Attachment 3 570-221 Geo Rpt.pdf

ENVIRONMENTAL, GEOTECHNICAL, CONSTRUCTION SERVICES AND ANALYTICAL TESTING

GEOTECHNICAL ENGINEERING INVESTIGATION REPORT

PROPOSED VA CEN CAL PARKING LOT SITE #1

NORTHEAST CORNER OF HERNDON AND ARMSTRONG

AVENUES

CLOVIS, CALIFORNIA

BSK PROJECT G15-185-10F

PREPARED FOR:

PUBLIC PROPERTIES, LLC

3210 GRACE STREET, NW, SUITE 100

WASHINGTON, DC 20007

NOVEMBER 10, 2015

Geotechnical Engineering Investigation Report BSK Project G15-185-10F

Proposed VA Cen Cal Parking Lot Site #1 November 10, 2015

Clovis, California Page i

Table of Contents

1 INTRODUCTION

1.1 General

1.2 Project Description

1.3 Purpose and Scope of Services

2 FIELD INVESTIGATION AND LABORATORY TESTING

2.1 Field Investigation

2.2 Laboratory Testing

3 SITE CONDITIONS

3.1 Site Description

3.2 Subsurface Description

3.3 Groundwater

3.4 Geologic Setting

4 CONCLUSIONS AND RECOMMENDATIONS

4.1 General

4.2 Site Preparation and Earthwork Construction

4.3 Flexible Pavement Design

4.4 Excavation Stability

4.5 Utility Trench Excavation and Backfill

4.6 Surface Drainage Control

5 PLANS AND SPECIFICATIONS REVIEW

6 CONSTRUCTION TESTING AND OBSERVATIONS

7 LIMITATIONS

Tables Table 1: Asphalt Concrete Pavement

Figures Figure 1: Site Vicinity Map

Figure 2: Site Plan

Appendices Appendix A: Field Exploration

Appendix B: Laboratory Testing

Clovis, California Page 1

1 INTRODUCTION

1.1 General

This report presents the results of our Geotechnical Engineering Investigation for the proposed VA Cen

Cal Parking Lot Site #1 to be situated at northeast corner of Herndon and Armstrong Avenues as shown on the Site Plan, Figure 2. The geotechnical engineering investigation was conducted in general accordance with the scope of services outlined in BSK Proposal GF14-11238-R2, dated September 28, 2014.

In the event that significant changes occur in the design or location of the proposed improvements, the conclusions and recommendations presented in this report will not be considered valid unless the changes are reviewed by BSK and the conclusions and recommendations are modified or verified in writing as necessary.

1.2 Project Description

BSK understands that the project consists of the design and construction of an asphalt paved parking lot.

Other improvements are anticipated to include underground utilities, and landscaping.

1.3 Purpose and Scope of Services

The purpose of the geotechnical investigation is to assess soil conditions at the project site and provide geotechnical engineering recommendations for use by the project designers during preparation of the project plans and specifications. The scope of the investigation included a field exploration, laboratory testing, engineering analysis, and preparation of this report.

2 FIELD INVESTIGATION AND LABORATORY TESTING

2.1 Field Investigation

The field exploration, conducted on October 16, 2015 consisted of a site reconnaissance and drilling five exploratory test borings. The test borings were drilled with a truck-mounted drill rig equipped with hollow stem augers. The borings were advanced to a depth of 8 feet below ground surface (bgs). The approximate boring locations are presented on Figure 2. Details of the field exploration and the boring logs are provided in Appendix A.

2.2 Laboratory Testing

Laboratory testing of selected samples were performed to evaluate their physical and engineering characteristics and properties. The testing program included R-value determination of soil.

Clovis, California Page 2

Descriptions of the laboratory test method and test results are provided in Appendix B.

3 SITE CONDITIONS

3.1 Site Description

The project site is situated on the northeast corner of Herndon and Armstrong Avenues. At the time of our investigation, the project Site was undeveloped, and supported a moderate growth of annual weeds. The topography was relatively flat with the exception of an area (approx. 250feetx150feet) of undocumented fill located in the southwest corner of the parcel. The undocumented fill appears to be approximately 2 to 3 feet above surrounding site grade. The site is bound to the north by an open field, to the east by an existing commercial property, and to the west and south by Armstrong & Herndon

Avenue, respectively.

3.2 Subsurface Description

The near surface soils encountered within the test boring consisted of fine to coarse-grained silty sand to the maximum depth of exploration of 8 feet bgs. The soils were very dense and cemented.

The boring logs in Appendix A provide a more detailed description of the soils encountered, including the applicable Unified Soil Classification System symbol.

It should be noted that soil and subsurface conditions can deviate from those conditions encountered at the boring locations. If significant, variation in the subsurface conditions are encountered during construction, it may be necessary for BSK to review the recommendations presented herein and recommend adjustments as necessary.

3.3 Groundwater

Groundwater was not encountered within the test borings at the time of our field exploration (8feet bgs). The possibility of the groundwater table rising to shallower depths and/or the presence of perched groundwater may occur due to irrigation practices of neighboring properties, seasonal effects, and/or other factors not evident at the time of the investigation. The California Department of Water

Resources “Lines of Equal Elevation in Water Wells,” Spring 2010, indicates the depth to groundwater exceeds 50 feet bgs.

3.4 Geologic Setting

General vicinity of the Site is underlain in the near-surface by clay, silt, and sand deposits consisting of recent age alluvial sediments which at depth probably grades to Pleistocene non-marine sedimentary deposits. The crystalline bedrock is anticipated to be at a depth greater than 1,000 feet.

Clovis, California Page 3

4 CONCLUSIONS AND RECOMMENDATIONS

4.1 General

Based upon the data collected during this investigation and from a geotechnical engineering standpoint, it is our opinion that there are no soil conditions that would preclude the construction of the proposed parking lot provided that the recommendations presented in this report are incorporated into the project design and construction.

4.2 Site Preparation and Earthwork Construction

The following procedures must be implemented during site preparation for the proposed parking lot. It should be noted that references to maximum dry density, optimum moisture content, and relative compaction are based on ASTM: D1557 (or latest test revision) laboratory test procedures.

1. Prior to site grading, miscellaneous surface obstructions and fill stockpiles must be removed from the improvement area. Near surface soils containing vegetation, roots, organics, or other objectionable material must be stripped to a depth of at least 3-inches to expose a clean soil surface. Surface strippings must not be incorporated into engineered fill.

2. Soil disturbed as a result of site clearing, undocumented fill, debris, abandoned underground structures must be excavated to expose undisturbed native soil.

3. Following the required site preparation, the exposed soil surface below planned improvements or areas to receive fill must be proof-rolled under the observation of a BSK field representative to detect soft or pliant areas. Soft or pliant areas must be over-excavated to firm native soil. The exposed surface must be scarified at minimum of 8 inches, uniformly moisture conditioned to 2 percent above optimum moisture, and compacted to 92 percent relative compaction.

4. Excavated soils, free of deleterious substances (organic matter, demolition debris, tree roots, etc.)

and with less than 3 percent organic content by weight, may be returned to the excavations as engineered fill. Engineered fill must be placed in uniform layers not exceeding 8-inches in loose thickness, moisture-conditioned to 2 percent above optimum moisture content and compacted to

92 percent of the maximum dry density. The upper 12 inches below proposed paved areas must be compacted to 95 percent relative compaction. Acceptance of engineered fill placement must be based on moisture content at time of compaction and relative compaction.

5. Imported fill materials must be free of deleterious substances and have less than 3 percent organic content by weight. The project specifications must require the contractor to contact BSK for review of the proposed import fill materials for conformance with these recommendations at least two weeks prior to importing to the site, whether from on-site or off-site borrow areas.

Clovis, California Page 4

Imported fill soils must be non-hazardous and be derived from a single, consistent soil type source conforming to the following criteria:

Maximum Particle Size: 3-inches Percent Passing #4 Sieve: 65 – 100 Percent Passing #200 Sieve: 20 – 45 Plasticity Index: less than 20 Expansion Index: < 20 Minimum R-Value 50 Low Corrosion Potential:

Soluble Sulfates: < 1,500 mg/kg Soluble Chlorides: < 300 mg/kg Soil Resistivity: > 5,000 ohm-cm

Grading operations must be scheduled as to avoid working during periods of inclement weather. Should these operations be performed during or shortly following periods of inclement weather, unstable soil conditions may result in the soils exhibiting a "pumping" condition. This condition is caused by excess moisture, in combination with compaction, resulting in saturation and near zero air voids in the soils. If this condition occurs, the affected soils must be over-excavated to the depth at which stable soils are encountered and replaced with suitable soils compacted as engineered fill. Alternatively, the Contractor may proceed with grading operations after utilizing a method to stabilize the soil subgrade, which must be subject to review by BSK prior to implementation.

4.3 Flexible Pavement Design

Laboratory testing performed on three samples had R-Values of 48 and 49. The laboratory test was performed in conformance with Caltrans Test Method 301. For design purposes, a design R-value of 50 was considered based on minimum import fill requirements.

A Traffic Index (TI) of 5.0 is often appropriate for automobile parking areas without truck traffic. A range of pavement sections have been provided based on Traffic Indices (T.I.’s) of 5, 6, 7, and 8. The project design consultant may select the pavement section corresponding to the appropriate T.I. value. The following table presents asphalt concrete (AC) pavement design sections based upon Caltrans standard methods for pavement design.

Asphalt Concrete Pavement

(Minimum Pavement Section R-Value – 50)

Traffic Index Asphalt Concrete

(inch)

Aggregate Base – Class 2 (inch)

5 2.0 4.0

6 3.5 4.0

7 4.0 4.5

8 4.5 6.0

Clovis, California Page 5

Flexible pavement must conform to and be placed in accordance with the Caltrans Standard

Specifications dated May 2010. The aggregate base (Class 2) must comply with the specifications in

Section 26 of the 2010 Caltrans Standard Specifications. The aggregate base and upper 12 inches of subgrade must be compacted to a minimum of 95 percent relative compaction as determined by the

ASTM: D1557 or California Test Method 216 (dry weight determination) test procedures.

Hot Mix Asphalt (HMA) must conform to Section 39 (Type A or B Asphalt) of the 2010 Caltrans Standard

Specifications. The HMA must be compacted to a minimum of 95 percent of the laboratory tested maximum density, as determined by California Test Method 366.

Pavement areas must be sloped at a minimum gradient of two percent or greater to allow for positive surface drainage. Both the proper surface slope and uniform compaction are necessary for satisfactory pavement performance.

It is important that pavement landscape area drainage be carefully designed to control the migration of water under pavement. Water migration beneath pavement can result in pavement failure. Where pavement abuts planter areas, the risk of water-saturated subgrade failures can be reduced by using a concrete cut-off curb to minimize the migration of water from the planter areas into the pavement aggregate base. The cut-off curb should be at least 4 inches wide and extend at least 6 inches into the soil subgrade beneath the pavement section.

4.4 Excavation Stability

Soils encountered within the upper 10-feet are generally Type C soil in accordance with OSHA

(Occupational Safety and Health Administration). The slopes surrounding or along temporary excavations may be vertical for excavations that are less than 4-feet deep and exhibit no indication of instability, but must be no steeper than 1.5H:1V (horizontal to vertical) for excavations that are deeper than 4-feet, to a maximum depth of 10-feet. Temporary excavations for the project construction must be left open for as short a time as possible and must be protected from water runoff. In addition, equipment and/or soil stockpiles must be maintained at least 5 feet or a distance equal to the depth of excavation, whichever distance is greater, away from the top of the excavations. 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). These excavation recommendations are based on soil characteristics derived from the borings. Variations in soil conditions will likely be encountered during excavation. At the time of construction, BSK must be afforded the opportunity to observe and document sloping and shoring conditions, and the opportunity to provide review of actual field conditions to account for condition variations not otherwise anticipated in the preparation of these recommendations.

Clovis, California Page 6

4.5 Utility Trench Excavation and Backfill

Pipes and conduits must be bedded and shaded in accordance with the requirements of the pipe manufacturer. Where no specific requirements exist, we recommend a minimum of 6-inches of sand bedding material for pipe installations 12 to 24-inches in diameter. For pipe diameters smaller than 12-inches, the bedding thickness may be reduced to 4-inches. The bedding material and envelope (up to 6-inches above the pipe) must consist of sand (Sand Equivalent greater than 30), be placed in loose lifts not exceeding 8-inches in thickness, compacted to at least 90 percent of the maximum dry density, and moisture conditioned to within 2 percent of optimum moisture content. Water jetting to attain compaction must not be allowed.

Adequate excavation width must be provided to permit uniform compaction on both sides of utility lines installed within the trench. The trench backfill material must consist of engineered fill. Trench backfill outside the structure footprint must be placed in loose lifts not to exceed 8-inches in loose thickness, compacted to at least 90 percent of the maximum dry density, and moisture conditioned to within 2 percent of optimum moisture content. The upper 12-inches of trench backfill below pavement sections must be compacted to at least 95 percent of the maximum dry density. Conduits extending through or below footings must be “sleeved” as determined by the Project Structural Engineer. Utility trench backfill beneath the building areas must be backfilled in accordance with Section 4.4 (Site Preparation and Earthwork Construction).

4.6 Surface Drainage Control

Final grading around site improvements must provide for positive and enduring drainage away from the structure foundations. Ponding of water must not be allowed on or near the pavement. Should the proposed improvements include landscaping, irrigation water must be applied in amounts not exceeding those required to offset evaporation, sustain plant life, and maintain a relatively uniform moisture profile around and below, site improvements.

5 PLANS AND SPECIFICATIONS REVIEW

BSK recommends that it be retained to review the draft plans and specifications for the project, with regard to 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

Clovis, California Page 7 recommendations. BSK’s observations must be supplemented with periodic compaction tests to establish substantial conformance with these recommendations.

7 LIMITATIONS

The analyses and recommendations submitted in this report are based upon the data obtained from the test borings performed at the locations shown on Figure 2. 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 additional exploration and testing is performed or 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 Public Properties, LLC and members of the project design team. The report has been prepared in accordance with generally accepted geotechnical engineering practices which existed in Fresno County at the time the report was written. No other warranties either express 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 2,000' 4,000'

Scale: 1" = 4,000'

(APPROXIMATE)

550 West Locust Avenue

Fresno, California 93650

Tel. (559) 497-2880

SITE

VA Cen-Cal Parking Proposal

Proposed Parking Lot Site #1

NEC of Herndon & Armstrong Avenue

Clovis, California

Herndon Avenue

N . A rm st ro ng

A ve nu e

B-1

B-2

B-3

B-4B-5

Approximately 3' of undocumented fill

SITE MAP FIGURE 2

0 5,000' 10,000'

Scale: 1" = 10,000'

(APPROXIMATE)

550 West Locust Avenue Fresno, California 93650

Tel. (559) 497-2880

VA Cen-Cal Parking Lot NEC of Herndon & Armstrong Avenue

Clovis, California

LEGEND:

Proposed Boring Locations

B-5

APPENDIX A

FIELD EXPLORATION

APPENDIX A

Field Exploration

The field exploration was conducted on October 16, 2015, under the oversight of a BSK project engineer.

Five test borings were excavated to depths of 8 feet bgs throughout the project site. The approximate location of the test boring is presented on Figure 2, Site Plan.

The soil materials encountered in the test boring were visually classified in the field and logs were recorded during the excavation and sampling operations. Visual classification of the materials encountered in the test boring was made in general accordance with the Unified Soil Classification

System (ASTM: D2487). 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 on the basis of observations made at the time of exploration while the actual boundaries between different 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 or a 1.4-inch I.D.

Standard Penetration Test (SPT) Sampler. The samplers were driven 18 inches using a 140-pound, automatic hammer dropping 30 inches. The number of blows required to drive the last 12 inches was recorded as the blow count (blows/foot) on the logs of borings. The relatively undisturbed soil core samples were capped at both ends to preserve the samples at their natural moisture content. Disturbed soil samples were obtained using the Split-Spoon Sampler and were placed and sealed in polyethylene bags. At the completion of the field exploration, the test borings were backfilled with the soil cuttings, as set forth in BSK’s proposal. Bulk samples were also obtained

It should be noted that the use of terms such as “loose”, “medium dense”, “dense” or “very dense” to describe the density 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: Density of Coarse-Grained Soil versus Sampler Blow Count

Consistency SPT Blow Count

Blows / Foot)

2.5” I.D. Cal. Sampler

(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 versus Sampler Blow Count

Consistency SPT Blow Count

(Blows / Foot)

2.5” I.D. Cal. Sampler

(Blows / Foot)

Very Soft <2 <3

Soft 2 – 4 3 – 6

Medium Stiff 4 – 8 6 – 12

Stiff 8 – 15 12 – 24

Very Stiff 15 – 30 24 – 45

Hard >30 >45

SM Silty SAND - brown, very dense, moist, fine to medium grained, strongly cemented

...fine grained

Boring terminated at approximately 8 feet Borehole backfilled with soil cuttings No free water observed

50/ 4" Sample contained rootlet voids

Project: Public Properties Proposed Parking Lot

Location: NE Corner of E. Herndon & N. Armstrong Avenues

Project No.: G15-185-10F

Logged By: H. Ngo

Checked By: H. Kevorkian

S am pl es

In -S itu M oi st ur e

C on te nt

G ra ph ic

L og

In -S itu D ry D en si ty (p cf

U S

C S

MATERIAL DESCRIPTION

D ep th

F ee t)

P en et ra tio n

B lo w s

F oo t

Boring: B-1

B ul k S am pl es

REMARKS

BSK Associates 550 W Locust Ave Fresno CA, 93650 Telephone: 559-497-2880 Fax: 559-497-2886

P as si ng N o.

S ie ve

G E

O V

A P

A R

K

IN

G L

O T

B O

R

IN

G L

O G

.G P

J B

S K

.G D

T

1/ 2/

* See key sheet for symbols and abbreviations used above.

Drilling Contractor: Dave's Drilling Drilling Method: HSA Drilling Equipment: Mobile 61 Date Started: 10/16/15 Date Completed: 10/16/15

Surface Elevation:

Sample Method: 2.5-inch I.D. Modified & 1.5-inch I.D. SPT Split Spoon Groundwater Depth: Not Encountered Completion Depth: 8 Feet Borehole Diameter: 8" grained, moderately to strongly cemented

...decrease in silt, fine to coarse grained

Boring terminated at approximately 8 feet Borehole backfilled with soil cuttings No free water observed

50/ 5"

50/ 3"

Sample contained rootlets & rootlet voids

Project: Public Properties Proposed Parking Lot

Location: NE Corner of E. Herndon & N. Armstrong Avenues

Project No.: G15-185-10F

Logged By: H. Ngo

Checked By: H. Kevorkian

S am pl es

In -S itu M oi st ur e

C on te nt

G ra ph ic

L og

In -S itu D ry D en si ty (p cf

U S

C S

MATERIAL DESCRIPTION

D ep th

F ee t)

P en et ra tio n

B lo w s

F oo t

Boring: B-2

B ul k S am pl es

REMARKS

BSK Associates 550 W Locust Ave Fresno CA, 93650 Telephone: 559-497-2880 Fax: 559-497-2886

P as si ng N o.

S ie ve

G E

O V

A P

A R

K

IN

G L

O T

B O

R

IN

G L

O G

.G P

J B

S K

.G D

T

1/ 2/

* See key sheet for symbols and abbreviations used above.

Drilling Contractor: Dave's Drilling Drilling Method: HSA Drilling Equipment: Mobile 61 Date Started: 10/16/15 Date Completed: 10/16/15

Surface Elevation:

Sample Method: 2.5-inch I.D. Modified & 1.5-inch I.D. SPT Split Spoon Groundwater Depth: Not Encountered

SM Silty SAND - brown, moist, fine to medium grained, strongly cemented

...very dense

...red brown, fine grained, trace of clay with fine gravel (0.25" max)

...brown

Boring terminated at approximately 8 feet Borehole backfilled with soil cuttings No free water observed

50/ 6"

Sample contained rootlet voids

Project: Public Properties Proposed Parking Lot

Location: NE Corner of E. Herndon & N. Armstrong Avenues

Project No.: G15-185-10F

Logged By: H. Ngo

Checked By: H. Kevorkian

S am pl es

In -S itu M oi st ur e

C on te nt

G ra ph ic

L og

In -S itu D ry D en si ty (p cf

U S

C S

MATERIAL DESCRIPTION

D ep th

F ee t)

P en et ra tio n

B lo w s

F oo t

Boring: B-3

B ul k S am pl es

REMARKS

BSK Associates 550 W Locust Ave Fresno CA, 93650 Telephone: 559-497-2880 Fax: 559-497-2886

P as si ng N o.

S ie ve

G E

O V

A P

A R

K

IN

G L

O T

B O

R

IN

G L

O G

.G P

J B

S K

.G D

T

1/ 2/

* See key sheet for symbols and abbreviations used above.

Drilling Contractor: Dave's Drilling Drilling Method: HSA Drilling Equipment: Mobile 61 Date Started: 10/16/15 Date Completed: 10/16/15

Surface Elevation:

Sample Method: 2.5-inch I.D. Modified & 1.5-inch I.D. SPT Split Spoon Groundwater Depth: Not Encountered grained, moderately cemented

...trace fine gravel

Boring terminated at approximately 8 feet Borehole backfilled with soil cuttings No free water observed

50/ 5" Sample contained rootlet voids

Project: Public Properties Proposed Parking Lot

Location: NE Corner of E. Herndon & N. Armstrong Avenues

Project No.: G15-185-10F

Logged By: H. Ngo

Checked By: H. Kevorkian

S am pl es

In -S itu M oi st ur e

C on te nt

G ra ph ic

L og

In -S itu D ry D en si ty (p cf

U S

C S

MATERIAL DESCRIPTION

D ep th

F ee t)

P en et ra tio n

B lo w s

F oo t

Boring: B-4

B ul k S am pl es

REMARKS

BSK Associates 550 W Locust Ave Fresno CA, 93650 Telephone: 559-497-2880 Fax: 559-497-2886

P as si ng N o.

S ie ve

G E

O V

A P

A R

K

IN

G L

O T

B O

R

IN

G L

O G

.G P

J B

S K

.G D

T

1/ 2/

* See key sheet for symbols and abbreviations used above.

Drilling Contractor: Dave's Drilling Drilling Method: HSA Drilling Equipment: Mobile 61 Date Started: 10/16/15 Date Completed: 10/16/15

Surface Elevation:

Sample Method: 2.5-inch I.D. Modified & 1.5-inch I.D. SPT Split Spoon Groundwater Depth: Not Encountered

SM Silty SAND - brown, moist, fine to medium grained, strongly cemented

...very dense

...red brown, trace clay

Boring terminated at approximately 8 feet Borehole backfilled with soil cuttings No free water observed

50/ 6"

Sample contained rootlet voids

Project: Public Properties Proposed Parking Lot

Location: NE Corner of E. Herndon & N. Armstrong Avenues

Project No.: G15-185-10F

Logged By: H. Ngo

Checked By: H. Kevorkian

S am pl es

In -S itu M oi st ur e

C on te nt

G ra ph ic

L og

In -S itu D ry D en si ty (p cf

U S

C S

MATERIAL DESCRIPTION

D ep th

F ee t)

P en et ra tio n

B lo w s

F oo t

Boring: B-5

B ul k S am pl es

REMARKS

BSK Associates 550 W Locust Ave Fresno CA, 93650 Telephone: 559-497-2880 Fax: 559-497-2886

P as si ng N o.

S ie ve

G E

O V

A P

A R

K

IN

G L

O T

B O

R

IN

G L

O G

.G P

J B

S K

.G D

T

1/ 2/

* See key sheet for symbols and abbreviations used above.

Drilling Contractor: Dave's Drilling Drilling Method: HSA Drilling Equipment: Mobile 61 Date Started: 10/16/15 Date Completed: 10/16/15

Surface Elevation:

Sample Method: 2.5-inch I.D. Modified & 1.5-inch I.D. SPT Split Spoon Groundwater Depth: Not Encountered

APPENDIX B

LABORATORY TESTING

APPENDIX B

Laboratory Testing

The results of laboratory testing performed in conjunction with this project are contained in this

Appendix. The following laboratory test was performed on soil samples in general conformance with applicable standards.

R-Value Test

Three R-Value tests were performed on sub-grade soil samples in accordance with Caltrans Test Method

301. The soil sample was obtained from areas anticipated to underly pavement section. The result of the R-Value tests are presented on Figures B-1, B-2, and B-3.

550 W. Locust Ave.

Fresno, CA 93650

Ph: (559) 497-2868

Fax: (559) 497-2886

Sample Date: 10/16/2015

Test Date: 10/19/2015

Report Date: 10/26/2015

Tested By: JF

Sample Description:

SPECIMEN A B C

EXUDATION PRESSURE, LOAD (lb) 5035 3194 1462

EXUDATION PRESSURE, PSI 401 254 116

EXPANSION, * 0.0001 IN 28 9 0

EXPANSION PRESSURE, PSF 121 39 0

Enter value of "T" from the Chart above STABILOMETER PH AT 2000 LBS 30 64 74

DISPLACEMENT 4.72 5.5 6.21

70 41 32

66 41 32

9.3 10.1 11.4

DRY DENSITY AT TEST, PCF 121.4 119.6 122.0

"R" VALUE BY EXPANSION

CA VA Parking

G15-185-10F

B-1 at 0-3'

Project Name:

Project Number:

Lab Tracking ID:

Sample Location:

Silty Sand w/Clay, brown, fine to medium-grained, moist, trace organics

R-Value Test

Caltrans Test Method 301

N/A

PRESSURE 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

V A

L U

E

C O

V E

R T

H

IC

K N

E S

S B

Y S

T A

B

IL

O M

E T

E R

IN

C H

E S

EXUDATION PRESSURE, PSI

0 2 4 6 8 10 12 14 16 18 20 22 24 26

100200300400500600700800 0

Reviewed By: ______________

700 22nd Street

Bakersfield, CA 93301

Ph: (661) 327-0671

Fax: (661) 324-4218

Sample Date: 10/15/2015

Test Date: 10/28/2015

Report Date: 10/29/2015

Tested By: L. Colocado

Sample Description:

SPECIMEN A B C

EXUDATION PRESSURE, LOAD (lb) 9029 3346 1873

EXUDATION PRESSURE, PSI 719 266 149

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 63 74

DISPLACEMENT 4.12 4.30 4.84

69 47 37

69 47 37

9.2 10.2 10.7

DRY DENSITY AT TEST, PCF 129.0 127.8 127.2

"R" VALUE BY EXPANSION

SM: Silty Sand;Brown, f-m

N/A

PRESSURE TI = , GF=

RESISTANCE VALUE "R"

% MOISTURE AT TEST

"R" VALUE AT 300 PSI

EXUDATION PRESSURE

"R" VALUE CORRECTED FOR HEIGHT

Project Name:

Project Number:

Lab Tracking ID:

Sample Location:

R-Value Test

Caltrans Test Method 301

VA Cen Cal Parking Lot

G15-185-10F

B15-385

B-2 @ 0-3'

COVER THICKNESS BY EXPANSION PRESSURE, INCHES

"R

V A

L U

E

C O

V E

R T

H

IC

K N

E S

S B

Y S

T A

B

IL

O M

E T

E R

IN

C H

E S

EXUDATION PRESSURE,

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Reviewed By: L. Colocado

700 22nd Street

Bakersfield, CA 93301

Ph: (661) 327-0671

Fax: (661) 324-4218

Sample Date: 10/15/2015

Test Date: 10/28/2015

Report Date: 10/29/2015

Tested By: L. Colocado

Sample Description:

SPECIMEN A B C

EXUDATION PRESSURE, LOAD (lb) 7708 3599 2015

EXUDATION PRESSURE, PSI 614 287 160

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 19 52 70

DISPLACEMENT 5.20 5.57 5.84

78 48 36

78 48 36

8.7 9.7 10.7

DRY DENSITY AT TEST, PCF 131.0 129.7 128.6

"R" VALUE BY EXPANSION

Project Name:

Project Number:

Lab Tracking ID:

Sample Location:

R-Value Test

Caltrans Test Method 301

VA Cen Cal Parking Lot

G15-185-10F

B15-385

B-4 @ 0-3'

N/A

PRESSURE TI = , GF=

RESISTANCE VALUE "R"

% MOISTURE AT TEST

"R" VALUE AT 300 PSI

EXUDATION PRESSURE

"R" VALUE CORRECTED FOR HEIGHT

SM: Silty Sand; Dark Brown, f-m

COVER THICKNESS BY EXPANSION PRESSURE, INCHES

"R

V A

L U

E

C O

V E

R T

H

IC

K N

E S

S B

Y S

T A

B

IL

O M

E T

E R

IN

C H

E S

EXUDATION PRESSURE,

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Reviewed By: L. Colocado