Appx D - Geotechnical Report_20180702.pdf

GEOTECHNICAL INVESTIGATION REPORT

Taxiway November, Travis AFB Fairfield, California

Prepared for:

Infrastructure Engineering Solutions JV 2423 Hoover Avenue National City, California 91950

Prepared by:

Wood Environment & Infrastructure Solutions, Inc.

180 Grand Avenue, Suite 1100 Oakland, California 94612

July 2018

Project No. 5021183074

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Appendix D, Page 2 of 67

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TABLE OF CONTENTS

Page

1.0 INTRODUCTION

1.1 PROJECT DESCRIPTION

1.2 SCOPE OF WORK

2.0 GEOTECHNICAL INVESTIGATION

2.1 FIELD EXPLORATION PROGRAM

2.2 DYNAMIC CONE PENETRATION (DCP) TESTING

2.3 LABORATORY TESTING

3.0 GEOLOGIC SETTING AND SITE CONDITIONS

3.1 SITE GEOLOGY

3.2 SURFACE CONDITIONS

3.3 SUBSURFACE CONDITIONS AND MATERIALS

3.4 GROUNDWATER CONDITIONS

4.0 EVALUATIONS

4.1 PRIMARY GEOTECHNICAL CONCERNS

4.2 CBR AND SUBGRADE MODULUS VALUES

4.3 CORROSION

4.4 TREATMENT OF SUBGRADE

5.0 BASIS FOR RECOMMENDATIONS

6.0 REFERENCES

TABLES

Table 1 Lab Testing Results Table 2 CBR and Subgrade Modulus Results

FIGURES

Figure 1 Site Vicinity Map Figure 2 Site Exploration Plan Figure 3 Regional Geologic Map

APPENDICES

Appendix A Exploratory Boring Logs Appendix B Dynamic Cone Penetration Logs Appendix C Laboratory Testing

Appendix D, Page 3 of 67

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GEOTECHNICAL INVESTIGATION REPORT

Taxiway November

Travis AFB Fairfield, California

1.0 INTRODUCTION

In support of AFCEC Task Order FA8903-18-F-0074, A&E Services for Repair Taxiway

November Adjacent 400 Ramp & Upgrade Drawings Ramp 400 at Travis AFB, Wood

Environment & Infrastructure Solutions, Inc. (Wood) is pleased to present this geotechnical investigation report for the proposed repair of the Taxiway November adjacent to the 400 ramp at Travis AFB in Fairfield, California. See Figure 1 for the location of the site.

The project description and scope of work are described in Sections 1.1 and 1.2, respectively.

The geotechnical investigation is described in Section 2.0. The site conditions, including the surface and subsurface conditions and geologic setting, are described in Section 3.0. A discussion and evaluation of the geotechnical considerations such as corrosion and subgrade modulus value recommendations are presented in Section 4.0. The basis for recommendations and references are described in Sections 5.0 and 6.0, respectively. Supporting material for the field investigations and recommendations are presented in three appendices.

1.1 PROJECT DESCRIPTION

We understand that the improvements to the portion of Taxiway November adjacent to the

400 ramp will include demolishing the existing deteriorated Taxiway November pavement and replacing it with a new PCC pavement structure in the approximate area shown in Figure 2. The area will be about 600 feet in length and 80 feet in width. Included with the full-depth pavement reconstruction, the project will install new subsurface drainage systems. However, no other changes or improvements to asphalt shoulders, lighting, or signage systems are anticipated.

The existing pavement is being replaced due to deterioration as the evaluation of the pavement in 2012 resulted in a poor rating, with reported distresses including cracking, sealant damage, patches, settlement, and spalling.

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1.2 SCOPE OF WORK

The purpose of our work is to provide geotechnical support for the development of the project design.

The current investigation consisted of drilling and logging 4 shallow hollow-stem auger borings for the project. The borings were performed at about 180-foot intervals along the proposed repair alignment in order to investigate the soil variation for the site and to collect samples for geotechnical laboratory testing. These borings were about 10 feet in depth.

Dynamic Cone Penetration (DCP) testing was also performed in the upper several feet of each boring location.

The primary purposes of the current investigation were to characterize subsurface soil conditions at the site, perform laboratory testing, and develop geotechnical recommendations and design criteria for pavement construction for the proposed project. Specifically, the following information, recommendations, and design criteria are presented in this report:

Summary description of site terrain and local geology.

Description of subsurface soil conditions interpreted based on our field exploration and laboratory testing.

Logs of borings, DCPs, and results of laboratory tests.

Summary of DCP, CBR, and subgrade modulus (k) values for site soils.

Evaluation of corrosion potential for site soils.

Other services related to environmental assessment, characterization, and/or remediation were not included in our scope of work and have not been conducted as part of this investigation.

2.0 GEOTECHNICAL INVESTIGATION

The geotechnical field exploration and laboratory testing programs that were performed for the site are summarized below.

2.1 FIELD EXPLORATION PROGRAM

Wood personnel visited the site on May 3, 2018, to review access, mark proposed boring locations, and mark the investigation area for Underground Services Alert (USA). Base operations representatives escorted the Wood personnel to the project site. USA was notified

Appendix D, Page 5 of 67

X:\5021183074_Travis AFB Taxiway\01_ text, cvrs\Taxiway_November_Geotech text.docx 3 on April 27, 2018, of the planned field investigation. An Air Force Base Civil Engineering Work

Clearance Request was also prepared and submitted on April 27, 2018.

The field investigation was conducted at the site on May 15 and 16, 2018, by Wood geotechnical engineer Kevin Burlingham, and subcontractor Woodward Drilling. The field investigation consisted of 4 shallow borings advanced using hollow stem auger drilling methods using a BK-81 drill rig. The borings were located along the proposed pavement replacement alignment at approximately 180-foot intervals and were drilled to depths of about

10 feet (all depths were measured from the top of existing pavement). Approximate boring locations are indicated on Figure 2.

Prior to drilling with the hollow-stem auger, the existing concrete pavement was cored by Cal-

West Concrete Cutting using a 12-inch-diameter core barrel. The thickness of the existing concrete pavement varied from about 16 to 26 inches.

Following the concrete coring, the hollow-stem auger was used to break up and drill through the cemented soils underlying the concrete. Then DCP testing was conducted in each borehole to a depth of about 5 feet below the top of pavement. After DCP testing was completed, hollow-stem auger drilling and soil sampling was begun.

Soil samples were obtained nearly continuously from near the bottom of the pavement to the full depth of 10 feet. A Standard Penetration Test (SPT) split spoon sampler (1.375 in ID, 2 inch

OD) was used in the borings. The SPT sampler did not have room for liners. The SPT sampler was driven using a 140 lb automatically-tripping hammer falling approximately 30 inches.

Woodward Drilling noted that the hammer for the rig had a hammer efficiency of 76.5 percent based on recent energy measurements. Bulk samples were also taken for each boring from the hollow-stem auger soil cuttings and placed in a 5-gallon bucket.

Preliminary soil classifications were made visually in the field in general accordance with the visual-manual method (ASTM D2488). The relative density of generally cohesionless soils and the consistency of cohesive soils were estimated based on the SPT blow counts. Soil colors were described using the Munsell Soil Color Chart. Preliminary locations of the exploratory borings were measured in the field and marked on a plan for Taxiway November. Final locations of the borings were taken from the survey data conducted for the project.

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All soil samples were sent to the Wood geotechnical laboratory in Los Angeles, California, for testing. Final boring logs were prepared based on the field logs, examination of samples in the laboratory, and laboratory test results. Plates A-1A and A-1B provide descriptions of terms used in the boring logs. The final boring logs, created using gINT, are presented in Appendix A.

2.2 DYNAMIC CONE PENETRATION (DCP) TESTING

DCP testing was conducted to depths of about 5 feet in each of the boring following the coring of the concrete and the break-up of any cemented soils directly underneath the existing concrete. The DCP test is a hand held device used as a general assessment of the strength of the native soils by driving the DCP cone using an approximate 17.6 pound hammer. The device used in the field study consists of two 5/8-inch-diameter shafts coupled near the midpoint. The lower shaft is attached to the pointed cone tip; it is driven into the soil by dropping a slide hammer along the upper shaft to strike the anvil. The total penetration for a given number of blows is measured and recorded in millimeters per blow (mm/blow). A 2-foot extender rod was used below the anvil on the DCP device to reach the required depth below the top of pavement. A standard 0.79-inch-diameter cone was used for the testing. The number of blows per set were adjusted in the field based on the penetration rate. Logs for the DCP testing are included in Appendix B. It is noted that because the DCP was started below the top of pavement, the first set of blows was not conducted at a penetration reading of 0 mm as typically done for DCP testing. Average penetration per blow for the DCPs ranged from 6 to 12 mm, with the penetration per blow for any blow set ranging from 2 to 22 mm.

2.3 LABORATORY TESTING

Following the completion of the borings, geotechnical laboratory testing was performed by

Wood and AP Engineering and Testing on a selection of the soil samples collected. Samples were selected for testing in order to cover the range of variation in the soils logged. Laboratory testing include the following tests:

Moisture content: 4 tests (ASTM Test Methods D 2216);

Atterberg Limits, Liquid and Plastic Limits: 4 tests (ASTM Method D 4318);

Grain-size distribution: 4 tests (ASTM Method D 422);

Modified Proctor compaction: 4 tests (ASTM D1557 Method A Modified);

CBR: 4 tests, samples were soaked (ASTM Method D 1883-16); and

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Corrosion testing: 4 tests (Chlorides and Sulfates with Caltrans 417 and 422, respectively; pH, and Resistivity with Cal 643).

The results of the laboratory tests are presented in Appendix C. Below is a summary of the laboratory testing results. Corrosion test results are summarized in Section 4.3.

TABLE 1

LAB TESTING RESULTS

Sample Soil Description Moisture Content

Fines Content

Liquid Limit

(LL)

Plastic Limit

(PL)

Plasticity Index (PI)

CBR*

Max Dry Density

(pcf

Optimum Water

Content

B1 Bulk Olive Brown Sandy

Clay (Native)

15.6 66 - - - 1.9 120.7 12.7

B2 Bulk Olive Brown Clay

(Native)

19.1 79 50 16 34 1.9 115.1 12.6

B3 Bulk Olive Brown Clay

(Native)

21.5 92 63 20 43 2.9 113.4 14.0

B4 Bulk Olive Brown Clay

(Native)

20.1 90 - - - 1.5 113.8 12.7

B1, S1 (3-4.5')

Olive Brown Clayey Sand (Fill)

- - 30 22 8 - - -

B4, S2 (4.5-6')

Greenish Gray Clay (Native)

- - 56 18 38 - - -

* The CBR values listed above are for the 0.1 inch penetration and Relative Compaction of 95%.

3.0 GEOLOGIC SETTING AND SITE CONDITIONS

The site is located at Travis AFB in Fairfield, California, along Taxiway November adjacent to the

400 ramp. The following sections describe the site geology, existing surface conditions, and subsurface soil and groundwater conditions encountered during the investigation.

3.1 SITE GEOLOGY

Travis AFB is located on the western edge of the Sacramento Valley segment of the Great

Valley Geomorphic Province. The Coast Range Geomorphic Province, which consists of folded and uplifted bedrock mountains, lies to the west of Travis AFB (Thomasson et al., 1960;

Olmsted and Davis, 1961).

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The geomorphology of Travis AFB is characterized by gently sloping alluvial plains and fans.

These coalescing, low-relief fans were deposited by Ulatis, Union, Alamo, Laurel, and Suisun

Creeks. Most of the alluvial material was deposited prior to the last period of glaciation during the Pleistocene Epoch, and is referred to as Older Alluvium. During the last 15,000 years, as sea levels have risen, the drainages have refilled with alluvium. This material is referred to as

Younger Alluvium. Some topographic relief in the form of very low ridges has been caused by outcroppings of sedimentary rock in the Travis AFB area.

From a review of geologic maps for the area it appears that the site is underlain by the

Pleistocene aged alluvial fan deposits. Figure 3 is a geologic map illustrating the distribution of shallow bedrock units and alluvium in the vicinity of Travis AFB. Bedrock at Travis AFB consists of consolidated to semiconsolidated sedimentary rock.

At Travis AFB, the overall thickness of the alluvium ranges from 0 to approximately 70 feet but is generally less than 50 feet. West of Travis AFB, the thickness of the alluvium increases to more than 200 feet (Thomasson et al., 1960).

3.2 SURFACE CONDITIONS

The project site consists of an airfield taxiway with existing PCC pavement. At the time of the field investigation, there was ongoing construction adjacent to the site that consisted of some removal of existing pavement. The existing PCC pavement was 16 to 26 inches thick as encountered at the boring locations. The site elevation ranges from approximately 53 feet above sea level, to approximately 55 above sea level.

3.3 SUBSURFACE CONDITIONS AND MATERIALS

The soils encountered below the existing pavement during the field exploration program included a silty to clayey sand fill unit overlying a native alluvial lean to fat clay unit.

The fill unit varied in thickness from 1.5 to 3 feet and was sometimes cemented in the upper 3 to 12 inches due to possible lime treatment. The fill consisted of medium dense silty to clayey sand with trace gravel. The fill was mostly dry and varied from yellowish brown to olive brown.

The native unit was underlying the fill unit to the maximum depth explored of 10 feet. It consisted of 1 to 4 feet of dark olive gray to greenish black very stiff fat clay overlying yellowish brown very stiff sandy lean clay. The clay was typically moist.

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See the boring logs in Appendix A for more detailed descriptions of the soils encountered in each boring.

3.4 GROUNDWATER CONDITIONS

Groundwater was not encountered in the shallow borings drilled for the project. Based on a boring for the adjacent 400 ramp, that is about 400 feet from the Taxiway November project site, groundwater could be at a depth of about 12 feet.

4.0 EVALUATIONS

4.1 PRIMARY GEOTECHNICAL CONCERNS

Based on the results of our geotechnical investigation, we conclude that the planned development is feasible from a geotechnical standpoint. The main concern associated with the project is expected to be the variation of soils along the alignment and the presence of high plasticity clays.

4.2 CBR AND SUBGRADE MODULUS VALUES

Based on the lab testing and DCP testing, CBR and subgrade modulus (k) values can be determined for the site soils. To complete these evaluations the correlations shown in Figure 5-

3 of UFC 3-260-02 were used to correlate the DCP testing values to both CBR and subgrade modulus values, and to correlate the CBR laboratory test results to subgrade modulus. The

DCP logs in Appendix B contain the individual CBR and subgrade modulus values evaluated for each blow set as well as average values for the entire DCP test. Below is a summary of the CBR and subgrade modulus values evaluated from the DCP and lab testing. The CBR values listed below for the testing are for the 0.1 inch penetration and Relative Compaction of 95%. Overall, the laboratory testing produced lower CBR and subgrade modulus values than those estimated from the DCP values, likely due to the soaking of the samples and also possibly the remodeling of the samples during the laboratory testing.

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TABLE 2

CBR AND SUBGRADE MODULUS RESULTS

DCP/Sample

Average Penetration Rate, Entire

DCP

(mm/blow)

Average Penetration

Rate, Fill (mm/blow)

Average Penetration Rate, Native (mm/blow)

CBR,

Entire

DCP

CBR,

Fill

CBR,

Native

Subgrade Modulus, k, Entire DCP (pci)

Subgrade Modulus, k, Fill (pci)

Subgrade Modulus, k, Native

(pci)

B1 11 9 15 20 26 14 266 299 223

B2 12 7 12 19 33 17 256 360 248

B3 6 6 7 38 40 34 406 427 373

B4 7 7 11 32 35 20 354 380 268

B1 Bulk - - - - - 1.9 - - 77

B2 Bulk - - - - - 1.9 - - 77

B3 Bulk - - - - - 2.9 - - 98

B4 Bulk - - - - - 1.5 - - 67

4.3 CORROSION

For underground structure elements and utility lines, Caltrans Corrosion Guidelines, November

2012, Version 2.0 considers a site to be corrosive if one or more of the following conditions exist for the representative soil and/or water samples taken at the site:

Chloride concentration is 500 parts per million or greater;

Sulfate concentration is 2,000 parts per million or greater; and pH is 5.5 or less.

Caltrans Corrosion Guidelines, November 2012, Version 2.0, also states that a resistivity value of less than 1,000 ohm-cm for the soils is indicative of corrosive soils but testing for sulfates and chlorides should be completed on low-resistivity samples to determine if they are corrosive.

Four samples (bulk samples for B1, B2, B3, and B4) along the project alignment were tested for corrosion potential and resulted in the following values:

Resistivity ranged from 764 to 1,128 ohm-cm;

Chloride concentration ranged from 32 to 51 parts per million (ppm);

Sulfate concentration ranged from 76 to 565 parts per million; and pH ranged from 8.0 to 8.4.

Based on this laboratory data for the site, the soils are considered non-corrosive.

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4.4 TREATMENT OF SUBGRADE

In order to create a stable working platform to facilitate construction, the exposed subgrade may need to be stabilized. The exposed subgrade will likely consist of a combination of moist high plasticity clays in some areas, and silty to clayey sand fill in other areas of the site.

Because a portion of this exposed subgrade is expected to consist of non-plastic silty sand, where lime treatment would likely not be effective, it is recommended that the subgrade be stabilized using cement treatment. However, because the purpose of this subgrade stabilization is to facilitate construction, and subgrade stabilization is not being counted on for the final design, the final determination of whether to treat at all, whether to use lime or cement, and what depth and additive proportions to use should be determined by the contractor.

5.0 BASIS FOR RECOMMENDATIONS

The recommendations made in this report are based on the assumption that soil and groundwater conditions do not deviate appreciably from those disclosed in the exploratory borings drilled at this site. If any variations or undesirable conditions are encountered during construction, the effects of these conditions on the recommendations presented herein should be evaluated and, if necessary, supplemental recommendations developed. The recommendations are made for the proposed project described in this report. Significant changes in location, type, or embedment of the structure, or loading conditions should be evaluated as to their effects on the recommendations.

A geotechnical engineer should observe earthwork construction to confirm that subsurface conditions encountered during construction are comparable to those used for developing the recommendations presented in this report. Unanticipated subsurface conditions, which cannot be disclosed fully by exploratory borings and test pits, commonly are encountered and frequently require additional expenditures to attain a properly constructed project. Some contingency funding is recommended in case conditions encountered during construction require additional exploration, testing, or design modifications.

In the performance of our professional services, Wood, its employees, and its agents comply with the standards of care and skill ordinarily exercised by members of our profession practicing in the same or similar localities. No other warranty, either express or implied, is

Appendix D, Page 12 of 67

10 X:\5021183074_Travis AFB Taxiway\01_ text, cvrs\Taxiway_November_Geotech text.docx made or intended in connection with the work performed by us, or by the proposal for consulting or other services, or by the furnishing of oral or written reports or findings. This report may not provide all of the subsurface information that may be needed by a contractor to construct the project. We are responsible for the conclusions and recommendations contained in this report, which are based on data related only to the specific project and locations discussed herein. In the event conclusions or recommendations based on these data are made by others, such conclusions and recommendations are not our responsibility unless we have been given an opportunity to review and concur with such conclusions or recommendations in writing.

6.0 REFERENCES

Caltrans. 2012. Caltrans Corrosion Guidelines: Version 1.0. Materials Engineering and Testing services and Corrosion Technology Branch.

Dawson, T.E., 2009. Preliminary Geologic Map of the Lodi 30’ x 60’ Quadrangle, California.

California Department of Conservation, California Geological Survey, September 28.

Olmsted, F.H., and G.H. Davis. 1961. Geologic Features and Ground-Water Storage Capacity of the Sacramento Valley, California. Geological Survey Water-Supply Paper 1497.

Thomasson, H.G., Jr., F.H. Olmsted, and E.F. LeRoux. 1960. Geology, Water Resources and Usable Ground-Water Storage Capacity of Part of Solano County, California. Geological Survey Water-Supply Paper 1464.

Appendix D, Page 13 of 67

FIGURES

Appendix D, Page 14 of 67

Date: 06/14/2018 By:

Figure

Prj. No.

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Air Base

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Hangar

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Di xo n

Dobe

Br oa dw ay

Huntington

Br an sc om be

Parker

Outer Perimeter

Maine

Illin ois

Ragsdale

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Kildeer

Cement Hill

Bodin

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Ai rm en

Markeley

Bo nd

Co rd eli a

Po tre ro Hil ls

Fitzgerald

De R on de

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Georgia Scott

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Sutter

Hunter

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Ai r F orc e B ase

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Appendix D, Page 15 of 67

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B3

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Approximate Reconstruction Limits Survey Limits Utility Survey Limits

Appendix D, Page 16 of 67

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Geologic Units Artificial fill (Historic) Gravel quarry (Historic) Alluvium, undivided (Holocene) Alluvial fan deposits (latest Pleistocene) Alluvial fan deposits (Holocene) Tehama Formation Neroly Sandstone Domengine Sandstone (Eocene) Markley Sandstone (Eocene) Green Valley Sequence Sandstone (Creteceous) Pepe Shale and Sandstone (Paleocene)

Fault - Solid where accurately located;

dashed where approximately located;

dotted where concealed

Inclined bedding35

Appendix D, Page 17 of 67

APPENDIX A

Exploratory Boring Logs

Appendix D, Page 18 of 67

SILTY, CLAYEY SAND with GRAVEL

CLAYEY SAND with GRAVEL

SILTY SAND with GRAVEL

COBBLES

Standard Penetration Test (SPT)

Well-graded GRAVEL with SAND

Well-graded GRAVEL with SILT

Well-graded GRAVEL with CLAY and SAND (or SILTY CLAY and SAND)

Well-graded SAND with CLAY (or SILTY CLAY)

Poorly graded GRAVEL

Poorly graded GRAVEL with CLAY (or SILTY CLAY)

Poorly graded SAND with SILT

Poorly graded SAND with CLAY (or SILTY CLAY)

Poorly graded SAND with CLAY and GRAVEL (or SILTY CLAY and GRAVEL)

Lean CLAY

ORGANIC elastic SILT with SAND

SANDY ORGANIC elastic SILT with GRAVEL GRAVELLY ORGANIC elastic SILT

GRAVELLY ORGANIC elastic SILT with SAND

GW-GC

GP-GM

GP-GC

GM

GROUP SYMBOLS AND NAMES

DRILLING METHOD SYMBOLS

Auger Drilling

FIELD AND LABORATORY TESTS

WATER LEVEL SYMBOLS

Dynamic Cone or Hand Driven Diamond CoreRotary Drilling

Static Water Level Reading (long-term)

Shelby Tube

NX Rock Core

Bulk Sample

Piston Sampler

HQ Rock Core

Other (see remarks)

Static Water Level Reading (short-term)

First Water Level Reading (during drilling)

SAMPLER GRAPHIC SYMBOLS

OL

OL

CH

MH

OH

OL/OH

ORGANIC SOIL

ORGANIC SOIL with SAND

ORGANIC SOIL with GRAVEL

SANDY ORGANIC SOIL

SANDY ORGANIC SOIL with GRAVEL

GRAVELLY ORGANIC SOIL

GRAVELLY ORGANIC SOIL with SAND

OH

SM

SC

GW

GW-GM

CL

CL-ML

ML

COBBLES and BOULDERS

BOULDERS

PT

SILTY GRAVEL

CLAYEY GRAVEL

SILTY, CLAYEY GRAVEL

SILTY SAND

CLAYEY SAND

SILTY CLAY

SILTY CLAY with SAND

SILTY CLAY with GRAVEL

SANDY SILTY CLAY

SANDY SILTY CLAY with GRAVEL

GRAVELLY SILTY CLAY

GRAVELLY SILTY CLAY with SAND

SILT with SAND

SILT with GRAVEL

SANDY SILT

SANDY SILT with GRAVEL

PEAT

Well-graded GRAVEL with SILT and SAND

Well-graded GRAVEL with CLAY (or SILTY CLAY)

Well-graded SAND

Well-graded SAND with GRAVEL

Well-graded SAND with SILT and GRAVEL

Poorly graded GRAVEL with SAND

Poorly graded GRAVEL with SILT and SAND

Poorly graded GRAVEL with CLAY and SAND (or SILTY CLAY and SAND)

Poorly graded SAND

Poorly graded SAND with GRAVEL

Poorly graded SAND with SILT and GRAVEL

SANDY lean CLAY

GRAVELLY lean CLAY

SANDY ORGANIC fat CLAY with GRAVEL GRAVELLY ORGANIC fat CLAY

GRAVELLY ORGANIC fat CLAY with SAND

Elastic SILT

ORGANIC elastic SILT with GRAVEL

SANDY elastic ELASTIC SILT

SILTY, CLAYEY SAND

Group Names

SC-SM

Graphic / Symbol Graphic / Symbol Group Names

GC

GP

GC-GM

SP-SC

SW

SP

SW-SM

SILTY, CLAYEY GRAVEL with SAND

CLAYEY GRAVEL with SAND

SILTY GRAVEL with SAND

Standard California Sampler

Modified California Sampler

Well-graded SAND with SILT

SW-SC

SP-SM

Consolidation (ASTM D 2435-04)

Compaction Curve (CTM 216 - 06)

Liquid Limit, Plastic Limit, Plasticity Index

(AASHTO T 89-02, AASHTO T 90-00)

Collapse Potential (ASTM D 5333-03)

Sand Equivalent (CTM 217 - 99)

Corrosion, Sulfates, Chlorides (CTM 643 - 99; CTM 417

- 06; CTM 422 - 06)

GRAVELLY SILT

GRAVELLY SILT with SAND

SILT

ORGANIC SILT with SAND

ORGANIC SILT with GRAVEL

SANDY ORGANIC SILT

C

Consolidated Undrained Triaxial (ASTM D 4767-02)

Lean CLAY with SAND

Lean CLAY with GRAVEL

SANDY lean CLAY with GRAVEL

ORGANIC lean CLAY

GRAVELLY ORGANIC lean CLAY

GRAVELLY ORGANIC lean CLAY with SAND

Fat CLAY

Elastic SILT with GRAVEL

SANDY elastic SILT

SANDY elastic SILT with GRAVEL GRAVELLY elastic SILT

GRAVELLY elastic SILT with SAND

ORGANIC elastic SILT

SANDY ORGANIC SILT with GRAVEL

GRAVELLY ORGANIC SILT

GRAVELLY ORGANIC SILT with SAND

ORGANIC SILT

PI

Particle Size Analysis (ASTM D 422-63 [2002])

Point Load Index (ASTM D 5731-05)

R-Value (CTM 301 - 00)

Specific Gravity (AASHTO T 100-06)

Shrinkage Limit (ASTM D 427-04)

Swell Potential (ASTM D 4546-03)

Pocket Torvane

Unconfined Compression - Soil (ASTM D 2166-06) Unconfined Compression - Rock (ASTM D 2938-95)

CL

CU

PL

Pressure MeterPM

Pocket Penetrometer

SG

SW

TV

UC

Well-graded SAND with CLAY and GRAVEL (or SILTY CLAY and GRAVEL)

ORGANIC lean CLAY with SAND

ORGANIC lean CLAY with GRAVEL

SANDY ORGANIC lean CLAY

SANDY ORGANIC lean CLAY with GRAVEL

Fat CLAY with SAND

Fat CLAY with GRAVEL

SANDY fat CLAY

SANDY fat CLAY with GRAVEL GRAVELLY fat CLAY

GRAVELLY fat CLAY with SAND

ORGANIC fat CLAY

ORGANIC fat CLAY with SAND

ORGANIC fat CLAY with GRAVEL

SANDY ORGANIC fat CLAY

Elastic SILT with SAND

UU Unconsolidated Undrained Triaxial

(ASTM D 2850-03)

UW Unit Weight (ASTM D 4767-04)

Vane Shear (AASHTO T 223-96 [2004])VS

CP

PP

R

SL

CR

SE

Direct Shear (ASTM D 3080-04)DS

Expansion Index (ASTM D 4829-03)EI

Moisture Content (ASTM D 2216-05)M

OC Organic Content (ASTM D 2974-07)

Permeability (CTM 220 - 05)P

PA

Well-graded GRAVEL

Poorly graded GRAVEL with SILT

GRAVELLY lean CLAY with SAND

A-1A

Plate:This log is part of the report prepared by Wood for the named project and should be read together with that report for complete interpretation. This summary applies only at the location of this boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered.

Date: 6/13/2018 Job No.: 5021183074

TRAVIS AFB, TAXIWAY NOVEMBER

SOLANO COUNTY, CALIFORNIA

Appendix D, Page 19 of 67

2.0 - 4.0

> 4.0

2.0 - 4.0

Pocket Penetrometer (tsf)

Soft 0.25 - 0.50 0.25 - 0.50 0.12 - 0.25

< 0.25

0.25 - 0.500.50 - 1.00.50 - 1.0Medium Stiff

Hard

Very Stiff

Low

Very Loose

Loose

SPT N60 - Value (blows / foot)

PLASTICITY OF FINE-GRAINED SOILS

Cobble

Coarse

Fine No. 4 Sieve to 3/4 inch

Coarse No. 10 Sieve to No. 4 Sieve

No. 40 Sieve to No. 10 SieveMedium

Fine No. 200 Sieve to No. 40 Sieve

0.50 - 1.01.0 - 2.01.0 - 2.0Stiff

CONSISTENCY OF COHESIVE SOILS

SizeDescriptor

Silt and Clay Passing No. 200 Sieve

Absence of moisture, dusty, dry to the touchDry

Damp but no visible water

Descriptor

Dense

Medium Dense

5 - 10

11 - 30

0 - 4

31 - 50

Descriptor

Moist

MOISTUREAPPARENT DENSITY OF COHESIONLESS SOILS

Wet

> 50Very Dense

Criteria

Visible free water, usually soil is below water table

Descriptor Field Approximation Unconfined Compressive Strength (tsf) Torvane (tsf)

Easily penetrated several inches by thumb

Can be penetrated several inches by thumb with moderate effort

Readily indented by thumb but penetrated only with great effort

PERCENT OR PROPORTION OF SOILS

Sand

Boulder

Criteria

Trace

Gravel

Descriptor

> 12 inches

3/4 inch to 3 inches

3 to 12 inches

5 to 10%Few

15 to 25%Little

30 to 45%Some

50 to 100%Mostly

Nonplastic

High

Easily penetrated several inches by fist

Readily indented by thumbnail

Indented by thumbnail with difficulty

Descriptor Criteria

A 1/8-inch thread cannot be rolled at any water content.

The thread can barely be rolled, and the lump cannot be formed when drier than the plastic limit.

The thread is easy to roll, and not much time is required to reach the plastic limit; it cannot be rerolled after reaching the plastic limit. The lump crumbles when drier than the plastic limit.

CEMENTATION

Descriptor Criteria

Medium

Strong

Moderate

Weak

Crumbles or breaks with considerable finger pressure.

Particles are present but estimated to be less than 5%

Will not crumble or break with finger pressure.

Crumbles or breaks with handling or little finger pressure.

SOIL PARTICLE SIZE

It takes considerable time rolling and kneading to reach the plastic limit. The thread can be rerolled several times after reaching the plastic limit. The lump can be formed without crumbling when drier than the plastic limit.

Very Soft < 0.25 < 0.12

1.0 - 2.0

> 2.0> 4.0

NOTE: This legend sheet provides descriptors and associated criteria for required soil description components only.

REFERENCE: Caltrans Soil and Rock Logging, Classification, and Presentation Manual (2010).

A-1B

Plate:This log is part of the report prepared by Wood for the named project and should be read together with that report for complete interpretation. This summary applies only at the location of this boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered.

Job No.: 5021183074Date: 6/13/2018

TRAVIS AFB, TAXIWAY NOVEMBER

SOLANO COUNTY, CALIFORNIA

Appendix D, Page 20 of 67

PI

PA, CP, CBR = 1.9

S1

S2

S3

S4

CONCRETE.

CLAYEY SAND (SC); medium dense; light olive brown; moist; few fine GRAVEL; medium to fine SAND; low plasticity fines; cemented in top 1 foot

(LL=30, PI=8) [FILL].

Fat CLAY (CH); very stiff; dark grayish brown; moist;

medium to high plasticity fines [NATIVE].

SANDY lean CLAY (CL); very stiff; strong brown;

moist; some fine SAND; low to medium plasticity fines; (<#200=66%).

Bottom of borehole at 10.0 ft bgs.

This Boring Record was developed in accordance with the USCS field classification protocol.

AFTER DRILLING (DATE)

DRILLING METHOD

Hollow-Stem Auger

GROUNDWATER

READINGS

BOREHOLE LOCATION (Lat/Long or North/East and Datum)

1856495.6 ft / 6579520.8 ft

DURING DRILLING

None

HAMMER EFFICIENCY, ERi

76.5%

SAMPLER TYPE(S) AND SIZE(S) (ID)

SPT (1.5"x18")

TOTAL DEPTH OF BORING

10.0 ft

BOREHOLE DIAMETER

6 in

None

SPT HAMMER TYPE

Auto Hammer (140 lbs./30-inch drop)

DRILL RIG

Rig 0102, BK-81

BOREHOLE BACKFILL AND COMPLETION

Backfilled with Cuttings, Quick Set Concrete

DRILLING CONTRACTOR

Woodward Drilling

LOGGED BY

K. Burlingham

BEGIN DATE

5-16-18

COMPLETION DATE

5-16-18

HOLE ID

B1

SURFACE ELEVATION

52.8 ft BOREHOLE LOCATION (Offset, Station, Line)

9' Right, Station 82+11.

M at er ia l G ra p hi cs

C as in g

D ep th

D E

P T

H ft)

Remarks

D ril lin g

M et ho d

R Q

D

R ec ov er y

M oi st ur e C on te nt

D ry

U ni t W ei gh t

(p cf

S am pl e

D ep th

S am pl e

N um be r

B lo w s pe r in

B lo w s pe r fo ot

A-

E

LE

V A

T

IO

N ft)

50.80

48.80

46.80

44.80

42.80

40.80

38.80

36.80

34.80

32.80

30.80

28.80

S he ar S tr en gt h

(t sf

Project No.: 5021183074

DESCRIPTION

Date: 6/13/18

Figure:

TRAVIS AFB, TAXIWAY NOVEMBER

SOLANO COUNTY, CALIFORNIA

HOLE ID

B1

This log is part of the report prepared by Wood Environment & Infrastructure Solutions, Inc. for the named project and should be read together with that report for complete interpretation. This summary applies only at the location of this boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered._W O

O D

_C T

B R

T R

A V

IS

_A

F B

_T A

X

IW

A Y

_N .G

P J

D A

T A

T E

M P

LA

T

E .G

D T

6/

/1

Appendix D, Page 21 of 67

PA, PI, CP, CBR = 1.9

19S1

S2

S3

S4

CONCRETE.

SILTY SAND (SM); medium dense; yellowish brown;

dry; few fine GRAVEL; medium to fine SAND; low plasticity fines; strong cementation [FILL].

Fat CLAY (CH); stiff; greenish black; moist; medium to high plasticity fines; (<#200=79%, LL=50, PI=34)

[NATIVE].

Lean CLAY (CL); very stiff; mottled greenish black and olive gray; moist; medium plasticity fines; trace roots.

Sandy clay seam.

Lean CLAY with SAND (CL); very stiff; yellowish brown; moist; little fine SAND; low to medium plasticity fines.

Grades to CLAYEY SAND (SC) mottled with olive brown.

Bottom of borehole at 10.0 ft bgs.

This Boring Record was developed in accordance with the USCS field classification protocol.

AFTER DRILLING (DATE)

DRILLING METHOD

Hollow-Stem Auger

GROUNDWATER

READINGS

BOREHOLE LOCATION (Lat/Long or North/East and Datum)

1856618.9 ft / 6579626.9 ft

DURING DRILLING

None

HAMMER EFFICIENCY, ERi

76.5%

SAMPLER TYPE(S) AND SIZE(S) (ID)

SPT (1.5"x18")

TOTAL DEPTH OF BORING

10.0 ft

BOREHOLE DIAMETER

6 in

None

SPT HAMMER TYPE

Auto Hammer (140 lbs./30-inch drop)

DRILL RIG

Rig 0102, BK-81

BOREHOLE BACKFILL AND COMPLETION

Backfilled with Cuttings, Quick Set Concrete

DRILLING CONTRACTOR

Woodward Drilling

LOGGED BY

K. Burlingham

BEGIN DATE

5-16-18

COMPLETION DATE

5-16-18

HOLE ID

B2

SURFACE ELEVATION

53.5 ft BOREHOLE LOCATION (Offset, Station, Line)

13' Left, Station 83+73.

M at er ia l G ra p hi cs

C as in g

D ep th

D E

P T

H ft)

Remarks

D ril lin g

M et ho d

R Q

D

R ec ov er y

M oi st ur e C on te nt

D ry

U ni t W ei gh t

(p cf

S am pl e

D ep th

S am pl e

N um be r

B lo w s pe r in

B lo w s pe r fo ot

A-

E

LE

V A

T

IO

N ft)

51.50

49.50

47.50

45.50

43.50

41.50

39.50

37.50

35.50

33.50

31.50

29.50

S he ar S tr en gt h

(t sf

Project No.: 5021183074

DESCRIPTION

Date: 6/13/18

Figure:

TRAVIS AFB, TAXIWAY NOVEMBER

SOLANO COUNTY, CALIFORNIA

HOLE ID

B2

This log is part of the report prepared by Wood Environment & Infrastructure Solutions, Inc. for the named project and should be read together with that report for complete interpretation. This summary applies only at the location of this boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered._W O

O D

_C T

B R

T R

A V

IS

_A

F B

_T A

X

IW

A Y

_N .G

P J

D A

T A

T E

M P

LA

T

E .G

/1

Appendix D, Page 22 of 67

PA, PI, CP, CBR = 2.9

S1

S2

S3

S4

CONCRETE.

SILTY SAND (SM); medium dense; yellowish brown;

dry; trace fine GRAVEL; medium to fine SAND; top 3 inches is cemented [FILL].

Fat CLAY (CH); stiff to very stiff; very dark greenish gray; moist; medium to high plasticity fines;

(<#200=92%, LL=63, PI=43) [NATIVE].

SANDY lean CLAY (CL); very stiff; yellowish brown;

moist; some fine SAND; low plasticity fines.

Bottom of borehole at 10.0 ft bgs.

This Boring Record was developed in accordance with the USCS field classification protocol.

AFTER DRILLING (DATE)

DRILLING METHOD

Hollow-Stem Auger

GROUNDWATER

READINGS

BOREHOLE LOCATION (Lat/Long or North/East and Datum)

1856742.3 ft / 6579786.1 ft

DURING DRILLING

None

HAMMER EFFICIENCY, ERi

76.5%

SAMPLER TYPE(S) AND SIZE(S) (ID)

SPT (1.5"x18")

TOTAL DEPTH OF BORING

10.0 ft

BOREHOLE DIAMETER

6 in

None

SPT HAMMER TYPE

Auto Hammer (140 lbs./30-inch drop)

DRILL RIG

Rig 0102, BK-81

BOREHOLE BACKFILL AND COMPLETION

Backfilled with Cuttings, Quick Set Concrete

DRILLING CONTRACTOR

Woodward Drilling

LOGGED BY

K. Burlingham

BEGIN DATE

5-15-18

COMPLETION DATE

5-15-18

HOLE ID

B3

SURFACE ELEVATION

54.9 ft BOREHOLE LOCATION (Offset, Station, Line)

0' Right, Station 85+74.

M at er ia l G ra p hi cs

C as in g

D ep th

D E

P T

H ft)

Remarks

D ril lin g

M et ho d

R Q

D

R ec ov er y

M oi st ur e C on te nt

D ry

U ni t W ei gh t

(p cf

S am pl e

D ep th

S am pl e

N um be r

B lo w s pe r in

B lo w s pe r fo ot

A-

E

LE

V A

T

IO

N ft)

52.90

50.90

48.90

46.90

44.90

42.90

40.90

38.90

36.90

34.90

32.90

30.90

S he ar S tr en gt h

(t sf

Project No.: 5021183074

DESCRIPTION

Date: 6/13/18

Figure:

TRAVIS AFB, TAXIWAY NOVEMBER

SOLANO COUNTY, CALIFORNIA

HOLE ID

B3

This log is part of the report prepared by Wood Environment & Infrastructure Solutions, Inc. for the named project and should be read together with that report for complete interpretation. This summary applies only at the location of this boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered._W O

O D

_C T

B R

T R

A V

IS

_A

F B

_T A

X

IW

A Y

_N .G

P J

D A

T A

T E

M P

LA

T

E .G

/1

Appendix D, Page 23 of 67

PA, PI, CP, CBR = 1.5

S1

S2

S3

S4

CONCRETE.

CLAYEY SAND (SC); medium dense; yellowish brown; moist; trace fine GRAVEL; fine SAND; low plasticity fines [FILL].

Fat CLAY (CH); very stiff; dark olive gray; moist;

medium to high plasticity fines; (<#200=90%, LL=56, PI=38) [NATIVE].

Lean CLAY with SAND (CL); very stiff; dark yellowish brown; moist; little fine SAND; low to medium plasticity fines.

Bottom of borehole at 10.0 ft bgs.

This Boring Record was developed in accordance with the USCS field classification protocol.

AFTER DRILLING (DATE)

DRILLING METHOD

Hollow-Stem Auger

GROUNDWATER

READINGS

BOREHOLE LOCATION (Lat/Long or North/East and Datum)

1856877.1 ft / 6579913.9 ft

DURING DRILLING

None

HAMMER EFFICIENCY, ERi

76.5%

SAMPLER TYPE(S) AND SIZE(S) (ID)

SPT (1.5"x18")

TOTAL DEPTH OF BORING

10.0 ft

BOREHOLE DIAMETER

6 in

None

SPT HAMMER TYPE

Auto Hammer (140 lbs./30-inch drop)

DRILL RIG

Rig 0102, BK-81

BOREHOLE BACKFILL AND COMPLETION

Backfilled with Cuttings, Quick Set Concrete

DRILLING CONTRACTOR

Woodward Drilling

LOGGED BY

K. Burlingham

BEGIN DATE

5-15-18

COMPLETION DATE

5-15-18

HOLE ID

B4

SURFACE ELEVATION

55.1 ft BOREHOLE LOCATION (Offset, Station, Line)

13' Left, Station 87+59.

M at er ia l G ra p hi cs

C as in g

D ep th

D E

P T

H ft)

Remarks

D ril lin g

M et ho d

R Q

D

R ec ov er y

M oi st ur e C on te nt

D ry

U ni t W ei gh t

(p cf

S am pl e

D ep th

S am pl e

N um be r

B lo w s pe r in

B lo w s pe r fo ot

A-

E

LE

V A

T

IO

N ft)

53.10

51.10

49.10

47.10

45.10

43.10

41.10

39.10

37.10

35.10

33.10

31.10

S he ar S tr en gt h

(t sf

Project No.: 5021183074

DESCRIPTION

Date: 6/13/18

Figure:

TRAVIS AFB, TAXIWAY NOVEMBER

SOLANO COUNTY, CALIFORNIA

HOLE ID

B4

This log is part of the report prepared by Wood Environment & Infrastructure Solutions, Inc. for the named project and should be read together with that report for complete interpretation. This summary applies only at the location of this boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered._W O

O D

_C T

B R

T R

A V

IS

_A

F B

_T A

X

IW

A Y

_N .G

P J

D A

T A

T E

M P

LA

T

E .G

/1

Appendix D, Page 24 of 67

APPENDIX B

Dynamic Cone Penetration Logs

Appendix D, Page 25 of 67

Project: Travis AFB, Taxiway November

Date: 5/16/2018

DCP: B1

Depth below top of pavement: 41 inches

Hammer Weight: 17.6 inches

# of Blows

Cumulative

Penetration (mm)

Penetration per

Blow Set (mm)

Penetration per

Blow (mm) Depth (in) Depth (ft) CBR (%)

Modulus of

Subgrade

Reaction, k

(pci) Soil Type

- 720 - - 41.3 3.4 - - -

10 790 70 7 44.1 3.7 33 360 SC

10 860 70 7 46.9 3.9 33 360 SC

10 980 120 12 51.6 4.3 18 251 SC

5 1070 90 18 55.1 4.6 11 202 CH

5 1140 70 14 57.9 4.8 15 231 CH

5 1205 65 13 60.5 5.0 16 241 CH

Average - - 11 - - 20 266 -

Appendix D, Page 26 of 67

Date: 5/16/2018

DCP: B2

Depth below top of pavement: 28 inches

Hammer Weight: 17.6 inches

# of Blows

Cumulative

Penetration (mm)

Penetration per

Blow Set (mm)

Penetration per

Blow (mm) Depth (in) Depth (ft) CBR (%)

Modulus of

Subgrade

Reaction, k

(pci) Soil Type

- 380 - - 27.9 2.3 - - -

5 430 50 10 29.9 2.5 22 277 SM

5 450 20 4 30.7 2.6 61 595 SM

10 550 100 10 34.6 2.9 22 277 CH

5 650 100 20 38.5 3.2 10 191 CH

5 760 110 22 42.8 3.6 9 182 CH

5 830 70 14 45.6 3.8 15 231 CH

5 900 70 14 48.4 4.0 15 231 CH

10 1010 110 11 52.7 4.4 20 263 CH

10 1100 90 9 56.2 4.7 25 293 CH

10 1190 90 9 59.7 5.0 25 293 CH

Average - - 12 - - 19 256 -

Appendix D, Page 27 of 67

Date: 5/15/2018

DCP: B3

Depth below top of pavement: 23 inches

Hammer Weight: 17.6 inches

# of Blows

Cumulative

Penetration (mm)

Penetration per

Blow Set (mm)

Penetration per

Blow (mm) Depth (in) Depth (ft) CBR (%)

Modulus of

Subgrade

Reaction, k

(pci) Soil Type

- 260 - - 23.2 1.9 - - -

5 290 30 6 24.4 2.0 39 414 SM

10 310 20 2 25.2 2.1 133 1108 SM

10 330 20 2 26 2.2 133 1108 SM

20 370 40 2 27.6 2.3 133 1108 SM

20 435 65 3 30.2 2.5 77 717 SM

10 510 75 8 33.2 2.8 30 339 SM

10 650 140 14 38.7 3.2 15 231 SM

5 725 75 15 41.7 3.5 14 223 SM

5 795 70 14 44.5 3.7 15 231 SM

5 840 45 9 46.3 3.9 25 293 SM

5 880 40 8 47.9 4.0 28 320 CH

5 930 50 10 49.9 4.2 22 277 CH

10 990 60 6 52.3 4.4 39 414 CH

10 1060 70 7 55.1 4.6 33 360 CH

10 1120 60 6 57.5 4.8 39 414 CH

10 1180 60 6 59.9 5.0 39 414 CH

5 1210 30 6 61.1 5.1 39 414 CH

Average - - 6 - - 38 406 -

Appendix D, Page 28 of 67

Date: 5/15/2018

DCP: B4

Depth below top of pavement: 28 inches

Hammer Weight: 17.6 inches

# of Blows

Cumulative

Penetration (mm)

Penetration per

Blow Set (mm)

Penetration per

Blow (mm) Depth (in) Depth (ft) CBR (%)

Modulus of

Subgrade

Reaction, k

(pci) Soil Type

- 380 - - 27.9 2.3 - - -

5 410 30 6 29.1 2.4 39 414 SC

5 450 40 8 30.7 2.6 28 320 SC

5 480 30 6 31.9 2.7 39 414 SC

5 510 30 6 33.1 2.8 39 414 SC

5 530 20 4 33.9 2.8 61 595 SC

5 540 10 2 34.3 2.9 133 1108 SC

5 550 10 2 34.7 2.9 133 1108 SC

10 580 30 3 35.9 3.0 84 770 SC

10 610 30 3 37.1 3.1 84 770 SC

10 650 40 4 38.7 3.2 61 595 SC

10 730 80 8 41.8 3.5 28 320 SC

10 860 130 13 46.9 3.9 16 241 SC

5 920 60 12 49.3 4.1 18 251 SC

5 980 60 12 51.7 4.3 18 251 SC

5 1040 60 12 54.1 4.5 18 251 SC

5 1110 70 14 56.9 4.7 15 231 CH

5 1160 50 10 58.9 4.9 22 277 CH

5 1200 40 8 60.5 5.0 28 320 CH

Average - - 7 - - 32 354 -

Appendix D, Page 29 of 67

APPENDIX C

Laboratory Testing

Appendix D, Page 30 of 67

6001 Rickenbacker Road

Los Angeles, CA 90040 woodplc.com

PROJECT: Travis AFB, Taxiway November WOOD PROJECT NO:

CLIENT: Infrastructure Engineering Solutions PREPARED BY: IAM

LAB ID: 2018S032 DATE REPORTED:

TEST REPORT - LIQUID AND PLASTIC LIMITS: ASTM D4318

SAMPLE INFORMATION TEST INFORMATION

DATE SAMPLED: 5/16/2018 LIQUID LIMIT: 30

SAMPLED BY: KB PLASTICITY INDEX: 8

BORING NO.: 1 PREPARATION METHOD: Dry

SAMPLE NO: S1 LIQUID LIMIT METHOD: Method A

SAMPLE SOURCE: TESTED BY: KK

SAMPLE DESCRIPTION: REVIEWED BY: IAM

USCS CLASSIFICATION: SC

NATURAL MOISTURE CONTENT: ND

The results presented in this report relate only to the items tested. This report shall not be reproduced, except in full, without written approval from

Wood Environment & Infrastructure Solutions, Inc.

5021183074.0100

6/12/2018

Depth 3'-4.5'

Olive Brown Clayey Sand

0 10 20 30 40 50 60 70 80 90 100

P L A

S T

IC

IT

Y I

N D

E X

LIQUID LIMIT

CL or OL

CH or OH

MH or OH

ML or OL

CL - ML

Appendix D, Page 31 of 67

Los Angeles, CA 90040 woodplc.com

PROJECT: Travis AFB, Taxiway November WOOD PROJECT NO:

CLIENT: Infrastructure Engineering Solutions PREPARED BY: IAM

LAB ID: 2018S032 DATE REPORTED:

TEST REPORT - LIQUID AND PLASTIC LIMITS: ASTM D4318

SAMPLE INFORMATION TEST INFORMATION

DATE SAMPLED: 5/16/2018 LIQUID LIMIT: 50

SAMPLED BY: KB PLASTICITY INDEX: 34

BORING NO.: 2 PREPARATION METHOD: Dry

SAMPLE NO: Bulk 2 LIQUID LIMIT METHOD: Method A

SAMPLE SOURCE: TESTED BY: KK

SAMPLE DESCRIPTION: REVIEWED BY: IAM

USCS CLASSIFICATION: CL

NATURAL MOISTURE CONTENT: ND

The results presented in this report relate only to the items tested. This report shall not be reproduced, except in full, without written approval from

Wood Environment & Infrastructure Solutions, Inc.

5021183074.0100

6/12/2018

Depth 1.5' - 10.0'

Olive Brown Clay

0 10 20 30 40 50 60 70 80 90 100

P L A

S T

IC

IT

Y I

N D

E X

LIQUID LIMIT

CL or OL

CH or OH

MH or OH

ML or OL

Appendix D, Page 32 of 67

Los Angeles, CA 90040 woodplc.com

PROJECT: Travis AFB, Taxiway November WOOD PROJECT NO:

CLIENT: Infrastructure Engineering Solutions PREPARED BY: IAM

LAB ID: 2018S032 DATE REPORTED:

TEST REPORT - LIQUID AND PLASTIC LIMITS: ASTM D4318

SAMPLE INFORMATION TEST INFORMATION

DATE SAMPLED: 5/15/2018 LIQUID LIMIT: 63

SAMPLED BY: KB PLASTICITY INDEX: 43

BORING NO.: 3 PREPARATION METHOD: Dry

SAMPLE NO: Bulk 3 LIQUID LIMIT METHOD: Method A

SAMPLE SOURCE: TESTED BY: KK

SAMPLE DESCRIPTION: REVIEWED BY: IAM

USCS CLASSIFICATION: CH

NATURAL MOISTURE CONTENT: ND

The results presented in this report relate only to the items tested. This report shall not be reproduced, except in full, without written approval from

Wood Environment & Infrastructure Solutions, Inc.

5021183074.0100

6/12/2018

Depth 1.5' - 10.0'

Olive Brown Clay

0 10 20 30 40 50 60 70 80 90 100

P L A

S T

IC

IT

Y I

N D

E X

LIQUID LIMIT

CL or OL

CH or OH

MH or OH

ML or OL

Appendix D, Page 33 of 67

Los Angeles, CA 90040 woodplc.com

PROJECT: Travis AFB, Taxiway November WOOD PROJECT NO:

CLIENT: Infrastructure Engineering Solutions PREPARED BY: IAM

LAB ID: 2018S032 DATE REPORTED:

TEST REPORT - LIQUID AND PLASTIC LIMITS: ASTM D4318

SAMPLE INFORMATION TEST INFORMATION

DATE SAMPLED: 5/15/2018 LIQUID LIMIT: 56

SAMPLED BY: KB PLASTICITY INDEX: 38

BORING NO.: 4 PREPARATION METHOD: Dry

SAMPLE NO: S2 LIQUID LIMIT METHOD: Method A

SAMPLE SOURCE: TESTED BY: KK

SAMPLE DESCRIPTION: REVIEWED BY: IAM

USCS CLASSIFICATION: CH

NATURAL MOISTURE CONTENT: ND

The results presented in this report relate only to the items tested. This report shall not be reproduced, except in full, without written approval from

Wood Environment & Infrastructure Solutions, Inc.

5021183074.0100

6/12/2018

Depth 4.5'-6.0'

Greenish Gray Clay

0 10 20 30 40 50 60 70 80 90 100

P L A

S T

IC

IT

Y I

N D

E X

LIQUID LIMIT

CL or OL

CH or OH

MH or OH

ML or OL

Appendix D, Page 34 of 67

Los Angeles, CA 90040 woodplc.com

PROJECT: Travis AFB, Taxiway November WOOD PROJECT NO:

CLIENT: PREPARED BY: IAM

LAB ID: 2018S032 DATE REPORTED:

Sample Information Test Results

Sieve No.

Opening

(mm)

Percent

Finer

LOCATION: Boring 1; 1.5' - 10.0'

SOIL DESCRIPTION: 3/8 in. 9.5 100.0

No. 4 4.75 99.2

GROUP SYMBOL: CL No. 10 2.00 98.2

No. 20 0.85 97.8

No. 40 0.425 97.1

No. 100 0.150 75.2

No. 200 0.075 66.1

Olive Brown Sandy

Clay

The results presented in this report relate only to the items tested. This report shall not be reproduced, except in full, without written approval from

Wood Environment & Infrastructure Solutions, Inc.

TEST REPORT - GRAIN SIZE ANALYSIS: ASTM D422

5021183074.0100

Infrastructure Engineering Solutions

6/12/2018 i n i n

.5 i n i n

/4 i n

/8 i n

N o

N o

N o

N o

N o

N o

N o

0.0010.010.1110100

P e rc e n t

P a s s in g

Particle Size - mm

COARSE FINE

FINEMEDIUM

COARSE

GRAVEL SAND

SILT CLAY

Appendix D, Page 35 of 67

Los Angeles, CA 90040 woodplc.com

PROJECT: Travis AFB, Taxiway November WOOD PROJECT NO:

CLIENT: PREPARED BY: IAM

LAB ID: 2018S032 DATE REPORTED:

Sample Information Test Results

Sieve No.

Opening

(mm)

Percent

Finer

LOCATION: Boring 2; 1.5' - 10.0'

SOIL DESCRIPTION: 3/8 in. 9.5 100.0

No. 4 4.75 99.5

GROUP SYMBOL: CL No. 10 2.00 98.7

No. 20 0.85 97.9

No. 40 0.425 96.8

No. 100 0.150 89.2

No. 200 0.075 79.0

Olive Brown Clay

The results presented in this report relate only to the items tested. This report shall not be reproduced, except in full, without written approval from

Wood Environment & Infrastructure Solutions, Inc.

TEST REPORT - GRAIN SIZE ANALYSIS: ASTM D422

5021183074.0100

Infrastructure Engineering Solutions

6/12/2018 i n i n

.5 i n i n

/4 i n

/8 i n

N o

N o

N o

N o

N o

N o

N o

0.0010.010.1110100

P e rc e n t

P a s s in g

Particle Size - mm

COARSE FINE

FINEMEDIUM

COARSE

GRAVEL SAND

Appendix D, Page 36 of 67

Los Angeles, CA 90040 woodplc.com

PROJECT: Travis AFB, Taxiway November WOOD PROJECT NO:

CLIENT: PREPARED BY: IAM

LAB ID: 2018S032 DATE REPORTED:

Sample Information Test Results

Sieve No.

Opening

(mm)

Percent

Finer

LOCATION: Boring 3; 1.5' - 10.0'

SOIL DESCRIPTION: 3/8 in. 9.5 100.0

No. 4 4.75 99.5

GROUP SYMBOL: CH No. 10 2.00 99.3

No. 20 0.85 99.1

No. 40 0.425 98.7

No. 100 0.150 95.7

No. 200 0.075 92.4

Olive Brown Clay

The results presented in this report relate only to the items tested. This report shall not be reproduced, except in full, without written approval from

Wood Environment & Infrastructure Solutions, Inc.

TEST REPORT - GRAIN SIZE ANALYSIS: ASTM D422

5021183074.0100

Infrastructure…