structures unless they
are damp-proofed and have a drainpipe connected to an area drain outlet. Planters
should be built such that water exiting from them will not seep into the foundation areas
or beneath slabs and pavement. Otherwise, waterproofing the slab and walls should be
considered. Roof water should be directed to fall on hardscape areas sloping to an
area drain, or roof gutters and downspouts should be installed and routed to area
drains. Roof downspouts and their associated drains should be isolated from other
subdrain systems to avoid flooding. In any event, maintenance personnel should be
instructed to limit irrigation to the minimum actually necessary to properly sustain
landscaping plants. Should excessive irrigation, waterline breaks or unusually high
rainfall occur, saturated zones and "perched" groundwater may develop. Consequently,
the site should be graded so that water drains away readily without saturating the
foundation or landscaped areas. Potential sources of water such as water pipes,
drains, and the like should be frequently examined for signs of leakage or damage.
Any such Ieakage or damage should be promptly repaired. Wet utilities should also be
designed to be watertight.
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3.9 RETAINING STRUCTURES
Design earth pressures for retaining structures depend primarily on the allowable wall
movement, wall inclination, type of backfill materials, backfill slopes, surcharges, and
drainage. The earth pressures provided assume that the on-site granular soil will be
used as backfill. If a drainage system is not installed, the wall should be designed to
resist hydrostatic pressure in addition to the earth pressure. Determination of whether
the active or at-rest condition is appropriate for design will depend on the flexibility of
the walls. Walis that are free to rotate at least 0.002 radians (deflection at the top of the
wall of at least 0.002 x H, where H is the unbalanced wall height) may be designed for
the active condition. Walls that are not capable of this movement should be assumed
rigid and designed for the arirest condition. The recommended active and at-rest earth
pressures and passive resistance values are provided in Table 5.
Table 2
Lateral Earth Pressures for Retaining Structures
(On-site Granular Backfill)
Wall�movement :� �Backfill Condition ' EquivalentFluid Pressure '
(P�fl
Free to Deflect 40
(active condftion)
Level
Resirained 60
(at-rest condition)
The above lateral earth pressures do not include the effects of surcharges (e.g., traffic,
footings), compaction, or truck-induced wall pressures. Any surcharge (live, including
traffic, or dead load) located within a 1 :1 (horizontal to vertical) plane drawn upward
from the base of the excavation should be added to the lateral earth pressures. The
lateral contribution of a uniform surcharge load located immediately behind walls may
be calculated by multiplying the surcharge.6y 0.33 for cantilevered walls under active
conditions and 0.50 for restrained walls under at-rest conditions. Walls adjacent to
areas subject to vehicular traffic should be designed for a 2-foot equivalent soil
surcharge (250 psfj. Lateral load contributions from other surcharges located 6ehind
walis may be provided once the load configurations and layouts are known.
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Walis should be properly drained or designed to resist hydrostatic pressures. Adequate
drainage is essential to provide a free-drained backfill condition so that there is no
hydrostatic buildup behind the wall. Walls should also be appropriately waterproofed to
reduce the potential for staining. Drainage behind loading dock walls can consist of
weepholes placed along the base of the wall. Weepholes should be spaced 10 to 15
feet apart and connected with a gravel drain consisting of approximately 3 cubic feet of
clean gravel per foot of wall length wrapped with filter fabric.
3.10 PAVEMENT SECTIONS
The required pavement structural sections will depend on the expected wheel loads,
volume of traffic, and subgrade soils. We have provided asphalt concrete pavement
sedions for traffic indices provided in the CW DRs (Costco, 2014). Positive drainage of
the paved areas should be provided since moisture infiltration into the subgrade may
decrease the life of pavements. Curbing located adjacent to paved areas should be
founded in the subgrade, not the aggregate base, in order to provide a cutoff, which
reduces water infiltration into the base course.
The following pavement sections provided above are based on the soil conditions
encountered during our field exploration, our assumptions regarding final site grades,
and limited laboratorytesting.
3.10.1 Costco Pavement Design Parameters
We developed pavement design recommendations using traffic loading parameters
provided in the CW DRs and the following data:
• A 20-year pavement design life;
• Light-duty pavements subject to 6,600 passenger vehicle trips per day (Traffic
Index of 5.0);
• Heavy-duty pavements subject to 30 tractor-trailer truck tips per day (Traffic
Index of 7.0);
• For asphalt concrete pavements: a design R-value of 20; and
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• For Portland cement concrete (PCC) Pavements: a 28-day flexural strength
(modulus of rupture determined by the third-point method) of at least 550 pounds
per square inch (psi) (approximate compressive strength of 4,OOD psi); a
modulus of subgrade reaction (k value) of 150 pounds per cubic inch (pci); a�d
interlock at the control joints.
3.102 Asphalt Concrete Pavement
We designed asphalt concrete pavement, also referred to as Hot Mix Asphalt (HMA), in
accordance with the Asphalt Institute Manual Series (MS-1), Asphalt Pavements for
Highways and S[reets. HMA should conform to requirements of the Costco Wholesale
Asphalt Pavement and Surfacing Specification 02471 . Pavement lifts should not exceed
three inches. Table 3 presents recommended minimum HMA pavement sections. It
should be noted that the existing pavement section consists of approximately 3 to 4
inches of asphalt concrete over 7 to 8 inches of aggregate base. Consideration should
be given to matching the existing sections at minimum. Prior to placement of aggregate
base, pavement subgrade should be prepared in accordance with Section 3.4.2.
Table 3
Recommended Minimum Asphalt Concrete Pavement Sections
TraTfic Use �� Treffic Index, TI �Phalt Concrete Aggregate Base ':
(inches);j ! (inches) <
Light-Duty 5A � 3.5 6A�
Pavement
Heavy-Duty 6.5 6.0
Pavement �'�
5.0 12.0
3.10.3 Asphalt Performance Grade Binder
Performance Grade (PG) Binder 70-10 is appropriate for the project. This
recommendation was developed in accordance with Costco Wholesale Specifications
Seciion 02741. Air temperature data for the five data stations nearest the project site
was averaged and the PG was selected using the FHWA program LTTPBind
Version 3.1. The high-end temperature rating was selected as one grade higher than
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the 98 percent reliability binder and the low-end temperature was selected to provide a
reliability of at least 90 percent.
3.10.4 Portland Cement Concrete Pavement
We designed PCC pavement in accordance with the Portland Cement Association
(PCA) Thickness Design for Concrete Pavements (PCA, 1984). The design assumes
that the PCC will have a 28-day flexural strength (modulus of rupture determined by the
third-point method) of at least 55D pounds per square inch (psi) (approximate
compressive strength of 4,000 psi). A design modulus of subgrade reaction (k value) of
150 pounds per cubic inch (pci) was assumed for the top of the compacted aggregate
base. It was also assumed that aggregate interlock would be developed ai the control
joints. The pavement sections are based on a theoretical design life of 20 years.
Recommended minimum PCC sections are presented in Table 4. Prior to placement of
aggregate base, pavement subgrade should be prepared in accordance with Section
3.42.
Table 4
Recommended Minimum PCC Pavement Sections
� TraffiG Use ' � �- TraNic Index„TI � � . PCC '. „ -Aggregate Base �
(inches) ; ` (inches) 'I
Light-Duty 5.0 6.5 � 6.0
Pavement
Heavy-Duty � 0 7.o s.o
Pavement
3.10.5 Aggregate Base
Aggregate base materials should meet current Caltrans specifications for Class 2
aggregate base. Alternatively, the aggregate base course could meet the specifications
for untreated base materials (crushed aggregate base or crushed miscellaneous base)
as defined in Section 200-2 of the current edition of the Standard Specifications for
Public Works Construction (Greenbook). Caltrans Class 2 aggregate base and crushed
miscellaneous base (CMB) utilize recycled materials and require Costco's approval
priorto use.
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3.10.6Construction Considerations
The pavement sections provided above are contingent on the following
recommendations being implemented during construction.
• Pavement subgrade should 6e prepared as recommended in Section 3.4.2.
• Subgrade soils should be in a stable, non-pumping condition at the time the
aggregate base materials are placed and compacted.
• Aggregate base materials should be compacted to at least 95 percent relative
compaction (ASTM D1557).
• Asphalt paving materials and placement methods should meet current Costco
Wholesale Specifications Section 02741.
• Adequate drainage (both surface and subsurface) should be provided such that
the subgrade soils and aggregate base materials are not allowed to become wet.
Note that pavement materials and construction must be completed in strict accordance
with the Costco's specifications that contain very specific pavement material (asphalt,
aggregate and concrete) criteria and construction practices to be used (compaction and
material sampling). The general contractor and pavement construction subcontractor
should be aware that asphalt and concrete mix designs must he submitted to the
design architect and Kleinfelder at least 45 days prior to the scheduled production and
laydown for review and approval.
3.11 SOILCORROSION
The corrosion potential of the on-site materials to steel and buried concrete was
preliminarily evaluated. Laboratory testing was performed on one representative soil
samples to evaluate pH, minimum resistivity, chloride and soluble sulfate content. The
test results are presented in Table 5.
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Table 5
Corrosion Test Results
Soluble��-�� Solutile - �
Minimum Sulfate '�. Chloritle �
Depth Resistivity Content� �� Content
Boring��. (ft): (oNm-cm) ��.: .pH (PPm) �'. (PPm)
B-5 25 .. .2,214 .... . . 7.5 � 217 1fi8
These tests are only an indicator of soil corrosivity for the samples tested. Other soils
found on site may be more, less, or of a similar corrosive nature. Imported fill materials
should be tested to confirm that their corrosion potential is not more severe than those
noted.
Resistivity values between 1,000 and 3,000 ohm-cm are normally considered highly
corrosive to buried ferrous metals (NAGE, 2006). The concentrations of soluble sulfates
indicate that the potential of sulfate attack on concrete in contact with the on-site soils is
"negligible" based on ACI 318-11 Table 4.2.1 (ACI, 2071). Maximum water-cement
ratios and cement types are not specified for these sulfate concentrations.
Kleinfelder's scope of services does not include corrosion engineering and, therefore, a
detailed analysis of the corrosion test results is not included. A qualified corrosion
engineer should be retained to review the test results for further evaluation and design
protective systems, if considered necessary.
3.12 STORM WATER MANAGEMENT
Kleinfelder understands that, as part of storm water management for the project,
Infiltration Best Management BMPs, such as subterranean infiltration galleries, are
being considered. We performed four borehole infiltration tests using the well
permeameter (USBR 7300-89) in accordance with the Riverside County guidelines in
order to provide recommendations for locating and designing subterranean infiltration
galleries. We also performed 10 grain-size distribution laboratory tests to assess the
grain size associated with 10 percent finer particles (D�p). The borehole infiltration tests
along with grain-size distribution tests were used to evaluate the infiltration capabilities
of the subsurface soils. The borehole infiltration test results are presented in
Appendix C.
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Copyrighi 2014 Klainfelder
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Based on visual soil classification and laboratory testing of the soil samples collected
during our field exploration, the upper approximately 10 feet of the subsurface soils
consist predominantly silty sand with fines contents between approximately 20 and 46
percent. Below a depth of approximately 10 feet, the subsurface soils consist
predominantly sand with silt with approximately 7 to 17 percent fines content. Based on
the results of the borehole infiltration tests, the soil classification and gradation tests,
the use of infiltration BMPs, such as subterra�ean infiltration galleries, for storm water
management are feasible provided the galleries are located northeast of the existing
warehouse building near the cooler addition and capable of bypassing the upper silty
sand layer with outflow at a depth of at least 12 feet below grade.
We understand that the boltoms of infiltration galleries are typically established at
depths of approximately 5 to 10 feet below grade. To facilitate water dissipation at
depth, we recommend either deepening the infiltration galleries or excavating the
existing soil below the bottom of the galleries to a depth of at least 12 feet below grade
and backfilling the excavation with 3/4-inch crushed rock. The crushed rock should be
wrapped with filter fabric (Mirafi 140N or equivalent). Based on the results of the
infiltration tests and the correlation of the grain-size distribution with hydraulic
conductivity, and considering factors such as site variability, potential for long-term
siltation and bio-buildup, a long-term infiltration rate of approximately 0.5 inches per
hour may be used for design of subterranean i�filtration galleries with outflow at a depth
of at least 72 feet below grade. The galleries should be at least 15 feet horizontally
from the nearest fou�dation.
If infiltration BMPs are impractical due to existing site constraints, we recommend
alternatives, such as bio-filtration/bio-retention systems (bio-swales and planter boxes),
be implemented at the project site. If bio-filtration/bio-retention systems are employed,
we recommend that the BMPs be built such that water exiting from them will not seep
into the foundation areas or beneath slabs and pavement. If planters are located within
70 feet of the building or building foundations, or adjacent to slabs and pavements, then
some means of diverting water away from the building, building foundation soils, or soils
that support slabs and pavements would be required, such as lining the planters.
20152384.001NIRV74R0981� Page 25 of 30 November 25, 2014
Copyright 2014 Kieinfeltler
I KLE//VFELOE,4
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4 ADDITIONAL SERVICES
4.1 PLANS AND SPECIFICATIONS REVIEW
We recommend that Kleinfelder perform a general review of the project plans and
specifications before they are finalized to verify that our geotechnical recommendations
have been properly interpreted and implemented during design. If we are not accorded
the privilege of performing this review, we can assume no responsibility for
misinterpretation of our recommendations.
42 CONSTRUCTION OBSERVATION AND TESTING
The construction process is an integral design component with respect to the
geotechnical aspects of a project. Because geotechnical engineering is an inexact
science due to the variability of natural processes, and because we sample only a
limited portion of the soils affecting the performance of the proposed structure,
unanticipated or changed conditions can be encountered during grading. Proper
geotechnical observation and testing during construction are imperative to allow the
geotechnical engineer the opportunity to verify assumptions made during the design
process. Therefore, we recommend that Kleinfelder be retained during the construction
of the proposed improvements to observe compliance with the design concepts and
geotechnical recommendations, and to allow design changes in the event that
subsurface conditions or methods of construction differ from those assumed while
completing this study.
Our services are typically needed at the following stages of grading.
• After demolition;
• During grading;
• After the overexcavation, but prior to scarification;
• During utility trench backfill;
• During base placement and site pavi�g; and
• After excavation for foundations.
20152384.00tAlIRV14R09810 Page 26 of 30 November 25, 2014
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5 LIMITATIONS
This geotechnical study has been prepared for the exclusive use of Costco Wholesale
and their agents for specific application to the proposed dairy cooler addition to Costco
Wholesale Warehouse No. 491 at 26610 Ynez Road in Temecula, California. The
findings, conclusions and recommendations presented in this report were prepared in
accordance with generally accepted geotechnical engineering practice. No other
warranty, express or implied, is made.
The scope of services was limited to a background data review and the field exploration
described in Section 1 .2. It should be recognized that definition and evaluation of
subsurface conditions are difficult. Judgments leading to conclusions and
recommendations are generally made wiih incomplete knowledge of the subsurface
conditions preseni due to the limitations of data from field studies. The conclusions of
this assessment are based on our field exploration and laboratory testing programs, and
engineering analyses.
Kleinfelder offers various levels of investigative and engineering services to suit the
varying needs of different clients. Although risk can never be eliminated, more detailed
and extensive studies yield more information, which may help understand and manage
the level of risk. Since detailed study and analysis involves greater expense, our clients
participate in determining levels of service, which provide information for their purposes at
acceptable levels of risk. The client and key members of the design team should discuss
the issues covered in this report with Kleinfelder, so that the issues are understood and
applied in a manner consistent with the owner's budget, tolerance of risk and
expectations for future performance and maintenance.
Recommendations contained in this report are based on our field observations and
subsurface explorations, limited laboratory tests, and our present knowledge of the
proposed construction. It is possible that soil or groundwater conditions could vary
between or beyond the points explored. If soil or groundwater conditions are encountered
during construction that differ from those described herein, the client is responsible for
ensuring that Kleinfelder is notified immediately so that we may reevaluate the
recommendations of this report. If the scope of the proposed construction, including the
estimated Traffic Index or locations of the improvements, changes from that described in
20152384.007A/IRV14R09870 Page27o13o November25,2014
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I KLE/NFELOEl7
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this report, the conclusions and recommendations contained in this report are not
considered valid until the changes are reviewed, and the conclusions of this report are
modified or approved in writing, by Kleinfelder.
The scope of services for this subsurface exploration and geotechnical report did not
include environmental assessments or evaluations regarding the presence or absence of
wetlands or hazardous substances in the soil, surface water, or groundwater at this site.
Kleinfelder cannot be responsible for interpretation by others of this report or the
conditions encountered in the field. Kleinfelder must be retained so that all geotechnical
aspects of construction will be monitored on a full-time basis by a representative from
Kleinfelder, including site preparation, preparation of foundations, and placement of
engineered fill and trench backfill. These services provide Kleinfelder the opportunity to
observe the actual soil and groundwater conditions encountered during construction and
to evaluate the applicability of the recommendations presented in this report to the site
conditions. If Kleinfelder is not retained to provide these services, we will cease to be the
engineer of record for this project and will assume no responsibility for any potential claim
during or after construction on this project. If changed site conditions affect the
recommendations presented herein, Kleinfelder must also be retained to perform a
supplemental evaluation and to issue a revision to our original report.
This report, and any future addenda or reports regarding this site, may be made available
to bidders to supply them with only the data contained in the report regarding subsurface
conditions and laboratory test results at the point and time noted. Bidders may not rely on
interpretations, opinion, recommendations, or conclusions contained in the report.
Because of the limited nature of any subsurface study, the contractor may encounter
conditions during construction which differ from those presented in this report. In such
event, the contractor should promptly notify the owner so that Kleinfelder's geotechnical
engineer can be contacted to confirm those conditions. We recommend the contractor
descri6e the nature and extent of the differing conditions in writing and that the
construction contract include provisions for dealing with differing conditions. Contingency
funds should be reserved for potential problems during earthwork and foundation
construction.
This report may be used only by the clienf and only for the purposes stated, within a
reasonable time from its issuance, but in no event later than one year from the date of the
20152384.001A/IRV14R09810 Page 28 of 30 November 25, 2014
Copyright 2014 Kleinfelder
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report. Land use, site conditions (both on site and off site) or other factors may change
over time, and additional work may be required with the passage of time. Any party, other
than the client who wishes to use this report shall notify Kleinfelder of such intended use.
Based on the intended use of this report and the nature of the new project, Kleinfelder
may require that additional work be performed and that an updated report be issued.
Non-compliance with any of these requirements by the client or anyone else will release
Kleinfelder from any liability resulting from the use of this report by any unauthorized party
and the client agrees to defend, indemnify, and hold harmless Kleinfelder from any claims
or liability associated with such unauthorized use or non-compliance.
20152384.007AlIRV74R09810 Page 29 of 30 November 25, 2014
Cop}rtiBht 2014 Kleinfeltler
i KLE/NFELOER
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6 REFERENCES
American Concrete Institute (ACI), 2011 , Building Code Requirements for Structural
Concrete (ACI 318-17) and Commentary.
American Society of Civil E�gineers (ASCE), 2010, Minimum Design Load for Buildings
and Other Structures (ASCE/SEI 7-10).
California Geologic Survey (CGS), 2003, The Revised 2002 California Probabilistic
Seismic Hazard Maps, released June 2003.
Costco Wholesale, 2014, Costco Wholesale Development Requirements, Version
2014, revised on June 13, 2074.
International Code Council, Inc., 2013 California Building Code.
Leighton (1999], Leighton and Associates, Preliminary Geotechnical Investigation,
Proposed Costco Wholesale and Gas Station Site, Ynez Road and Overland
Drive, Temecula, California, Dated April 26, 1999.
National Association of Corrosion Engineers (NACE), 2006, "Corrosion Basics, An
Introduction, 2nd Edition" National Association of Corrosion Engineers.
Portland Cement Association (PCA), 1984, Thickness Design for Concrete Highway
and Street Pavements, Skokie, Illinois: Portland Cement Association.
Portland Cement Association, 1988, Design and Control of Concrete Mixtures, Portland
Cement Association, Skokie, Illinois.
20152384.001NIRV74R09810 Page 30 of 30 November 25, 2014
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PLATES
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APPENDIX A
FIELD EXPLORATIONS
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APPENDIX A
� FIELD EXPLORATIONS
Our field exploration program consisted of drilling five borings at the project site. The
� borings were drilled to depths ranging from approximately 11 Yz to 21 Yz feet below the
. existing ground surface (bgs) as proposed. The borings were drilled by CalPac Drilling
.� of Calimesa, California with a truck-mounted, hollow-siem-auger drilling rig equipped
. with an auto-hammer (Mobile B61). The approximate locations of the borings are
. presented on Plate 2.
. Prior to commencement of the fieldwork, various geophysical techniques were used at
each boring location in order to identify potential conflicts with subsurface structures.
� Each of our proposed field exploration locations were also cleared for buried utilities
�. through Underground Service Alert (USA).
� The boring logs are presented as Plates A-3 ihrough A-7. An explanation to the logs is
�. presented as Plates A-1 and A-2. The boring Iogs describe the earth materials
. encountered, samples obtained and show field and laborarory tests performed. The
� logs also show the location, boring number, drilling date and the name of the drilling
subcontractor. The borings were logged by a Kleinfelder geologist using the Unified
� Soil Classification System. The boundaries between soil types shown on the logs are
approximate because the transition between different soil layers may be gradual. Bulk
and drive samples oF selected earth materials were obtained from the borings.
A modified-California sampler was used to obtain drive samples of the soil
� encountered. This sampler consists of a 3-inch 0.�, 2.4-inch I.D. split barrel shaft that
� is pushed or driven a total ot 18-inches into the soil at the bottom of the borings. The
� soil was retained in six 1-inch brass rings for laboratory testing. An additional 2 inches
� of soil from each drive remained in the cutting shoe and was usually discarded after
visually classifying the soil. The sampler was driven using a 740-pound hammer falling
� 30 inches. The total number of blows required to drive the sampler the final 12 inches
is termed blow count and is recorded on the boring logs.
� Samples were also obtained using a Standard Penetration Sampler (SPT). This
� sampler consists of a 2-inch O.D., 1-inch I.D. split barrel shaft that is advanced into the
soils at the bottom of the drill hole a total of 18 inches. The sampler was driven using a
140-pound hammer falling 30 inches. The total number of hammer blows required to
20752384.001A/IRV14R09870 PageA-1 November25, 2074
Capyrigh12014 Kleinfeldet
� KLE/NFELOE/7
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� drive the sampler the final 72 inches is termed the blow count (N) and is recorded on
� the Log of Boring. The procedures we employed in the field are generally consistent
� with those described in ASTM Standard Test Method D1586.
�. Bulk and grab samples of the near-surface soils were directly retrieved from the
�. cuttings.
� 20152384.001A11RV74R09810 PageA-2 Novemher25, 2014
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� Plunge: -90deprees DrillingMelhotl: HollowSt¢mAug¢r
.. Wealher. Clear Sunny Auger Diameter. 6 in.0.0.
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� m ��P��+15.2014. GFNERAI_NOTES'
. E � TempMyxeAirsWetlWutedunrgpe�cdalionlaWinB�Tertqo�ary
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.� E � lFeeKpbrelimbcetionaNekvalianareepproumaleantlwere
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APPENDIX B
LABORATORY TESTING
�NFELOER
� �l.+r�hw..T'.n.bWr».
�� APPENDIX B
� LABORATORY TESTING
GENERAL
Laboratory tests were performed on selected samples as an aid in classifying the soils
and to evaluate physical properties of the soils that may affect foundation design and
� construction procedures. The tests were performed in general conformance with the
current ASTM or California Department of Transportation (Caltrans) standards. A
� description of the laboratory-testing program is presented below.
: MOISTURE AND UNIT WEIGHT
�. Moisture content and dry unit weight tests were performed on selected samples
recovered from the borings. Moisture contenis were determined in general accordance
� with ASTM Test Method D 2216; dry unit weight was calculated using the entire weight
of the samples collected. Results of these tests are presented on the boring logs in
� Appendix A.
' GRAIN-SIZE DISTRIBUTION AND HYDROMETER
: Grain-size distribution testing was performed on samples of the materials encountered
� at the site to evaluate the particle size distribution characteristics of the soils and to aid
� in their classification. The tests were performed in general accordance with ASTM Test
� Method D 422. The test results are presented on Plates B-7 through B-5, Grain Size
Distribution.
�. PREIMINARYCORROSIVITYTEST
. A series of chemical tests was performed on one sample of the near-surface soils to
estimate pH, resistivity, sulfate and chloride content. The preliminary corrosion
� laboratory testing results are presented below.
� 20152384.001PJIRV74R09870 PageB-1 November25, 2014
. Copyright 20i4 Kleinfeltler
� l KLE/NFELOER
� � �a�m�xvm�wb..
�_
Table B-4
� Corrosion Test Results
Depth Sulfate ` ' Chlonde Resistivity";
Bonn9`' (ft): PH . ��,:r(pPm) . :" ! (ppm) }'a. (ohm-cm)"='
� B - 5 2.5 7.5 217 168 2,214
20152384.001A/IRV74F09810 PageB-2 November25, 2014
. Copyright2014Kleinteltler
0
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SAMPLEIDENTIFICATION PERLENiAGES ATTERBERGLIMITS
� SYMBOL gORING SAMPLE DEPTH SOILCLASSIFICATION
� NO. NO. (ry.� GRAVEL SAND FINES LL PL PI
� � B-1 3 ] 42 ]�.9 24.9 NIA N/A N/A Sllly Santl(SM)
� B-1 4 10 1.4 ]5.5 23d NIA WA N/A SIItySantl(SMJ
PftOJECT N0.20i52384 PLATE
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' GOBBLE GRAVEL SAND SILT GLAY
SAMPLE I�ENTIFICATION PERGENTAGES ATTERBERG LIMITS
SVMBOL BORING SAMPLE �EPTH SOIICIASSIFICATION
�� N0. NO. (g,) GR4VEL SANO FINES LL PL PI
� B-2 4 10 t.6 91.1 ].3 NIA N/A N/N Well Geatled Sand with Sill
(SW-SM)
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�� SAMPLE IOENTIFICATION PERCENTAGES ATTERBERG LIMITS
SVh9BOL gORING SAMPLE OEPTH SOILCLASSIPICATION
NO. NO. (ry.) GRAVEL SAN� FINES LL PL PI
� 8-3 6 15 0.6 88.5 10.9 NlA WA N!A Well Gratled Santl wiih Sil�
(SW-SM)
� ■ 83 4 10 0.4 ]9.] 19.9 N/A WA N!A SiltySantl (SM)
- � B-3 3 15 0] 92.3 ].0 N!A NIA N!A Well Gaded SanC wi�h Silt
(SW-SM)
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. NO. NO. (g.� GRAVEL SAND FINES LL PL PI
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� SAMGLEIDENTIFICATION PERCENTAGES ATTERBEFGLIMITS
SYMBOL BORING SAMPLE �EPTH SOILCLASSIFICATION
� NO. NO. (g.) GRAVEL SAND FINES LL PL PI
� � B-5 3 �.5 0.0 542 0.5.8 N/H N/A WA Silry Santl(SM)
� B-5 5 12.5 0.8 90.5 8.� N/A N/A WA '�ell Gratletl Sand wi�h Silt
(SW-SM)
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(SW-SM)
� PROJECT N0.30152384 P�(1TE
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APPENDIX C
BOREHOLE INFILTRATION TESTING
.Y KLEjNFELOER
�J. ir.wwnnr.swr...
sr
� APPENDIX C
� BOREHOLE INFILTRATION TESTWG
� Borehole infiltration testing was performed in accordance with Appendix A, Riverside
�� County — Low Impact Development BMP Design Handbook. Based on the Table 1 ,
� Infiltration Testing Requirements, and our selection of the Well Permeameter Method
� (USBR 7300-89), we performed four borehole infiltration tests in Borings B-1 , B-3, B-4
� and B-5. The total depth of the four borings with permeameter tests were approximately
� 11'/z feet, 16Yz feet, 11'/z feet, and 21 Y: feet, respectively. At the condusion of drilling,
� the augers were removed vertically from the borings to limit the amount of "smearing" of
� the boring sidewall. Within each boring, approximately 2 inches of gravel was added to
the bottom. Perforated pipe was then placed with the bottom directly on the gravel
bottom. The pre-saturation of the boreholes subsequently commenced.
� In the test located in Borings B-1, approximately 4 feet of sand was place around the
� perforated pipe to limit the collapse of the sidewall soil once the infiltration test was
� commenced. In this analysis, we performed a void ratio test to analyze the volume of
water infiltrating during the test.
� The well permeameter test results provide the short-term infiltration rate of a soil layer.
� The long-term design infiltration rate is ihe short term value with factors of safety
� applied. The short term infiltration rates are presented below.
Table C-1
� Infiltration Rates
Depth of Test ' Short-term ' Long-term Design '
� Location �, �ft�,, , . � Infiltration Rate.�' � Infiltretion Rate `���
�� in/houc� �`� in/hour f
. .. 8-1 11.5 0.40 � 0.13
� B-3 16.5 0.03 O.D3
� B-4 17.5 0.04 0.0�
B-5 21.5 3.44 1.15
� In addition to the borehole infiltration tests, we also performed 10 grain-size distribution
� laboratory tests to assess the grain size associated with 10 percent finer particles
� 20152384.001A/IRV14R09810 PageC-1 November25, 2014
. Copyrigh�2014Kleinfeltler
1 KLE/NFELOEFT
��'�sn,a..�.�,i�sw�...
�-
� (D10). The results of these tests were analyzed using Hazen's equation to calculate an
� approximate permeability rate "k". Hazen's equation is shown below.
k = C * D�o2
"C" is a constant factor assumed to be 1 for our analysis, and the D10 particle size
diameter in which 10% of the soil is finec The results of the Hazen equation
correlations are presented in Table C-2.
Table C-2
Soil Permeability
� . Boring Sample�` Depth ApproXimated z� � Permea6ility Permeability '�.
� � � No. ' � '� Nd. : (tt), � D,�.�Mm� '` ' � �'o , , .0 ` , : (cm/s)" , (in/hqur) ;
� B-1 � 3 7 0.01 � 0.0001 7 7.00E-04 �.14
� B-1 4 10 0.002 0.000004 7 4.00E-06 0.01
&2 4 10 0.14 0.0796 1 1.96E-02 27.78
. 8-3 3 7.5 0.73 O.Oifi9 7 7.69E-02 23.95
� 8-3 4 10 0.012 0.000144 7 7.44E-04 020
� B3 6 15 0.065 0.004225 7 423E-03 5.99
B-4 4 10 0.004 0.000076 7 7.60E-05 0.02
B-5 3 7.5 0.0025 0.00000625 7 625E-06 �.Oi
� B-5 5 12.5 0.09 0.0087 1 6.10E-03 11.48
� B-5 7 20 0.14 0.0196 7 1.96E-02 2778
� 20152384.001NIRV14R09810 PageG2 November25, 2014
Copyright 2014 Kleinfeltler
. Percolation Test Data Sheet
Project Cos[co Permlation Projec[No: 20152384.00lA Start Date: 9/IS/2016
Test Hole No: B-1 Tested By: T. Meier Finish Date: 9/16/2014
� DepthofiestHoleon�ft.�: SO USCSSoiltlassttiwtbn: Sil[y5and �5M�
Test Hole Dlmension(inches j Length Width
. Diameter(if round)= 6 Sides(if rectangular�= N/A N/A
� Start Weather. Clear Ending Weather. Clear
� Fac[orof Safiety: 3
Sandy Soll Criteria Test*
� Time Initiai Final Chane in
� Interval, Depthto Depthto Water GreaterthanarEqualto6
Water Level (in.) (Y/N)
� (min.) water(in.)
' ireilrvo. StartTime stopiime (in.) (in.)
1 1�24 1049 25 60 SS 25 Y
2 1D49 7714 25 85 97 12 V
'if two ronsecutive measurements show ffiat siu inches of water seeps away in less than 25 minures,the test
� sha116erunforanadditionalhourwithmeasurementiakeneveryl0minutes.Otherwise, pre-soak�fill)
� ovemight.Obtainatlea5ttwelvemeasurementperholeoveratleastsixhours(appmximately30miwte
� intervals) with precision of at least 0.25".
Test�ata
Df
Do F(nal �D
. �tTime IniYial Depthto Change Percolation Test Design
. Interval �epthto Water inWater Rate Intiltretion Infiltration
TrailNo. StartTime StopTime (min) Water�in) (in) Level(in) (min/in) Rate�in/hr) Rate�in/hr)
1 1156 1208 12 64.2 74.4 10.2 1.18 0.60 020
. 2 12D8 1218 10 74.4 77.5 3.1 3.23 025 0.08
� 3 1218 1228 30 �7.5 57.4 3.9 2.56 034 0.11
� 4 1228 1238 10 81.4 84.0 2.6 3.85 025 0.08
� 5 1238 1248 10 84.0 S62 22 4.55 0.22 0.07
. 6 1248 1258 10 86.2 88.3 2.1 4J6 023 0.08
7 1301 1311 10 85.8 88.2 2.4 4.17 0.26 0.09
8 1311 1321 30 88.2 92.4 4.2 238 0.50 0.17
� 9 1322 1332 10 87.5 91.8 4.3 2.33 0.50 0.17
30 1334 1344 10 87.6 89.4 1.8 5.56 020 0.07
il 1351 1401 30 87.6 91.8 42 238 0.49 0.16
12 14�2 1412 10 8].] 912 3.5 2.86 0.40 0.13
�. Percolation Test Data Sheet
. Project: tastco Percolation Project No: 20152384.00IA Start Date: 9/15/2014
. Test Hole No: 83 Tested By: T. Meier Finish�ate: 9/16/2014
� Oepth of Tes[Hole Dv(ft.�: 15 USCS Soi1 Classification: SM/SP
. Test Hole Dimension(in<hes) Length Width
Oiameter(if round)= 6 Sides(if rectangular j= N/A N/A
� Swrt Weather. Clear Ending Weather. Clear
� factorof5afety: 3
� SandySoilCriteriaTest•
Time Initial Final Chanein
� Interval, Depthto Depthto Water GreaterthanorEqualto6
Water Level �in.) (Y/Nj
. (min.) water�in.)
� ireilNo. StartTime StopTime ��^�) (�^��
. 1 1610 1635 25 150 158 8 Y
� 2 1638 1703 25 149 151 2 N
'if two consecutive measurements showthat six inches of water seeps away in less than 25 minutes,the test
� shall be run foran additional hourwith meamrement taken every 10 minutes. b[herwise,pre-soak(fill)
� overnighG Ohtain at least twelve measurement per hole over at least six haurs�appmximately 30 minute
� intervals)with precision of at least 0.25".
Test�ata
Dt �D
� Do Final Change Design
� AtTime Initial Depthto in Water Percolation Infiltration Infiltratio
� Interval �epth to Water Level Rate Race n Rate
T�ailNo. StartTime StopTime (min.) Water(in.� (in.) (in.j �min.in.� (in./hr.) (in/hr)
1 0843 0913 3� 130.0 133.6 3.6 833 0.22 0.07
� 2 0919 0949 30 1392 141.6 2.4 12.50 0.18 0.06
3 0952 1022 30 137.4 139.8 2.4 12.50 0.17 0.06
� 4 SD52 1055 3D 136.8 139.4 2.6 11.54 0.18 a.06
� 5 SO56 1126 3� 137.4 1392 1.8 16.6] 012 0.04
. 6 1132 1202 30 137.4 1392 1.8 16.67 0.12 0.04
7 12D4 1234 3D 138.0 139.2 12 25.00 0.08 0.03
� 8 1235 1305 3D 137.4 139.0 1.6 18.75 0.11 0.04
. 9 13D6 133fi 3D 136.8 139.2 2.4 12.50 0.17 0.06
10 1338 1408 30 138.0 139.2 1.2 25.00 0.08 0.03
11 1409 1439 30 138.0 1391 1.2 25.00 0.08 0.03
. Percolation Tesi Data Sheet
� Project: Costco Percolation Projecc No: 20152384.001A Start Date: 9/15/2014
Test Mole No: B-0 Tested By: T. Meier finish Oate: 9/16/2014
� Depth of Tes[Hole Do(ft.�: 9.8 US[5 Soil Classification: Silty Sand �SM)
. Test Hole Dimension�inches) Length Width
Diameter�if round)= 6 Sides(If rectangular)= N/A N/A
� SWrtWeather. Clear EndingWeather. Clear
� Factorof5afety: 3
5andy Soil Criteria Test*
� Time Initial Final Chanein
Interval, Depth to Depth to Water Greaterthan or Equal to 6
� water Level (in.)(Y/N)
(min.) water�in.J
TrailNo. StartTime stopiime (in.� (in.)
. 1 1503 1528 25 ]6 88 12 Y
2 1531 1556 25 66 74 8 Y
*if two consecutive measurements show that six inches of water seeps away in less than 25 minutes,the test
� shall be run for an additional hour with measurement taken every 10 minutes.Otherwise,pre-soak(fll)
ovemighL Obtain at least twelve meamrement per hole over at least six hours(approximately 30 minute
intervals)with precision oF at least�.25".
Test oata
Do �0
Initial Ot Change
� Depth to Fi�al in Water Perwlation Infiltracion Design
OtTime Water(in.) Depthto �ye� Rate Rate Infiltration
Interval Water (�n.) (min.in.) (in./hr.) Rate(in/hr)
� Trail No. Start Time Stop Time (min.) (in.)
� 1 �851 0901 1� 81.� 81.5 0.50 20.0 0.12 0.04
2 �912 0922 SO 81.6 51.9 0.30 33.3 0.07 0.@
� 3 0924 0934 10 80.4 807 030 33.3 0.07 0.02
� 4 �934 0944 1� 80.7 81.0 0.30 33.3 0.07 0.02
. 5 �944 0954 1D 80.5 80.] 0.20 50.0 0.05 0.02
6 0955 1005 10 80.7 80.9 0.18 55.6 0.04 0.01
. Percolation Test Data Sheet
. Projeck Castco Percolation Project No: 20152384.003A Start Date: 9/15/2014
TeSt Hole No: e-5 TeSted By: T.Meief finish Date: 9/16/2014
� oepth of Test Hole De(ft.�: 20 USCS Soil [IauHication: Silty Sand (5M)/Poody Graded(5P�
Test Hole �imension (inches� Length Width
. Diameter(iF mund f= 6 Sides(iF rec[angular�= N/A NJA
� STan Weather. Clear Ending Weather: [lear
. Factor of Safety: 3
. SandySoilCriteriaTest'�
. Time Initial Final [hane in
� Interval, Depth to Depth to Water Greater than ar Equalto 6
� water Level (in.)�Y/N)
(min.) water(in.)
' Trail No. Start Time Stop Time (�^') (�^')
1 1415 1440 25 186 234 48 Y
� 2 1442 1507 25 186 227 41 Y
*if two consecutive measuremenis show thai siz inches of water seeps away in less than is minutes,the test
shall be mn for an additianal hour wiffi meamrement taken every 10 minutes.Otherwise, pre-mak�fill)
� ovemight. Obtain at least twelve measurement per hole over at least six hours (appmximately 3�minute
intervals)with precision of at least 0.25".
Test Data
Do AD
Initial Df Change Pe�lation Infil[ration Factored
� Depthto Final inWater Rate Rate ��filtration
otTime Water(in.) Oepthfo Level Rate
�nterval water �in.) (min.in.) (in./hr.� �tn./hr.)
� hailNo. SWrtTime StopTime (min.) (in.)
1 3022 1032 10 212.4 2313 18.90 0.53 8.66 2.89
2 1039 1049 10 210.� 230.4 20.40 0.49 8.62 2.87
� 3 3052 1102 30 207.6 226.4 18.80 0.53 6.91 2.30
� 4 11D5 1115 10 210.0 225.6 15.60 �.64 5.92 1.97
5 llll 1127 10 207.6 2245 16.90 059 5.98 1.99
6 1130 1140 10 210.0 220.1 10.30 �.99 3.44 1.15