GEOTECHNICAL ENGINEERING INVESTIGATION REPORT PLEASANT ...
Transcript of GEOTECHNICAL ENGINEERING INVESTIGATION REPORT PLEASANT ...
ENVIRONMENTAL, GEOTECHNICAL, CONSTRUCTION SERVICES AND ANALYTICAL TESTING
GEOTECHNICAL ENGINEERING INVESTIGATION REPORT
PLEASANT AVENUE IMPROVEMENTS
TULARE, CALIFORNIA
BSK PROJECT G18-202-11F
PREPARED FOR:
PROVOST & PRITCHARD CONSULTING GROUP
286 CROMWELL AVENUE
FRESNO, CALIFORNIA 93711
FEBRUARY 3, 2021
GEOTECHNICAL ENGINEERING INVESTIGATION REPORT
PLEASANT AVENUE IMPROVEMENTS
TULARE, CALIFORNIA
Prepared for:
Provost & Pritchard Consulting Group
286 W. Cromwell Avenue
Fresno, California 93711-6162
BSK Project: G18-202-11F
February 3, 2021
Prepared by:
______________________________________
Neva M. Popenoe, PE, GE
Geotechnical Group Manager
______________________________________
On Man Lau, PE, GE
South Valley Regional Manager
BSK Associates
550 West Locust Avenue
Fresno, California 93650
(559) 497-2880
(559) 497-2886 FAX
Distribution: Client (Email: [email protected])
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TABLE OF CONTENTS 1. Introduction .................................................................................................................................... 1
1.2. Purpose and Scope of Services ................................................................................................. 1
2. Field Investigation and Laboratory Testing ....................................................................................... 1
2.1. Field Exploration ...................................................................................................................... 1
2.2 Laboratory Testing ................................................................................................................... 2
3. Site Conditions ................................................................................................................................. 2
3.1 Site Description and Surface Conditions ................................................................................... 2
3.2 Subsurface Conditions .............................................................................................................. 2
3.3 Groundwater Conditions .......................................................................................................... 3
4. Conclusions and Recommendations ................................................................................................. 3
4.1 Soil Corrosivity ......................................................................................................................... 3
4.2 Excavation Stability .................................................................................................................. 4
4.3 Temporary Shoring ................................................................................................................... 4
4.4 Trench Backfill and Compaction ............................................................................................... 5
4.5 Bedding and Pipe Envelope ...................................................................................................... 5
4.6 Modulus of Soil Reaction E´ ...................................................................................................... 6
4.7 Pipe Loading Design Factors ..................................................................................................... 6
4.8 Conventional Pavement Section Recommendations ................................................................. 7
4.9 Soil Cement Pavement Section Recommendations ................................................................... 7
5. Plans and Specifications Review ....................................................................................................... 8
6. Construction Testing and Observations ............................................................................................ 8
7. Limitations ....................................................................................................................................... 9
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Tables
Table 1: Boring Summaries
Table 2: Lateral Earth Pressures for Temporary Shoring
Table 3: Modulus of Subgrade Reaction (E’)
Table 4: Pipe Loading Design Factors
Table 5: Conventional Pavement Section Recommendations
Table 6: Soil Cement Pavement Section Recommendations
Appendices
Figures
Figure 1: Site Vicinity Map
Figure 2: Overall Site Map
Figure 3: Boring Location Maps
Appendix A: Field Exploration
Table A-1: Consistency of Coarse-Grained Soil by Sampler Blow Count
Table A-2: Consistency of Fine-Grained Soil by Sampler Blow Count
Boring Logs: Borings B-1 through B-10
Appendix B: Laboratory Testing
Table B-1: Summary of Corrosion Test Results
Table B-2: Summary of Minus #200 Fines Wash Test Results
Figures B-1 through B-3: Direct Shear Test Results
Figures B-4 through B-9: Resistance-Value Test Results
Figures B-10: Laboratory Compaction Curve
Figure B-11: Cement Treated Soil Test Results
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1. INTRODUCTION
This report presents the results of a geotechnical engineering investigation conducted by BSK Associates
(BSK), for the Pleasant Avenue Improvements in Tulare, California (Site). The site is located along Pleasant
Avenue between Road 84 (North Enterprise) and North H Streets, as shown on the Site Vicinity Map,
Figure 1. The geotechnical engineering investigation was conducted in accordance with BSK Proposal
GF18-16938, dated June 8, 2018.
This report provides a description of the geotechnical conditions at the Site and provides specific
recommendations for earthwork and flexible pavement design recommendations. In the event that
changes occur in the design of the project, this report’s conclusions and recommendations will not be
considered valid unless the changes are reviewed with BSK and the conclusions and recommendations
are modified or verified in writing.
1.1. Planned Construction
BSK understands that the project will include installation of water mains, sewer line, storm drain
replacements, and pavement rehabilitation with full-depth reclamation (FDR). The limits of
improvements on Pleasant Avenue consist of Enterprise Street to H Street will include a full depth
reclamation using cement. Details of the proposed pipeline invert depths were not available at the time
this report was prepared, as such, we assume pipeline invert depths at less than 10 feet below ground
surface (bgs).
1.2. Purpose and Scope of Services
The objective of this geotechnical investigation was to characterize the subsurface conditions at the
project site and provide geotechnical engineering recommendations for the preparation of plans and
specifications. The scope of the investigation included a field exploration, laboratory testing, engineering
analyses, and preparation of this report.
2. FIELD INVESTIGATION AND LABORATORY TESTING
2.1. Field Exploration
The field exploration for this investigation was conducted under the oversight of a BSK engineer. Ten (10)
borings were drilled at the Site on August 16 and 17, 2018 using a Mobile B-61 truck-mounted drill-rig.
The borings were drilled to a maximum depth of 16.5 feet below the existing ground surface (bgs).
The soil materials encountered in the borings were visually classified in the field, and the logs were
recorded during the drilling and sampling operations. Visual classifications of the materials encountered
in the borings were made in general accordance with the Unified Soil Classification System (ASTM D 2488).
A soil classification chart is presented in Appendix A.
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Boring logs are presented in Appendix A and should be consulted for more details concerning subsurface
conditions. Stratification lines were approximated by the field staff based on observations made at the
time of drilling, while the actual boundaries between soil types may be gradual and soil conditions may
vary at other locations.
2.2 Laboratory Testing
Laboratory tests were performed on selected soil samples to evaluate moisture content, dry density, shear
strength, maximum density optimum moisture relationship (compaction), sieve analysis, corrosion
characteristics (pH, Minimum Resistivity, Soluble Sulfates, and Soluble Chlorides), resistance-value (R-
value), and cement treated subgrade design. In-situ moisture, dry density, percent minus 200 sieve, and
direct shear test results are presented on the boring logs. A description of the laboratory test methods
and results are presented in Appendix B.
3. SITE CONDITIONS
The following sections address the site descriptions and surface conditions, subsurface conditions, and
groundwater conditions at the site. This information is based on BSK’s field exploration and published
maps and reports.
3.1 Site Description and Surface Conditions
The project is located along Pleasant Street between North Enterprise and North H Streets and includes
the asphalt pavement. The topography is generally featureless, and includes asphalt paved 2 lane
roadway with unpaved shoulders between Enterprise and Cromley and between Anderson Avenue and
Alpha Street, and curb and gutter in remaining portions of the alignment.
3.2 Subsurface Conditions
The predominant general soil profile for the upper 4 to 9 feet consists of silty sand, clayey sand, and sandy
clay, and silt underlaid by laterally discontinuous layers of silty sand, clayey sand, sandy clay and poorly
graded sand to the maximum depth of explanation, 16.5 feet bgs. Coarse grained soils were loose to
medium dense, fine grained soils were medium stiff to stiff. The sand deposits are expected to present
vulnerability to sloughing when exposed in trenches.
Borings were drilled through existing pavement. Pavement section thickness was measured and is
presented in Table 1. R-value testing was completed for various near surface (0 to 5 feet bgs) samples.
Results are also presented in Table 1.
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TABLE 1: Boring Summaries
Boring AC Thickness
(inches) AB Thickness
(inches) R-Value
B-1 3 ¼ - 20
B-2 3 ¼ 6 47
B-3 8 4 -
B-4 3 ½ 8 35
B-5 4 - -
B-6 3 6 28
B-7 3 4 ½ 23
B-8 3 - -
B-9 2 - -
B-10 1 ¾ - 51
The boring logs in Appendix A provide a more detailed description of the materials encountered, including
the applicable Unified Soil Classification System symbols.
3.3 Groundwater Conditions
Groundwater was not encountered at the Site during our exploration on August 16 to 17, 2018. The
California Department of Water Resources indicates the depth to groundwater exceeds 100 feet.
However, fluctuations in the groundwater level or the presence of perched groundwater may occur due
to variations in rainfall, irrigation, seasonal factors, pumping from wells and other factors that were not
evident at the time of our investigation
4. CONCLUSIONS AND RECOMMENDATIONS
Based upon the data collected during this investigation, and from a geotechnical engineering standpoint,
it is our opinion that the soil conditions would not preclude the construction of the proposed
improvements. However, the contractor should anticipate caving sand conditions. The contractor should
be advised of this situation and plan accordingly.
4.1 Soil Corrosivity
Based on test results, on-site near-surface soils have low soluble sulfate and chloride contents, a low to
moderate minimum resistivity, and are alkaline. Thus, on-site soils are considered to have a low corrosion
potential with respect to buried concrete and low to moderate corrosive potential with respect to
unprotected metal in contact with subgrade soils. It is recommended that Type I/Type II cement and
maximum water-cement ratio of 0.45 be used in the formulation of concrete. Buried reinforcing steel
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protection be provided with the minimum concrete cover required by the American Concrete Institute
(ACI) Building Code for Structural Concrete, ACI 318, Chapter 7.7. Buried metal must have protective
coatings in accordance with the manufacturer’s specifications. If detailed recommendations for corrosion
protection are desired, a corrosion specialist should be consulted.
4.2 Excavation Stability
Open Trench excavation depths are expected to be less than 10 feet. Soils encountered within the depth
explored are generally classified as Type C soils in accordance with OSHA (Occupational Safety and Health
Administration). The slopes surrounding or along temporary excavations may be 1.5:1 for excavations
that are less than five feet deep and exhibit no indication of potential caving, but should be no steeper
than 2H:1V for excavations that are deeper than five feet, up to a maximum depth of 15 feet. The
presence of sand layers with minimal to low fines content was observed in borings B-4 and B-10 (near
North H Street respectively). The sand layer ranges from about 4 to 8 feet bgs. If areas of sand layers are
encountered in this location or along the alignment, slopes should be laid back.
Certified trench shields or boxes may also be used to protect workers during construction in excavations.
Temporary excavations for the project construction should be left open for as short a time as possible and
should be protected from water runoff. In addition, equipment and/or soil stockpiles must be maintained
at least 10 feet away from the top of the excavations. Because of variability in soils, BSK must be afforded
the opportunity to observe and document sloping and shoring conditions at the time of construction.
Slope height, slope inclination, and excavation depths (including utility trench excavations) must in no
case exceed those specified in local, state, or federal safety regulations, (e.g., OSHA Health and Safety
Standards for Excavations, 29 CFR Part 1926, or successor regulations).
4.3 Temporary Shoring
Where there is insufficient space to layback slopes, temporary shoring will be necessary. Lateral earth
pressures for cantilevered or braced shoring supporting level ground are presented in Table 2.
TABLE 2
Lateral Earth Pressures for Temporary Shoring
Parameter Pressure
Active Pressure 35 psf/ft
Braced Pressure 26H psf
Allowable Passive Pressure
Solid Sheeting 290 psf/ft
Isolated Soldier Pile 560 psf/ft
Notes: 1. H is shored height in feet
2. Values for isolated soldier piles already include an increase for arching, no further
consideration should be applied.
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In areas where the stability of adjoining improvements could be compromised by excavation operations,
support systems such as shoring, bracing or underpinning may be required to provide stability and to
protect personnel working within the excavation. Shoring, bracing or underpinning required for the
project (if any), should be designed by a professional engineer registered in the State of California.
4.4 Trench Backfill and Compaction
Processed on-Site soils, which are free of organic material, are suitable for use as general trench backfill
above the pipe envelope. Native soil with particles less than three inches in the greatest dimension may
be incorporated into the backfill and compacted as specified. The backfill must be placed in thin layers
not exceeding 12 inches in loose thickness, be well-blended and consistent texture, moisture conditioned
to at least optimum moisture content, and compacted to at least 90 percent of the maximum dry density
as determined by the ASTM D1557. The uppermost 12 inches of trench backfill below pavement sections
must be compacted to at least 95 percent of the maximum dry density as determined by ASTM D1557.
Moisture content within two percent of optimum must be maintained while compacting this upper 12-
inch trench backfill zone.
We recommend that trench backfill be tested for compliance with the recommended Relative Compaction
and moisture conditions. Field density testing should conform to ASTM Test Methods D1556 or D6938.
We recommend that field density tests be performed in the utility trench bedding, envelope and backfill
for every vertical lift, at an approximate longitudinal spacing of not greater than 250 feet. Backfill that
does not conform to the criteria specified in this section should be removed or reworked, as applicable
over the trench length represented by the failing test so as to conform to BSK recommendations.
4.5 Bedding and Pipe Envelope
A minimum of six inches of bedding material is recommended for rigid and force main pipe installations.
For pipe diameters smaller than 12-inches, the bedding thickness may be reduced to 4-inches. In the case
of flexible pipe installation, the bedding thickness should be determined by the pipe designers to achieve
the desired bedding angle and corresponding Bedding Constant. It is recommended that the bedding
material consist of sand or silty sand with 100 percent passing the 3/8-inch sieve and not more than 35
percent passing the #200 sieve with less than 5 percent finer than 0.005 millimeter (clay-size particles.)
The bedding material should be carefully placed so as to fully support the entire conduit. An envelope of
granular backfill material should be placed along the sides and top of the pipe to a minimum of 12 inches
above the crown of the pipe.
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4.6 Modulus of Soil Reaction E´
Modulus of Soil Reaction E´ values for use in the Iowa Formula for estimating the deflection of buried
flexible pipes are provided in Table 3. The materials include undisturbed native soils (trench sidewalls),
compacted native soil backfill, Class 2 base rock conforming to Caltrans Section 26 of Standard
Specifications and sand-cement slurry (50 psi at 7 days).
TABLE 3
Modulus of Subgrade Reaction (E´)
Material Designation Modulus of
Subgrade Reaction (E´), psi
Degree of Compaction of Bedding & Envelope
(ASTM: D1557)
Trench Sidewalls: 6'-12' (SM/CL)* 1500 -
Compacted Native Soil Backfill 1000 90 percent
Class 2 Base Rock: 3400 95 percent
Sand-Cement Slurry 4000 -- Note: * Derived from standard penetration tests SM: Silty Sand, CL: Sandy Clay
The Modulus of Subgrade Reaction is applicable to the determination of initial deflection only. For long-
term deflection, a deflection lag factor of 1.25 is recommended for design purposes.
4.7 Pipe Loading Design Factors
Pipe loading design factors listed in Table 4 are provided for bedding material consisting of:
1) Native and imported sand or silty sand soil with less than 35 percent passing the #200 sieve and
100 percent passing the 3/8-inch sieve (SP/SM);
2) Class 2 crushed base rock conforming to Caltrans Section 26 of standard specifications;
3) Sand-cement slurry with 28-day compressive strength of 50-200 psi.
TABLE 4
Pipe Loading Design Factors
Materials Classification Angle of Internal Friction, Degrees
Kµ (Marston’s Formula) Degree of
Compaction ASTM: D1557
(1) SM/CL 32 0.19 90
(2) Class 2 Aggregate Base 45 0.17 95
(3) Cement/Sand Slurry (CLSM) 55 0.14 --
A bulk unit weight of 130 pcf is recommended for compacted soil backfill within the pipe bedding and
envelope. For Class 2 aggregate base, a unit weight of 140 pcf is recommended.
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In the determination of the load coefficient, Kµ, “K” is Rankine’s lateral earth pressure ratio and µ is equal
to the coefficient of friction.
4.8 Conventional Pavement Section Recommendations BSK calculated the conventional pavement section thicknesses using a design subgrade R-Value of 20 and
Traffic Indexes of 6.5. BSK has presented a summary of its pavement section thickness recommendations
in Table 5, Conventional Pavement Section Recommendations.
TABLE 5
Conventional Pavement Section Recommendations
(R-Value = 20, 20-yr design life)
Traffic Index
Conventional Section
HMA (inches)
AB (inches)
ASB (Inches)
Crushed Misc Base (inches)
6.5
3.5 11.0 - -
4.0 8.5 - -
3.5 4.5 7.5 -
6.5 - - 5.5
9.5 6.0 16.5 - -
6.0 6.5 11.0 -
Notes: HMA: Hot Mix Asphalt AB: Caltrans Class 2 Aggregate Base (Minimum R-Value = 78) ASB: Caltrans Class 2 Aggregate Subbase (Minimum R-Value = 50)
Hot mix asphalt, Class 2 aggregate base, and Class 2 aggregate subbase should conform to and be placed
in accordance with the latest revision of Caltrans Standard Specifications. It is recommended subgrade be
scarified to a depth of 12 inches, moisture conditioned and compacted to at least 95% maximum density,
based on ASTM D1557 prior to placing new aggregate base/subbase section.
4.9 Soil Cement Pavement Section Recommendations
Based on laboratory testing, 4% cement additive would result in cement treated subgrade strengths of
greater than 350 psi. Results of the preliminary mix design are provided in Appendix B. BSK recommends
using soil-cement with a cement content of 4%. BSK calculated the pavement section thicknesses using a
compressive strength of 350 psi, a design subgrade R-Value of 20 and Traffic Indexes of 6.5 and 9.5. BSK
has presented a summary of its pavement section thickness recommendations in Tables 6, Soil Cement
Pavement Section Recommendations.
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TABLE 6
Soil Cement Pavement Section Recommendations
(Cement Content = 4%, Unconfined Compressive Strength = 350 psi, R-Value = 20, 20-yr design life)
Traffic Index
FDR-C Section
HMA (inches)
AB (inches)
Soil-Cement Thickness (inches)
6.5 3.5 4 12
3.5 - 12
9.5 6.0 6.0 12
6.0 - 15
Notes: HMA: Hot Mix Asphalt AB: Caltrans Class 2 Aggregate Base (Minimum R-Value = 78) FDR-C: Full-depth reclamation with 4% cement to a depth of 12 inches
Hot mix asphalt should conform to and be placed in accordance with the latest revision of Caltrans Standard Specifications. BSK recommends after any asphalt removal and grading, uniformly mix remaining material with 4% cement, moisture condition to 4% above optimum moisture content, and compact it to 95% relative compaction by ASTM D1557. Specifications can be provided for use in construction, if desired. If unstable soil conditions occur during construction, BSK recommends replacing unstable material with a minimum of two feet of Class II aggregate base or 18 inches of soil cement. The aggregate base should be compacted to 95% relative compaction, and soil cement should follow recommendations above.
5. PLANS AND SPECIFICATIONS REVIEW
BSK recommends that it be retained to review the draft plans and specifications for the project, with
regard to foundations and earthwork, prior to their being finalized and issued for construction bidding.
6. CONSTRUCTION TESTING AND OBSERVATIONS
Geotechnical testing and observation during construction is a vital extension of this geotechnical
investigation. BSK recommends that it be retained for those services. Field review during Site preparation
and grading allows for evaluation of the exposed soil conditions and confirmation or revision of the
assumptions and extrapolations made in formulating the design parameters and recommendations. BSK’s
observations must be supplemented with periodic compaction tests to establish substantial conformance
with these recommendations. BSK must also be called to the Site to observe excavations, prior to
placement of pavement, in order to assess whether the actual conditions are compatible with the
conditions anticipated during the preparation of this report.
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If a firm other than BSK is retained for these services during construction, then that firm must notify the
owner, project designers, governmental building officials, and BSK that the firm has assumed the
responsibility for all phases (i.e., both design and construction) of the project within the purview of the
geotechnical engineer. Notification must indicate that the firm has reviewed this report and any
subsequent addenda, and that it either agrees with BSK’s conclusions and recommendations, or that it
will provide independent recommendations.
7. LIMITATIONS
The analyses and recommendations submitted in this report are based upon the data obtained from the
Borings performed at the locations shown on the Boring Location Map, Figure 3. The report does not
reflect variations which may occur between or beyond the Borings. The nature and extent of such
variations may not become evident until construction is initiated. If variations then appear, a re-
evaluation of the recommendations of this report will be necessary after performing on-Site observations
during the excavation period and noting the characteristics of the variations.
The validity of the recommendations contained in this report is also dependent upon an adequate testing
and observation program during the construction phase. BSK assumes no responsibility for construction
compliance with the design concepts or recommendations unless it has been retained to perform the
testing and observation services during construction as described above.
The findings of this report are valid as of the present. However, changes in the conditions of the Site can
occur with the passage of time, whether caused by natural processes or the work of man, on this property
or adjacent property. In addition, changes in applicable or appropriate standards may occur, whether
they result from legislation, governmental policy or the broadening of knowledge.
BSK has prepared this report for the exclusive use of the Client and members of the project design team.
The report has been prepared in accordance with generally accepted geotechnical engineering practices
which existed in Tulare County at the time the report was written. No other warranties either expressed
or implied are made as to the professional advice provided under the terms of BSK’s agreement with Client
and included in this report.
FIGURES
SITE VICINITY MAP FIGURE 1
0 0.5 1.0
Scale: 1" = 1.0 mile(APPROXIMATE)
550 West Locust AvenueFresno, California 93650
Tel. (559) 497-2880
Pleasant Street ImprovementsBtwn Enterprise and H Streets
Tulare, California
SITE
BORING LOCATION MAP FIGURE 2
550 West Locust Avenue
Fresno, California 93650
Tel. (559) 497-2880
LEGEND:
APPROXIMATE BORING LOCATIONS
B- 1
0 100' 200'
Scale: 1" = 200'
(APPROXIMATE)
Pleasant Street Improvements
Tulare, California
Rd
84
E Prospertity Ave
N J
St
N W
es
t S
t
N S
ac
ram
en
to S
t
N E
St
Figure 3 - 1 of 4
Figure 3 - 2 of 4
Figure 3 - 3 of 4 Figure 3 - 4 of 4
BORING LOCATION MAP FIGURE 3
550 West Locust AvenueFresno, California 93650
Tel. (559) 497-2880
LEGEND:APPROXIMATE BORING LOCATIONS
B- 1
0 100' 200'
Scale: 1" = 200'(APPROXIMATE)
Pleasant Street Improvements
Tulare, California
Rd
84
B-1W Pleasant Ave
Cro
mle
yR
d
BORING LOCATION MAP FIGURE 3
550 West Locust AvenueFresno, California 93650
Tel. (559) 497-2880
LEGEND:APPROXIMATE BORING LOCATIONS
B- 4
0 100' 200'
Scale: 1" = 200'(APPROXIMATE)
Pleasant Street Improvements
Tulare, California
LaD
awna
St
B-2 W Pleasant Ave
NM
in erS t
B-3 B-4
BORING LOCATION MAP FIGURE 3
550 West Locust AvenueFresno, California 93650
Tel. (559) 497-2880
LEGEND:APPROXIMATE BORING LOCATIONS
B- 7
0 100' 200'
Scale: 1" = 200'(APPROXIMATE)
Pleasant Street Improvements
Tulare, California
NW
estSt
B-5W Pleasant Ave
Belm
ontSt
B-6 B-7
BORING LOCATION MAP FIGURE 3
550 West Locust AvenueFresno, California 93650
Tel. (559) 497-2880
LEGEND:APPROXIMATE BORING LOCATIONS
B- 10
0 100' 200'
Scale: 1" = 200'(APPROXIMATE)
Pleasant Street Improvements
Tulare, California
NA
St
B-8 W Pleasant AveN
FS t
B-9 B-10
NE
St
NE
St
NF
St
APPENDIX A
FIELD EXPLORATION
APPENDIX A
FIELD EXPLORATION
The field exploration for this investigation was conducted under the oversight of a BSK staff member. Ten
(10) borings were drilled at the Site on August 16 and 17, 2018 using a Mobile B-61 truck-mounted drill
rig. The borings were drilled to a maximum depth of 16.5 feet beneath the existing ground surface (bgs).
The soil materials encountered in the test borings were visually classified in the field, and the logs were
recorded during the drilling and sampling operations. Visual classification of the materials encountered
in the test borings was made in general accordance with the Unified Soil Classification System (ASTM
D2488). A soil classification chart is presented herein. Boring logs are presented herein and should be
consulted for more details concerning subsurface conditions. Stratification lines were approximated by
the field staff based on observations made at the time of drilling, while the actual boundaries between
soil types may be gradual and soil conditions may vary at other locations.
Subsurface samples were obtained at the successive depths shown on the boring logs by driving samplers
which consisted of a 2.5-inch inside diameter (I.D.) California Sampler. The sampler was driven 18 inches
using a 140-pound hammer dropped from a height of 30 inches by means of either an automatic hammer
or a down-hole safety hammer. The number of blows required to drive the last 12 inches was recorded
as the blow count (blows/foot) on the boring logs. The relatively undisturbed soil core samples were
capped at both ends to preserve the samples at their natural moisture content. At the completion of the
field exploration, the test borings were backfilled with the excavated soil cuttings and capped with
coldpatch asphalt mix.
It should be noted that the use of terms such as “loose”, “medium dense”, “dense” or “very dense” to
describe the consistency of a soil is based on sampler blow count and is not necessarily reflective of the
in-place density or unit weight of the soils being sampled. The relationship between sampler blow count
and consistency is provided in the following Tables A-1 and A-2 for coarse-grained (sandy and gravelly)
soils and fine grained (silty and clayey) soils, respectively.
Table A-1: Consistency of Coarse-Grained Soil by Sampler Blow Count
Consistency Descriptor SPT Blow Count
(#Blows / Foot)
2.5” I.D. California Sampler Blow
Count (#Blows / Foot)
Very Loose <4 <6
Loose 4 – 10 6 – 15
Medium Dense 10 – 30 15 – 45
Dense 30 – 50 45 – 80
Very Dense >50 >80
Table A-2: Consistency of Fine-Grained Soil by Sampler Blow Count
Consistency Descriptor SPT Blow Count
(#Blows / Foot)
2.5” I.D. California Sampler Blow
Count (#Blows / Foot)
Very Soft <2 <3
Soft 2 – 4 3 – 6
Medium Firm 4 – 8 6 – 12
Firm 8 – 15 12 – 24
Very Firm 15 – 30 24 – 45
Hard >30 >45
GP
GM
GC
SW
SP
SM
SC
ML
SANDS WITH
OVER 15% FINES
FIN
E G
RA
INE
D S
OIL
S
Mor
e th
an H
alf <
#20
0 si
eve
INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS
CL
OL
MH
MAJOR DIVISIONS
R-Value
Sieve Analysis
Swell Test
Cyclic Triaxial
Unconsolidated Undrained Triaxial
Torvane Shear
Unconfined Compression
(Shear Strength, ksf)
Wash Analysis
(with % Passing No. 200 Sieve)
Water Level at Time of Drilling
Water Level after Drilling(with date measured)
RV
SA
SW
TC
TX
TV
UC
(1.2)
WA
(20)
TYPICAL NAMES
GRAVELS
ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY,ORGANIC SILTS
CH
OH
Pt
CO
AR
SE
GR
AIN
ED
SO
ILS
Mor
e th
an H
alf >
#20
0 si
eve
LIQUID LIMIT LESS THAN 50
LIQUID LIMIT GREATER THAN 50
CLEAN GRAVELS
WITH LITTLE OR
NO FINES
GRAVELS WITH
OVER 15% FINES
CLEAN SANDS
WITH LITTLE
OR NO FINESMORE THAN HALF
COARSE FRACTION
IS SMALLER THAN
NO. 4 SIEVE
MORE THAN HALF
COARSE FRACTION
IS LARGER THAN
NO. 4 SIEVE
INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINESANDY OR SILTY SOILS, ELASTIC SILTS
ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOWPLASTICITY
INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY,GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS,LEAN CLAYS
INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR,SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITHSLIGHT PLASTICITY
CA
CN
CP
DS
PM
PP
CLAYEY GRAVELS, POORLY GRADED GRAVEL-SAND-CLAYMIXTURES
SILTY GRAVELS, POORLY GRADED GRAVEL-SAND-SILTMIXTURES
SANDS
SILTS AND CLAYS
SILTS AND CLAYS
HIGHLY ORGANIC SOILS
GW WELL GRADED GRAVELS, GRAVEL-SAND MIXTURES
POORLY GRADED GRAVELS, GRAVEL-SAND MIXTURES
PEAT AND OTHER HIGHLY ORGANIC SOILS
WELL GRADED SANDS, GRAVELLY SANDS
POORLY GRADED SANDS, GRAVELLY SANDS
SILTY SANDS, POOORLY GRADED SAND-SILT MIXTURES
CLAYEY SANDS, POORLY GRADED SAND-CLAY MIXTURES
Modified California
Standard Penetration Test (SPT)
Split Spoon
Pushed Shelby Tube
Auger Cuttings
Grab Sample
Sample Attempt with No Recovery
Chemical Analysis
Consolidation
Compaction
Direct Shear
Permeability
Pocket Penetrometer
SOIL CLASSIFICATION CHART AND LOG KEY
LGD
A N
NN
N02
TE
ST
.GP
J
5/10
/18
ø = 32, c = 60 psf
ASPHALT (3.25")Sandy SILT - brown, moist, medium stiff, fine grainedsand
... medium stiff
Clayey SAND - brown, moist, loose, fine to mediumgrained
Poorly Graded SAND - light brown, moist, mediumdense, fine to medium grained
... loose
Boring terminated at approximately 16.5 feet bgs.Borehole backfilled with soil cuttings.No groundwater encountered.
11.2
4.8
105.9
102.4
9
7
16
8
ML
SC
SP
Project: Pleasant St. Improvements
Location: Tulare, California
Project No.: G18-202-11F
Logged By: J. Schallberger
Checked By: N. Popenoe
Page 1 of 1S
ampl
es
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phic
Log
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t)
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17
18
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26
27
28
29
Bul
k S
ampl
es
REMARKS
BSK Associates550 W. Locust AvenueFresno, California 93650Telephone: (559) 497-2880
MATERIAL DESCRIPTION
Boring: B- 1In
-Situ
Moi
stur
e C
onte
nt(%
)
In-S
itu D
ry D
ensi
ty(p
cf)
Pen
etra
tion
Blo
ws
/ F
oot
% P
assi
ngN
o. 2
00 S
ieve
US
CS
GE
O B
OR
ING
LO
GS
G18
-202
-11F
.GP
J B
SK
.GD
T 9
/14/
18
* See key sheet for symbols and abbreviations used above.
Drilling Contractor: Dave's DrillingDrilling Method: Hollow Stem AugerDrilling Equipment: Mobile B-61Date Started: 8/16/18Date Completed: 8/16/18
Surface Elevation: Sample Method: 2.5-inch Modified Cal & 1.5-inch I.D. SPT Split SpoonGroundwater Depth: Not EncounteredCompletion Depth: 16.5 FeetBorehole Diameter: 6"
ASPHALT (3.25")AGGREGATE BASE 6"SIlty SAND - brown, moist, medium dense, fine tocoarse grained
Clayey SAND - brown, moist, medium dense, fine tomedium grained
Sandy CLAY - brown, moist, stiff, fine grained sand
Silty SAND - brown, moist, medium dense, fine tocoarse grained
Boring terminated at approximately 16.5 feet bgs.Borehole backfilled with soil cuttings, and capped withperma patch.No groundwater encountered.
6.9
13.8
118.6
113.1
38
16
8
17
SM
SC
CL
SM
Project: Pleasant St. Improvements
Location: Tulare, California
Project No.: G18-202-11F
Logged By: J. Schallberger
Checked By: H. Ngo
Page 1 of 1S
ampl
es
Gra
phic
Log
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th (
Fee
t)
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8
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17
18
19
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21
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23
24
25
26
27
28
29
Bul
k S
ampl
es
REMARKS
BSK Associates550 W. Locust AvenueFresno, California 93650Telephone: (559) 497-2880
MATERIAL DESCRIPTION
Boring: B- 2In
-Situ
Moi
stur
e C
onte
nt(%
)
In-S
itu D
ry D
ensi
ty(p
cf)
Pen
etra
tion
Blo
ws
/ F
oot
% P
assi
ngN
o. 2
00 S
ieve
US
CS
GE
O B
OR
ING
LO
GS
G18
-202
-11F
.GP
J B
SK
.GD
T 9
/14/
18
* See key sheet for symbols and abbreviations used above.
Drilling Contractor: Dave's DrillingDrilling Method: Hollow Stem AugerDrilling Equipment: Mobile B-61Date Started: 8/16/18Date Completed: 8/16/18
Surface Elevation: Sample Method: 2.5-inch Modified Cal & 1.5-inch I.D. SPT Split SpoonGroundwater Depth: Not EncounteredCompletion Depth: 16.5 FeetBorehole Diameter: 6"
ASPHALT (8")AGGREGATE BASE (4")Silty SAND - brown, moist, very loose, fine to mediumgrained
... trace clay
Sandy CLAY - brown, moist, stiff, fine grained sand
Silty SAND - brown, moist, loose, fine to mediumgrained
Boring terminated at approximately 16.5 feet bgs.Borehole backfilled with soil cuttings, and capped withperma patch.No groundwater encountered.
6.1
15.9
100.8
114.6
5
7
13
6
41
SM
CL
SM
Project: Pleasant St. Improvements
Location: Tulare, California
Project No.: G18-202-11F
Logged By: J. Schallberger
Checked By: H. Ngo
Page 1 of 1S
ampl
es
Gra
phic
Log
Dep
th (
Fee
t)
1
2
3
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7
8
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11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
Bul
k S
ampl
es
REMARKS
BSK Associates550 W. Locust AvenueFresno, California 93650Telephone: (559) 497-2880
MATERIAL DESCRIPTION
Boring: B- 3In
-Situ
Moi
stur
e C
onte
nt(%
)
In-S
itu D
ry D
ensi
ty(p
cf)
Pen
etra
tion
Blo
ws
/ F
oot
% P
assi
ngN
o. 2
00 S
ieve
US
CS
GE
O B
OR
ING
LO
GS
G18
-202
-11F
.GP
J B
SK
.GD
T 9
/14/
18
* See key sheet for symbols and abbreviations used above.
Drilling Contractor: Dave's DrillingDrilling Method: Hollow Stem AugerDrilling Equipment: Mobile B-61Date Started: 8/16/18Date Completed: 8/16/18
Surface Elevation: Sample Method: 2.5-inch Modified Cal & 1.5-inch I.D. SPT Split SpoonGroundwater Depth: Not EncounteredCompletion Depth: 16.5 FeetBorehole Diameter: 6"
ø = 33, c = 100 psf
ASPHALT (3.5")AGGREGATE BASE (8")Silty SAND - brown, moist, loose, fine to coarsegrained
... very loose, decrease fines content
Poorly Graded SAND - light brown, moist, loose, fineto medium grained
Sandy CLAY - brown, moist, medium dense, finegrained sand
Boring terminated at approximately 16.5 feet bgs.Borehole backfilled with soil cuttings, and capped withperma patch.No groundwater encountered.
0.9
13.4
25.5
119.9
93.5
98.6
14
3
7
8
29
SM
SP
CL
Project: Pleasant St. Improvements
Location: Tulare, California
Project No.: G18-202-11F
Logged By: J. Schallberger
Checked By: H. Ngo
Page 1 of 1S
ampl
es
Gra
phic
Log
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th (
Fee
t)
1
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16
17
18
19
20
21
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23
24
25
26
27
28
29
Bul
k S
ampl
es
REMARKS
BSK Associates550 W. Locust AvenueFresno, California 93650Telephone: (559) 497-2880
MATERIAL DESCRIPTION
Boring: B- 4In
-Situ
Moi
stur
e C
onte
nt(%
)
In-S
itu D
ry D
ensi
ty(p
cf)
Pen
etra
tion
Blo
ws
/ F
oot
% P
assi
ngN
o. 2
00 S
ieve
US
CS
GE
O B
OR
ING
LO
GS
G18
-202
-11F
.GP
J B
SK
.GD
T 9
/14/
18
* See key sheet for symbols and abbreviations used above.
Drilling Contractor: Dave's DrillingDrilling Method: Hollow Stem AugerDrilling Equipment: Mobile B-61Date Started: 8/16/18Date Completed: 8/16/18
Surface Elevation: Sample Method: 2.5-inch Modified Cal & 1.5-inch I.D. SPT Split SpoonGroundwater Depth: Not EncounteredCompletion Depth: 16.5 FeetBorehole Diameter: 6"
ASPHALT (4")Sandy CLAY - brown, moist, stiff, fine grained sand
... medium stiff
Poorly Graded SAND - light brown, moist, loose, fineto medium grained
Sandy CLAY - brown, moist, medium stiff, fine grainedsand
... stiff
Boring terminated at approximately 16.5 feet bgs.Borehole backfilled with soil cuttings.No groundwater encountered.
17.6
17.7
101.4
101.9
12
7
9
12
CL
SP
CL
Project: Pleasant St. Improvements
Location: Tulare, California
Project No.: G18-202-11F
Logged By: J. Schallberger
Checked By: H. Ngo
Page 1 of 1S
ampl
es
Gra
phic
Log
Dep
th (
Fee
t)
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25
26
27
28
29
Bul
k S
ampl
es
REMARKS
BSK Associates550 W. Locust AvenueFresno, California 93650Telephone: (559) 497-2880
MATERIAL DESCRIPTION
Boring: B- 5In
-Situ
Moi
stur
e C
onte
nt(%
)
In-S
itu D
ry D
ensi
ty(p
cf)
Pen
etra
tion
Blo
ws
/ F
oot
% P
assi
ngN
o. 2
00 S
ieve
US
CS
GE
O B
OR
ING
LO
GS
G18
-202
-11F
.GP
J B
SK
.GD
T 9
/14/
18
* See key sheet for symbols and abbreviations used above.
Drilling Contractor: Dave's DrillingDrilling Method: Hollow Stem AugerDrilling Equipment: Mobile B-61Date Started: 8/16/18Date Completed: 8/16/18
Surface Elevation: Sample Method: 2.5-inch Modified Cal & 1.5-inch I.D. SPT Split SpoonGroundwater Depth: Not EncounteredCompletion Depth: 16.5 FeetBorehole Diameter: 6"
ASPHALT (3")AGGREGATE BASE (6")Silty SAND - brown, moist, medium dense, fine tomedium grained
Sandy CLAY - brown, moist, stiff, fine grained sand
... increase sand content, fine to medium grained
Boring terminated at approximately 16.5 feet bgs.Borehole backfilled with soil cuttings, and capped withperma patch.No groundwater encountered.
11.6
9.2
13.4
110.3
112.0
108.4
31
18
13
18
SM
CL
Project: Pleasant St. Improvements
Location: Tulare, California
Project No.: G18-202-11F
Logged By: J. Schallberger
Checked By: H. Ngo
Page 1 of 1S
ampl
es
Gra
phic
Log
Dep
th (
Fee
t)
1
2
3
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7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
Bul
k S
ampl
es
REMARKS
BSK Associates550 W. Locust AvenueFresno, California 93650Telephone: (559) 497-2880
MATERIAL DESCRIPTION
Boring: B- 6In
-Situ
Moi
stur
e C
onte
nt(%
)
In-S
itu D
ry D
ensi
ty(p
cf)
Pen
etra
tion
Blo
ws
/ F
oot
% P
assi
ngN
o. 2
00 S
ieve
US
CS
GE
O B
OR
ING
LO
GS
G18
-202
-11F
.GP
J B
SK
.GD
T 9
/14/
18
* See key sheet for symbols and abbreviations used above.
Drilling Contractor: Dave's DrillingDrilling Method: Hollow Stem AugerDrilling Equipment: Mobile B-61Date Started: 8/17/18Date Completed: 8/17/18
Surface Elevation: Sample Method: 2.5-inch Modified Cal & 1.5-inch I.D. SPT Split SpoonGroundwater Depth: Not EncounteredCompletion Depth: 16.5 FeetBorehole Diameter: 6"
ø = 29, c = 40 psf
ASPHALT (3")AGGREGATE BASE (4.5")Sandy CLAY - brown, moist, stiff, fine grained sand
Silty SAND - brown, moist, loose, fine to mediumgrained
Sandy CLAY - brown, moist, stiff, fine to mediumgrained
... dark brown
... brown
Boring terminated at approximately 16.5 feet bgs.Borehole backfilled with soil cuttings, and capped withperma patch.No groundwater encountered.
14.3
28.9
111.9
93.7
13
7
12
11
CL
SM
CL
Project: Pleasant St. Improvements
Location: Tulare, California
Project No.: G18-202-11F
Logged By: J. Schallberger
Checked By: H. Ngo
Page 1 of 1S
ampl
es
Gra
phic
Log
Dep
th (
Fee
t)
1
2
3
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8
9
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11
12
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15
16
17
18
19
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21
22
23
24
25
26
27
28
29
Bul
k S
ampl
es
REMARKS
BSK Associates550 W. Locust AvenueFresno, California 93650Telephone: (559) 497-2880
MATERIAL DESCRIPTION
Boring: B- 7In
-Situ
Moi
stur
e C
onte
nt(%
)
In-S
itu D
ry D
ensi
ty(p
cf)
Pen
etra
tion
Blo
ws
/ F
oot
% P
assi
ngN
o. 2
00 S
ieve
US
CS
GE
O B
OR
ING
LO
GS
G18
-202
-11F
.GP
J B
SK
.GD
T 9
/14/
18
* See key sheet for symbols and abbreviations used above.
Drilling Contractor: Dave's DrillingDrilling Method: Hollow Stem AugerDrilling Equipment: Mobile B-61Date Started: 8/17/18Date Completed: 8/17/18
Surface Elevation: Sample Method: 2.5-inch Modified Cal & 1.5-inch I.D. SPT Split SpoonGroundwater Depth: Not EncounteredCompletion Depth: 16.5 FeetBorehole Diameter: 6"
ASPHALT (3")Silty SAND - dark brown, moist, loose, fine to mediumgrained
Sandy CLAY - brown, moist, medium stiff, fine grainedsand
... stiff, pinholes
... medium stiff
Boring terminated at approximately 16.5 feet bgs.Borehole backfilled with soil cuttings, and capped withperma patch.No groundwater encountered.
10.9
15.7
16.2
105.9
107.4
106.8
11
11
10
11
30
SM
CL
Project: Pleasant St. Improvements
Location: Tulare, California
Project No.: G18-202-11F
Logged By: J. Schallberger
Checked By: H. Ngo
Page 1 of 1S
ampl
es
Gra
phic
Log
Dep
th (
Fee
t)
1
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13
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16
17
18
19
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22
23
24
25
26
27
28
29
Bul
k S
ampl
es
REMARKS
BSK Associates550 W. Locust AvenueFresno, California 93650Telephone: (559) 497-2880
MATERIAL DESCRIPTION
Boring: B- 8In
-Situ
Moi
stur
e C
onte
nt(%
)
In-S
itu D
ry D
ensi
ty(p
cf)
Pen
etra
tion
Blo
ws
/ F
oot
% P
assi
ngN
o. 2
00 S
ieve
US
CS
GE
O B
OR
ING
LO
GS
G18
-202
-11F
.GP
J B
SK
.GD
T 9
/14/
18
* See key sheet for symbols and abbreviations used above.
Drilling Contractor: Dave's DrillingDrilling Method: Hollow Stem AugerDrilling Equipment: Mobile B-61Date Started: 8/16/18Date Completed: 8/16/18
Surface Elevation: Sample Method: 2.5-inch Modified Cal & 1.5-inch I.D. SPT Split SpoonGroundwater Depth: Not EncounteredCompletion Depth: 16.5 FeetBorehole Diameter: 6"
ASPHALT (2")Silty SAND - brown, moist, loose, fine to mediumgrained
Sandy CLAY - brown, moist, medium stiff, fine tomedium grained sand
... stiff, fine grained sand
Boring terminated at approximately 16.5 feet bgs.Borehole backfilled with soil cuttings, and capped withperma patch.No groundwater encountered.
8.6
23.9
102.0
101.9
7
5
15
10
24
SM
CL
Project: Pleasant St. Improvements
Location: Tulare, California
Project No.: G18-202-11F
Logged By: J. Schallberger
Checked By: H. Ngo
Page 1 of 1S
ampl
es
Gra
phic
Log
Dep
th (
Fee
t)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
Bul
k S
ampl
es
REMARKS
BSK Associates550 W. Locust AvenueFresno, California 93650Telephone: (559) 497-2880
MATERIAL DESCRIPTION
Boring: B- 9In
-Situ
Moi
stur
e C
onte
nt(%
)
In-S
itu D
ry D
ensi
ty(p
cf)
Pen
etra
tion
Blo
ws
/ F
oot
% P
assi
ngN
o. 2
00 S
ieve
US
CS
GE
O B
OR
ING
LO
GS
G18
-202
-11F
.GP
J B
SK
.GD
T 9
/14/
18
* See key sheet for symbols and abbreviations used above.
Drilling Contractor: Dave's DrillingDrilling Method: Hollow Stem AugerDrilling Equipment: Mobile B-61Date Started: 8/17/18Date Completed: 8/17/18
Surface Elevation: Sample Method: 2.5-inch Modified Cal & 1.5-inch I.D. SPT Split SpoonGroundwater Depth: Not EncounteredCompletion Depth: 16.5 FeetBorehole Diameter: 6"
ASPHALT (1.75")Clayey SAND - brown, moist, loose, fine to mediumgrained
Poorly Graded SAND - light brown, moist, loose, fineto medium grained
Sandy CLAY - brown, moist, sitff, fine grained sand
Silty SAND - brown, moist, loose, fine to mediumgrained
Sandy SILT - greenish brown, moist, medium stiff, finegrained sandBoring terminated at approximately 16.5 feet bgs.Borehole backfilled with soil cuttings, and capped withperma patch.No groundwater encountered.
10.8
2.7
103.2
99.9
8
10
11
11
SC
SP
CL
SM
ML
Project: Pleasant St. Improvements
Location: Tulare, California
Project No.: G18-202-11F
Logged By: J. Schallberger
Checked By: H. Ngo
Page 1 of 1S
ampl
es
Gra
phic
Log
Dep
th (
Fee
t)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
Bul
k S
ampl
es
REMARKS
BSK Associates550 W. Locust AvenueFresno, California 93650Telephone: (559) 497-2880
MATERIAL DESCRIPTION
Boring: B-10In
-Situ
Moi
stur
e C
onte
nt(%
)
In-S
itu D
ry D
ensi
ty(p
cf)
Pen
etra
tion
Blo
ws
/ F
oot
% P
assi
ngN
o. 2
00 S
ieve
US
CS
GE
O B
OR
ING
LO
GS
G18
-202
-11F
.GP
J B
SK
.GD
T 9
/14/
18
* See key sheet for symbols and abbreviations used above.
Drilling Contractor: Dave's DrillingDrilling Method: Hollow Stem AugerDrilling Equipment: Mobile B-61Date Started: 8/17/18Date Completed: 8/17/18
Surface Elevation: Sample Method: 2.5-inch Modified Cal & 1.5-inch I.D. SPT Split SpoonGroundwater Depth: Not EncounteredCompletion Depth: 16.5 FeetBorehole Diameter: 6"
APPENDIX B
LABORATORY TESTING RESULTS
APPENDIX B
LABORATORY TESTING
Moisture-Density Tests
The field moisture content, as a percentage of dry weight of the soils, was determined by weighing the
samples before and after oven drying in accordance with ASTM D2216 test procedures. Dry densities, in
pounds per cubic foot, were also determined for undisturbed core samples in general accordance with
ASTM D2937 test procedures. Test results are presented on the boring logs in Appendix A.
Minus #200 Wash Tests
Four (4) Minus #200 Wash Tests were performed on selected soil samples obtained at the time of drilling
in the area of planned construction. The tests were performed to determine the amount of fine material
present in the subsurface materials. The tests were performed in general accordance with ASTM Test
Method D1140. Test results are presented on the boring logs in Appendix A.
Direct Shear Test
Three (3) Direct Shear Tests were performed on in-situ soil samples from selected Borings. The tests were
conducted to determine the soil strength characteristics. The standard test method is ASTM D3080, Direct
Shear Test for Soil under Consolidated Drained Conditions. The direct shear test results are presented
graphically on Figures B-1 through B-3.
R-Value Test
The Resistance-Value of six (6) samples of the surficial soil were tested in accordance with California
Department of Transportation’s Test Method CT 301. The results of the R-Value tests are presented on
Figures B-4 through Figures B-9.
Maximum Dry Density and Optimum Moisture Content
A Modified proctor test was performed to determine the maximum dry density and optimum moisture
content of a selected soil sample. The sample was compacted under a standardized compaction effort at
varying moisture contents in general accordance with ASTM D1557. The results are presented on Figure
B-10.
Cement Treated Soil
A sample was mixed with various percentages of cement, compacted to 95% of maximum dry density,
oven cured for 7 days, and unconfined compression tested in general accordance with Caltrans Test
Method 373. The results are presented on Figure B-11.
Soil Corrosivity
Three (3) Corrosivity Evaluations were performed on bulk soil samples obtained at the time of drilling in
the area of planned construction. The soil was evaluated for pH and minimum resistivity (CT 643), sulfate
ion concentration (CT 417), and chloride ion concentration (CT 422). The test results are presented in
Table B-1.
Table B-1: Summary of Corrosion Test Results
Sample Location pH Sulfate, ppm Chloride, ppm Minimum Resistivity, ohm-cm
B-1 @ 0-5 feet bgs 8.4 33 Not Detected 2,700
B-6 @ 0-5 feet bgs 8.6 16 Not Detected 5,060
B-9 @ 0-5 feet bgs 8.6 15 Not Detected 5,110
550 W. Locust
Fresno, CA 93650
Ph: (559) 497-2880
Fax: (559) 497-2886
Project Name: Sample Date: 8/16/2018
Test Date: 8/22/2018
Project Number: Lab Tracking ID: Report Date: 9/6/2018
Sample Location: B-1 @ 3' Sandy SILT (ML), brown, moist, fine grained sand
Pleasant Avenue Improvement
Sample Description:
Direct Shear Test
ASTM D-3080
Sampled By:
Tested By:
G18-202-11F F18-675
D.M.
J.S.
Figure B-1
0
1
2
3
4
5
6
7
0 1 2 3 4 5 6 7 8
SH
EA
R S
TR
ES
S (
KS
F)
NORMAL STRESS (KSF)
SHEAR STRENGTH DIAGRAM
DRY DENSITY: 105.9 pcf
MOISTURE CONTENT: 11.2 %
INTERNAL FRICTION ANGLE, f = 32o
COHESION, c = 0.06 ksf
32o
550 W. Locust
Fresno, CA 93650
Ph: (559) 497-2880
Fax: (559) 497-2886
Project Name: Sample Date: 8/16/2018
Test Date: 8/23/2018
Project Number: Lab Tracking ID: Report Date: 9/6/2018
Sample Location: B-4 @ 2' Silty SAND (SM), brown, moist, fine to coarse grained
Pleasant Street Improvement
Sample Description:
Direct Shear Test
ASTM D-3080
Sampled By:
Tested By:
G18-202-11F F18-675
D.M.
J.S.
Figure B-2
0
1
2
3
4
5
6
7
0 1 2 3 4 5 6 7 8
SH
EA
R S
TR
ES
S (
KS
F)
NORMAL STRESS (KSF)
SHEAR STRENGTH DIAGRAM
DRY DENSITY: 119.9 pcf
MOISTURE CONTENT: 0.9 %
INTERNAL FRICTION ANGLE, f = 33o
COHESION, c = 0.1 ksf
33o
550 W. Locust
Fresno, CA 93650
Ph: (559) 497-2880
Fax: (559) 497-2886
Project Name: Sample Date: 8/17/2018
Test Date: 8/24/2018
Project Number: Lab Tracking ID: Report Date: 9/6/2018
Sample Location: B-7 @ 3' Sandy CLAY (CL), brown, moist, fine grained sand
Pleasant Avenue Improvement
Sample Description:
Direct Shear Test
ASTM D-3080
Sampled By:
Tested By:
G18-202-11F F18-675
D.M.
J.S.
Figure B-3
0
1
2
3
4
5
6
7
0 1 2 3 4 5 6 7 8
SH
EA
R S
TR
ES
S (
KS
F)
NORMAL STRESS (KSF)
SHEAR STRENGTH DIAGRAM
DRY DENSITY: 111.9 pcf
MOISTURE CONTENT: 14.3 %
INTERNAL FRICTION ANGLE, f = 29o
COHESION, c = 0.04 ksf
29o
399 Lindbergh Ave
Livermore, CA 94551
Ph: (925) 315-3151
Fax: (925) 315-3152
Sample Date: 8/16/2018
Sample By: JS
Test Date: 8/24/2018
Report Date: 8/24/2018
Tested By: RC
SPECIMEN A B C
EXUDATION PRESSURE, LOAD (lb) 7284 4673 1637
EXUDATION PRESSURE, PSI 580 372 130
EXPANSION, * 0.0001 IN 0.0012 0.0015 0.0019
EXPANSION PRESSURE, PSF 0 0 0
Enter value of "T" from the Chart above STABILOMETER PH AT 2000 LBS 63 100 130
DISPLACEMENT 4.39 4.3 4.67
47 26 11
47 26 11
11.8 12.8 13.6
DRY DENSITY AT TEST, PCF 123.8 119.9 118.8
"R" VALUE BY EXPANSION
Remark:
20
N/APRESSURE TI = 4.0, GF=1.50
RESISTANCE VALUE "R"
% MOISTURE AT TEST
"R" VALUE AT 300 PSI
EXUDATION PRESSURE
"R" VALUE CORRECTED FOR HEIGHT
R-Value Test
Caltrans Test Method 301
Sample Description: Yellowish brown silty sand
Pleasant Ave Improvement
G18-202-11F
L18-734
B-1@0-5'
Project Name:
Project Number:
Lab Tracking ID:
Sample Location:
Sample Source:
COVER THICKNESS BY EXPANSION PRESSURE, INCHES
"R"
VA
LU
E
CO
VE
R T
HIC
KN
ES
S B
Y S
TA
BIL
OM
ET
ER
, IN
CH
ES
EXUDATION PRESSURE, PSI
0 2 4 6 8 10 12 14 16 18 20 22 24 26
100
90
80
70
60
50
40
30
20
10
0
0
2
4
6
8
10
12
14
16
18
20
22
24
10020300400500600700800 0
Reviewed By: ____JKA_______
Figure B-4
399 Lindbergh Ave
Livermore, CA 94551
Ph: (925) 315-3151
Fax: (925) 315-3152
Sample Date: 8/16/2018
Sample By: JS
Test Date: 8/24/2018
Report Date: 8/24/2018
Tested By: RC
SPECIMEN A B C
EXUDATION PRESSURE, LOAD (lb) 6807 5087 3420
EXUDATION PRESSURE, PSI 542 405 272
EXPANSION, * 0.0001 IN 0.0008 0.0006 0.0004
EXPANSION PRESSURE, PSF 0 0 0
Enter value of "T" from the Chart above STABILOMETER PH AT 2000 LBS 40 49 68
DISPLACEMENT 4.21 4.17 4.41
64 58 43
64 58 43
11.1 11.8 12.4
DRY DENSITY AT TEST, PCF 123.2 122.9 122.1
"R" VALUE BY EXPANSION
Remark:
47
N/APRESSURE TI = 4.0, GF=1.50
RESISTANCE VALUE "R"
% MOISTURE AT TEST
"R" VALUE AT 300 PSI
EXUDATION PRESSURE
"R" VALUE CORRECTED FOR HEIGHT
R-Value Test
Caltrans Test Method 301
Sample Description: Yellowish brown silty sand
Pleasant Ave Improvement
G18-202-11F
L18-734
B-2@0-5'
Project Name:
Project Number:
Lab Tracking ID:
Sample Location:
Sample Source:
COVER THICKNESS BY EXPANSION PRESSURE, INCHES
"R"
VA
LU
E
CO
VE
R T
HIC
KN
ES
S B
Y S
TA
BIL
OM
ET
ER
, IN
CH
ES
EXUDATION PRESSURE, PSI
0 2 4 6 8 10 12 14 16 18 20 22 24 26
100
90
80
70
60
50
40
30
20
10
0
0
2
4
6
8
10
12
14
16
18
20
22
24
10020300400500600700800 0
Reviewed By: ____JKA_______
Figure B-5
399 Lindbergh Ave
Livermore, CA 94551
Ph: (925) 315-3151
Fax: (925) 315-3152
Sample Date: 8/16/2018
Sample By: JS
Test Date: 8/24/2018
Report Date: 8/24/2018
Tested By: RC
SPECIMEN A B C
EXUDATION PRESSURE, LOAD (lb) 6830 5066 2502
EXUDATION PRESSURE, PSI 544 403 199
EXPANSION, * 0.0001 IN 0 0 0
EXPANSION PRESSURE, PSF 0 0 0
Enter value of "T" from the Chart above STABILOMETER PH AT 2000 LBS 32 58 111
DISPLACEMENT 4.17 4.36 4.22
71 50 21
71 50 21
9.2 9.7 10.8
DRY DENSITY AT TEST, PCF 130.3 129.0 127.4
"R" VALUE BY EXPANSION
Remark:
35
N/APRESSURE TI = 4.0, GF=1.50
RESISTANCE VALUE "R"
% MOISTURE AT TEST
"R" VALUE AT 300 PSI
EXUDATION PRESSURE
"R" VALUE CORRECTED FOR HEIGHT
R-Value Test
Caltrans Test Method 301
Sample Description: Yellowish brown silty sand
Pleasant Ave Improvement
G18-202-11F
L18-734
B-4@0-5'
Project Name:
Project Number:
Lab Tracking ID:
Sample Location:
Sample Source:
COVER THICKNESS BY EXPANSION PRESSURE, INCHES
"R"
VA
LU
E
CO
VE
R T
HIC
KN
ES
S B
Y S
TA
BIL
OM
ET
ER
, IN
CH
ES
EXUDATION PRESSURE, PSI
0 2 4 6 8 10 12 14 16 18 20 22 24 26
100
90
80
70
60
50
40
30
20
10
0
0
2
4
6
8
10
12
14
16
18
20
22
24
10020300400500600700800 0
Reviewed By: ____JKA_______
Figure B-6
399 Lindbergh Ave
Livermore, CA 94551
Ph: (925) 315-3151
Fax: (925) 315-3152
Sample Date: 8/16/2018
Sample By: JS
Test Date: 8/24/2018
Report Date: 8/24/2018
Tested By: RC
SPECIMEN A B C
EXUDATION PRESSURE, LOAD (lb) 6680 5318 3580
EXUDATION PRESSURE, PSI 532 423 285
EXPANSION, * 0.0001 IN 0 0 0
EXPANSION PRESSURE, PSF 0 0 0
Enter value of "T" from the Chart above STABILOMETER PH AT 2000 LBS 34 64 93
DISPLACEMENT 4.52 4.01 4.86
67 48 27
67 48 27
9.6 10.5 11.3
DRY DENSITY AT TEST, PCF 128.0 127.4 125.4
"R" VALUE BY EXPANSION
Remark:
28
N/APRESSURE TI = 4.0, GF=1.50
RESISTANCE VALUE "R"
% MOISTURE AT TEST
"R" VALUE AT 300 PSI
EXUDATION PRESSURE
"R" VALUE CORRECTED FOR HEIGHT
R-Value Test
Caltrans Test Method 301
Sample Description: Yellowish brown silty sand
Pleasant Ave Improvement
G18-202-11F
L18-734
B-6@0-5'
Project Name:
Project Number:
Lab Tracking ID:
Sample Location:
Sample Source:
COVER THICKNESS BY EXPANSION PRESSURE, INCHES
"R"
VA
LU
E
CO
VE
R T
HIC
KN
ES
S B
Y S
TA
BIL
OM
ET
ER
, IN
CH
ES
EXUDATION PRESSURE, PSI
0 2 4 6 8 10 12 14 16 18 20 22 24 26
100
90
80
70
60
50
40
30
20
10
0
0
2
4
6
8
10
12
14
16
18
20
22
24
10020300400500600700800 0
Reviewed By: ____JKA_______
Figure B-7
399 Lindbergh Ave
Livermore, CA 94551
Ph: (925) 315-3151
Fax: (925) 315-3152
Sample Date: 8/16/2018
Sample By: JS
Test Date: 8/27/2018
Report Date: 8/28/2018
Tested By: RC
SPECIMEN A B C
EXUDATION PRESSURE, LOAD (lb) 5020 3582 2290
EXUDATION PRESSURE, PSI 400 285 182
EXPANSION, * 0.0001 IN 0 0 0
EXPANSION PRESSURE, PSF 0 0 0
Enter value of "T" from the Chart above STABILOMETER PH AT 2000 LBS 57 110 132
DISPLACEMENT 4.13 4.03 4.07
52 22 12
52 22 12
7.0 8.7 9.5
DRY DENSITY AT TEST, PCF 129.2 128.5 124.8
"R" VALUE BY EXPANSION
Remark:
G18-202-11F
L18-734
B-7@0-5'
Project Name:
Project Number:
Lab Tracking ID:
Sample Location:
Sample Source:
R-Value Test
Caltrans Test Method 301
Sample Description: Yellowish brown silty sand
Pleasant Ave Improvement
23
N/APRESSURE TI = 4.0, GF=1.50
RESISTANCE VALUE "R"
% MOISTURE AT TEST
"R" VALUE AT 300 PSI
EXUDATION PRESSURE
"R" VALUE CORRECTED FOR HEIGHT
COVER THICKNESS BY EXPANSION PRESSURE, INCHES
"R"
VA
LU
E
CO
VE
R T
HIC
KN
ES
S B
Y S
TA
BIL
OM
ET
ER
, IN
CH
ES
EXUDATION PRESSURE, PSI
0 2 4 6 8 10 12 14 16 18 20 22 24 26
100
90
80
70
60
50
40
30
20
10
0
0
2
4
6
8
10
12
14
16
18
20
22
24
10020300400500600700800 0
Reviewed By: ____JKA_______
Figure B-8
399 Lindbergh Ave
Livermore, CA 94551
Ph: (925) 315-3151
Fax: (925) 315-3152
Sample Date: 8/16/2018
Sample By: JS
Test Date: 8/24/2018
Report Date: 8/24/2018
Tested By: RC
SPECIMEN A B C
EXUDATION PRESSURE, LOAD (lb) 9722 5448 2686
EXUDATION PRESSURE, PSI 774 434 214
EXPANSION, * 0.0001 IN 0 0 0
EXPANSION PRESSURE, PSF 0 0 0
Enter value of "T" from the Chart above STABILOMETER PH AT 2000 LBS 28 41 72
DISPLACEMENT 4.46 4.08 4.64
73 64 40
73 64 40
8.9 9.7 10.5
DRY DENSITY AT TEST, PCF 127.0 126.1 125.6
"R" VALUE BY EXPANSION
Remark:
51
N/APRESSURE TI = 4.0, GF=1.50
RESISTANCE VALUE "R"
% MOISTURE AT TEST
"R" VALUE AT 300 PSI
EXUDATION PRESSURE
"R" VALUE CORRECTED FOR HEIGHT
R-Value Test
Caltrans Test Method 301
Sample Description: Yellowish brown silty sand with gravel
Pleasant Ave Improvement
G18-202-11F
L18-734
B-10@0-5'
Project Name:
Project Number:
Lab Tracking ID:
Sample Location:
Sample Source:
COVER THICKNESS BY EXPANSION PRESSURE, INCHES
"R"
VA
LU
E
CO
VE
R T
HIC
KN
ES
S B
Y S
TA
BIL
OM
ET
ER
, IN
CH
ES
EXUDATION PRESSURE, PSI
0 2 4 6 8 10 12 14 16 18 20 22 24 26
100
90
80
70
60
50
40
30
20
10
0
0
2
4
6
8
10
12
14
16
18
20
22
24
10020300400500600700800 0
Reviewed By: ____JKA_______
Figure B-9
550 W. Locust Ave.
Fresno, CA 93650
Ph: (559) 497-2868Fax: (559) 497-2886
Project Name: Sample Date: 6/16/18-6/17/18
Project Number: Sampled By: J. Schallberger Test Date: 6/20/2018
Lab Tracking ID: Tested By: D. Messin
Sample Location:
Sample Description:
Procedure A X Procedure B Procedure C
Laboratory Compaction Curve ASTM D-1557
Figure B-10
Silty and Clayey Sand
Pleasant Avenue Improvement
Composite of B-1, 2, 3, 4, 6, 7, 8,and 9
G18-202-11F
F18-675
PROCEDURE USED
100.0
105.0
110.0
115.0
120.0
125.0
130.0
135.0
140.0
0 5 10 15 20 25 30
DR
Y D
ENSI
TY ,
PC
F
MOISTURE , PERCENT
2.6
2.82.7
MAXIMUM DRY DENSITY: PCF
OPTIMUM MOISTURE: %
ZERO AIR VOIDS
2.6
2.7
2.8
129.0
8.5