Attach_13_MUHJ_03-4247_Final_Geotech_Report.pdf

MUHJ 03-4247—Repair East Apron, Phase 9, F.6020

Joint Base Langley-Eustis, Langley AFB, Hampton, VA

Geotechnical Report

90% Submission March 18, 2016

January 21, 2016

TO: Guernsey Tingle Architects

4350 New Town Avenue, Suite 101 Williamsburg, Virginia 23188

Attn: Mr. Andrew F. Cronan, AIA, LEED AP

RE: Report of Subsurface Investigation and Geotechnical Engineering Services

MUHJ 03-4247, Repair East Apron, Phase 9, F. 6020 JBLE-Langley Hampton, Virginia G E T Project No: WM15-195G

Dear Mr. Cronan:

In compliance with your instructions, we have completed our Subsurface Investigation and Geotechnical Engineering Services for the referenced project. The results of this study are presented in this report.

Often, because of design and construction details that occur on a project, questions arise concerning subsurface conditions. G E T Solutions, Inc. would be pleased to continue its role as Geotechnical Engineer during the project implementation.

Thank you for the opportunity to work with you on this project. We trust that the information contained herein meets your immediate need, and should you have any questions or if we could be of further assistance, please do not hesitate to contact us.

Respectfully Submitted, G E T Solutions, Inc.

James R. Wheeler Project Geologist

Bruce R. Spiro, P.E.

Principal Engineer VA Lic. # 015791

Copies: (1) Client

1592-E Penniman Road Williamsburg, VA 23185 Phone: (757)-564-6452 Fax: (757)-564-6453 info@getsolutionsinc.com

Report of Subsurface Investigation and Geotechnical Engineering Services January 21, 2016 MUHJ 03-4247, Repair East Apron, Phase 9, F. 6020 JBLE-Langley Hampton, Virginia G E T Project No: WM15-195G

Project Authorization

G E T Solutions, Inc. has completed our subsurface investigation and geotechnical engineering services for the Repair East Apron (MUHJ 03-4247) project located at Langley Air Force Base in Hampton, Virginia. The geotechnical engineering services were conducted in general accordance with the scope presented in G E T Proposal No. PWM15- 243G R-1. Authorization to proceed with our services was received in the form of a signed agreement from Mr. Andrew F. Cronan, AIA with Guernsey Tingle Architects.

Purpose and Scope of Services

The purpose of this study was to obtain information on the general pavement section composition and underlying subgrade soils within the east apron area. Our scope of services also included using a Photoionization Detector (PID) to detect the presence of volatile organic compounds (VOCs) on the recovered soil samples from the hand auger borings along with obtaining representative soil samples that will be sent to an analytical laboratory for environmental testing. The PID readings are included on the “Boring Log” sheets (Appendix II). The environmental test results will be submitted in a separate report.

Field Investigation

In order to determine the existing pavement section compositions and thicknesses, six (6) 4-inch diameter cores (designated as C-1 through C-6) were drilled within the existing asphalt and concrete pavements within the east apron. In order to explore the general shallow subsurface soil types, six (6) 6-foot deep soil test borings (designated as C-1 through C-6) were advanced through their respective core holes. Auger refusal was encountered at borings C-2 and C-6 at a depth of approximately 5 feet below existing grades likely due to encountering coarser gravel and these borings could not be advanced to the intended 6-foot depth. Also, soil cave-in was encountered at boring C-4 and could not be advanced to the intended 6-foot depth. In addition, six (6) roughly 3-foot deep Dynamic Cone Penetrometer (DCP) probes were performed at the core/boring locations (one each), in conjunction with the soil test borings.

The core and boring locations were established by the client and located in the field by a representative of G E T Solutions, Inc. The approximate core and boring locations are shown on the attached “Core/Boring Location Plan” (Appendix I), which was reproduced based on a satellite image obtained from Google Earth.

Laboratory Testing

Representative portions of all soil samples collected during drilling were labeled and transferred to our laboratory for classification and analysis. The soil classification was performed by a Geotechnical Engineer in accordance with ASTM D2488.

JBLE-Langley Hampton, Virginia G E T Project No: WM15-195G

Six (6) representative soil samples were selected and subjected to natural moisture, Atterberg limits, and -#200 sieve wash testing and analysis in order to corroborate the visual classification. These test results are tabulated below (Table I) and are also presented on the “Boring Log” sheets (Appendix II).

Table I - Laboratory Test Results

Boring No.

Depth (Feet)

Natural Moisture

Percent Passing

#200

Atterberg Limits (LL/PL/PI) USCS Classification

C-1 2-3 13 24 Non Plastic SM C-2 1.5-2.5 14 34 Non Plastic SM (FILL) C-3 1.5-2.5 8 20 Non Plastic SM (FILL) C-4 3-4 33 27 Non Plastic SM C-5 2-2.5 14 34 Non Plastic SM (FILL) C-6 1.5-2 9 20 Non Plastic SM (Possible FILL)

Site Location and Description

This project site is located on JBLE-Langley in Hampton, Virginia. The project will consist of pavement repairs at the T-38 East Apron at the Langley Airfield. Currently the east apron is a concrete pavement section, but there is a portion of the east apron that is referred to as the “brownie pad” which has a asphalt surface with concrete pavement below.

In addition, the construction at this site will consist of installing new associated infrastructure components (lighting, electrical, signage, striping, etc.). The construction will also include repairs/reconstruction of the runways’ overruns.

Existing Pavement Conditions

The results of our coring investigation program are tabulated below (Table II):

Table II - Pavement (Asphalt) Section Composition

A detailed account of our coring exploration program is included in the “Pavement Section Composition and Description” sheets (Appendix IV).

Core Location

Asphalt Thickness (inch)

Concrete Thickness (inch)

Subgrade USCS Classification

C-1 - 17.8 Silty SAND (SM) “Possible FILL” C-2 - 17.3 Silty SAND (SM) “FILL” C-3 - 16.4 Silty SAND (SM) “FILL” C-4 1.9 18.6 Clayey SAND (SC) “Possible FILL” C-5 2.0 20.6 Silty SAND (SM) “FILL” C-6 2.9 15.1 Silty SAND (SM) “Possible FILL”

JBLE-Langley Hampton, Virginia G E T Project No: WM15-195G

Subsurface Soil Conditions

The results of our soil test borings indicated the presence of approximately 1.9 to 2.9-inches of asphalt at core/boring locations C-4, C-5, and C-6. This asphalt surface layer was not present at the remaining core locations. Concrete pavement was encountered at core/boring locations C-4, C-5, and C-6 beneath the asphalt layer. The remaining core/boring locations consisted of only concrete pavement with no asphalt surface course.

The concrete pavement ranged in thickness from approximately 15.1 to 20.6 inches at the core/boring locations.

FILL and Possible FILL materials were encountered beneath the existing pavement section which extended to depths ranging from approximately 2 to 3 feet below existing grades.

These FILL/Possible FILL materials were generally comprised of Silty fine to medium SAND (SM) with varying amounts of Gravel, Clay, and organics.

Underlying the FILL/Possible FILL materials and extending to the boring termination depth of 5 to 6-feet below existing site grades, the natural subsurface soils were generally comprised of Silty and Clayey SAND (SM and SC) with varying amounts of Gravel, Silt, Clay, and organics and Sandy lean CLAY (CL) with trace Gravel.

The subsurface description is of a generalized nature provided to highlight the major soil strata encountered. The records of the subsurface Investigation are included in the “Core/Boring Log” sheets (Appendix II) and the “Generalized Soil Profile” (Appendix III) which should be reviewed for specific information as to the individual borings. The stratifications shown on the records of the subsurface Investigation represent the conditions only at the actual boring locations. Variations may occur and should be expected at other locations. The stratifications represent the approximate boundary between subsurface materials and the transition may be gradual.

Dynamic Cone Penetrometer (DCP) Testing

As previously indicated, a total of six (6) DCP probes were performed to a depth of roughly 3-feet below current site grades. These tests were conducted in accordance with ASTM D6951 test method, using a K-100 Dual Mass Kessler DCP. Based on the test results obtained and our experience with similar soil conditions it is our opinion that a CBR value of approximately 10 will be representative of the shallow subgrade soils encountered at this site. The complete data and results associated with the DCP tests are graphically presented on the attached “DCP Test Data” sheets (Appendix V). A summary of the average in-situ CBR values are provided on Table III on the following page.

JBLE-Langley Hampton, Virginia G E T Project No: WM15-195G

Table III – Average In-Situ CBR Values

Groundwater Information

The groundwater level was recorded at the boring locations and as observed through the wetness of the recovered soil samples during the drilling operations. The initial groundwater table was measured to occur at depths ranging from 4 to 5.5 feet below the existing site grades at the boring locations. The groundwater table was not encountered at the location of cores/borings C-2 and C-6 to the depth explored (5 feet below existing grades). The boreholes were backfilled upon completion for safety considerations. As such, the reported groundwater levels may not be indicative of static groundwater levels.

Groundwater conditions will vary with environmental variations and seasonal conditions, such as the frequency and magnitude of rainfall patterns, as well as man-made influences, such as existing swales, drainage ponds, underdrains and areas of covered soil (paved parking lots, side walks, etc.). In the project’s area, seasonal groundwater fluctuations of 2 feet or more are common; however, greater fluctuations have been documented. We recommend that the contractor determine the actual groundwater levels at the time of the construction to determine groundwater impact on the construction procedures, if necessary.

Report Limitations

The recommendations submitted are based on the available soil information obtained by G E T Solutions, Inc. and the information supplied by the client and their consultants for the proposed project.

The Geotechnical Engineer warrants that the findings, recommendations, specifications or professional advice contained herein have been made in accordance with generally accepted professional geotechnical engineering practices in the local area. No other warranties are implied or expressed.

Core Location

Subgrade USCS Classification

Average In-Situ CBR Value (%) of the Subgrade C-1 Silty SAND (SM) “Possible FILL” 12.6 C-2 Silty SAND (SM) “FILL” 7.9 C-3 Silty SAND (SM) “FILL” 22.3 C-4 Clayey SAND (SC) “Possible FILL” 2.7 C-5 Silty SAND (SM) “FILL” 6.7 C-6 Silty SAND (SM) “Possible FILL” 8.5

Overall Average 10.1

JBLE-Langley Hampton, Virginia G E T Project No: WM15-195G

After the plans and specifications are more complete the Geotechnical Engineer should be provided the opportunity to review the final design plans and specifications to assure our engineering recommendations have been properly incorporated into the design documents, in order that the earthwork recommendations may be properly interpreted and implemented. At that time, it may be necessary to submit supplementary recommendations. This report has been prepared for the exclusive use of Guernsey Tingle Architects and their consultants for the specific application to the Repair East Apron (MUHJ 03-4247) project located at Langley Air Force Base in Hampton, Virginia.

APPENDICES

APPENDIX I - CORE/BORING LOCATION PLAN

APPENDIX II - CORE/BORING LOGS

APPENDIX III - GENERALIZED SOIL PROFILE

APPENDIX IV - PAVEMENT SECTION COMPOSITION AND DESCRIPTION

APPENDIX V - DCP TEST DATA

APPENDIX I

CORE/BORING LOCATION PLAN

Locations are approximate based on site visit sketch.

Core/Boring Location Plan

Project: MUHJ 03-4247, Repair East Apron, Phase 9, F.6020 JBLE-Langley Hampton, Virginia Scale: As Drawn

Project No: WM15-195G Date: 1/21/2016 Client: Guernsey Tingle Architects Plot By: JW

APPENDIX II

CORE/BORING LOGS

17.8 inches of Concrete

Dark gray, moist, Silty fine to medium SAND (SM) with trace fine Gravel "Possible FILL"

PID Reading = 12.2 ppm

Gray-brown, moist, Silty fine to medium SAND (SM)

PID Reading = 5.8 ppm

Mottled, gray and orange-brown, moist, Sandy lean CLAY (CL) with trace fine Gravel

PID Reading = 6.4 ppm

PID Reading = 1.8 ppm

Gray, wet, Clayey fine to coarse SAND (SC) with trace fine Gravel

PID Reading = 0.2 ppm

Boring terminated at 6 feet below existing grade.

1.5

2.0

3.0

5.0

6.0

GROUNDWATER*:

PROJECT LOCATION: Langley AFB, Hampton, Virginia

CLIENT: Guernsey Tingle Architects

PROJECT NAME: MUHJ 03-4247, Repair East Apron, Phase 9, F. 6020

DATE COMPLETED: 1/12/2016

SURFACE ELEVATION (MSL) (ft):

D ep th ft)

Water Content -

Sample Type(s):

Liquid Limit

Virginia Beach 204 Grayson Road

Virginia Beach, VA 23642 757-518-1703

E le va tio n (f t)

The initial groundwater readings are not intended to indicate the static groundwater level.

T hi s in fo rm at io n pe rt a in s on ly to th is b or in g an d sh o ul d no t be in te rp re te d as b ei ng in di ci tiv e of th e si te

DRILLER: GET Solutions, Inc.

DATE STARTED: 1/12/2016

LOGGED BY: J. Wheeler

PROJECT NUMBER: WM15-195G

AFTER

S am pl e

R ec ov er y (in

S am pl e

T yp e

HOURS (ft) :INITIAL (ft) : 5 CAVE-IN (ft) :

Notes:

HAND AUGER

BORING ID

C-1

BORING LOCATION: See Attached Boring Location Plan

STRATA DESCRIPTION

Williamsburg 1592-E Penniman Road Williamsburg, VA 23185

757-564-6452

Elizabeth City 106 Capital Trace Unit E Elizabeth City, NC 27909

252-335-9765

Jacksonville 415-A Western Blvd

Jacksonville, NC 28546 910-478-9915

S am pl e

ID

S tr at a

Le ge nd TEST RESULTS

Penetration -

CORE - Core Sample

AUGER - Auger Sample

DRILLING METHOD(S): Hand Auger

Plastic Limit x x

RECORD OF SUBSURFACE EXPLORATION

10 20 30 40 50 60 70

#2

17.3 inches of Concrete

Gray, moist, Silty fine to medium SAND (SM) with trace fine Gravel and Clay "FILL"

PID Reading = 105.2 ppm

Mottled, gray and orange-brown, moist, Sandy lean CLAY (CL) with trace fine Gravel

PID Reading = 89.6 ppm

PID Reading = 22.0 ppm

Boring terminated at 5 feet below existing grade.

1.4

3.0

5.0

GROUNDWATER*:

PROJECT LOCATION: Langley AFB, Hampton, Virginia

CLIENT: Guernsey Tingle Architects

PROJECT NAME: MUHJ 03-4247, Repair East Apron, Phase 9, F. 6020

DATE COMPLETED: 12/28/2015

SURFACE ELEVATION (MSL) (ft):

D ep th ft)

Water Content -

Sample Type(s):

Liquid Limit

Virginia Beach 204 Grayson Road

Virginia Beach, VA 23642 757-518-1703

E le va tio n (f t)

The initial groundwater readings are not intended to indicate the static groundwater level.

T hi s in fo rm at io n pe rt a in s on ly to th is b or in g an d sh o ul d no t be in te rp re te d as b ei ng in di ci tiv e of th e si te

DRILLER: GET Solutions, Inc.

DATE STARTED: 12/28/2015

LOGGED BY: J. Wheeler

PROJECT NUMBER: WM15-195G

AFTER

S am pl e

R ec ov er y (in

S am pl e

T yp e

HOURS (ft) :INITIAL (ft) : CAVE-IN (ft) :

Notes: Boring refusal was encountered at 5 feet below grade due to encountering coarse Gravel.

HAND AUGER

BORING ID

C-2

BORING LOCATION: See Attached Boring Location Plan

STRATA DESCRIPTION

Williamsburg 1592-E Penniman Road Williamsburg, VA 23185

757-564-6452

Elizabeth City 106 Capital Trace Unit E Elizabeth City, NC 27909

252-335-9765

Jacksonville 415-A Western Blvd

Jacksonville, NC 28546 910-478-9915

S am pl e

ID

S tr at a

Le ge nd TEST RESULTS

Penetration -

CORE - Core Sample

AUGER - Auger Sample

DRILLING METHOD(S): Hand Auger

Plastic Limit x x

RECORD OF SUBSURFACE EXPLORATION

10 20 30 40 50 60 70

#2

16.4 inches of Concrete

Dark brown, moist, Silty fine to medium SAND (SM) with trace Clay "FILL"

PID Reading = 166.8 ppm

Gray, moist, Silty fine to medium SAND (SM) with trace fine Gravel PID Reading = 128.1 ppm

PID Reading = 56.7 ppm

Mottled, gray and orange-brown, moist to wet, Sandy lean CLAY (CL) with trace fine Gravel

PID Reading = 10.1 ppm

Wet below 5-ft

Gray, wet, Clayey fine to medium SAND (SC) with trace fine Gravel PID Reading = 7.7 ppm

Boring terminated at 6 feet below existing grade.

1.4

2.5

4.0

5.5

6.0

GROUNDWATER*:

PROJECT LOCATION: Langley AFB, Hampton, Virginia

CLIENT: Guernsey Tingle Architects

PROJECT NAME: MUHJ 03-4247, Repair East Apron, Phase 9, F. 6020

DATE COMPLETED: 12/28/2015

SURFACE ELEVATION (MSL) (ft):

D ep th ft)

Water Content -

Sample Type(s):

Liquid Limit

Virginia Beach 204 Grayson Road

Virginia Beach, VA 23642 757-518-1703

E le va tio n (f t)

The initial groundwater readings are not intended to indicate the static groundwater level.

T hi s in fo rm at io n pe rt a in s on ly to th is b or in g an d sh o ul d no t be in te rp re te d as b ei ng in di ci tiv e of th e si te

DRILLER: GET Solutions, Inc.

DATE STARTED: 12/28/2015

LOGGED BY: J. Wheeler

PROJECT NUMBER: WM15-195G

AFTER

S am pl e

R ec ov er y (in

S am pl e

T yp e

HOURS (ft) :INITIAL (ft) : 5 CAVE-IN (ft) :

Notes:

HAND AUGER

BORING ID

C-3

BORING LOCATION: See Attached Boring Location Plan

STRATA DESCRIPTION

Williamsburg 1592-E Penniman Road Williamsburg, VA 23185

757-564-6452

Elizabeth City 106 Capital Trace Unit E Elizabeth City, NC 27909

252-335-9765

Jacksonville 415-A Western Blvd

Jacksonville, NC 28546 910-478-9915

S am pl e

ID

S tr at a

Le ge nd TEST RESULTS

Penetration -

CORE - Core Sample

AUGER - Auger Sample

DRILLING METHOD(S): Hand Auger

Plastic Limit x x

RECORD OF SUBSURFACE EXPLORATION

10 20 30 40 50 60 70

#2

1.9 inches of Asphalt

18.6 inches of Concrete

Gray, moist, Clayey fine to medium SAND (SC) with trace fine Gravel and organics "Possible FILL"

PID Reading = 60.9 ppm

Gray, moist, Silty fine to medium SAND (SM) with trace fine Gravel, Clay, and organics

Gray, moist, Silty fine to medium SAND (SM) with trace fine Gravel and Clay

PID Reading = 12.7 ppm Wet below 3.5-ft

Boring terminated at 4 feet below existing grade.

0.2

1.7

2.5

3.0

4.0

GROUNDWATER*:

PROJECT LOCATION: Langley AFB, Hampton, Virginia

CLIENT: Guernsey Tingle Architects

PROJECT NAME: MUHJ 03-4247, Repair East Apron, Phase 9, F. 6020

DATE COMPLETED: 12/28/2015

SURFACE ELEVATION (MSL) (ft):

D ep th ft)

Water Content -

Sample Type(s):

Liquid Limit

Virginia Beach 204 Grayson Road

Virginia Beach, VA 23642 757-518-1703

E le va tio n (f t)

The initial groundwater readings are not intended to indicate the static groundwater level.

T hi s in fo rm at io n pe rt a in s on ly to th is b or in g an d sh o ul d no t be in te rp re te d as b ei ng in di ci tiv e of th e si te

DRILLER: GET Solutions, Inc.

DATE STARTED: 12/28/2015

LOGGED BY: J. Wheeler

PROJECT NUMBER: WM15-195G

AFTER

S am pl e

R ec ov er y (in

S am pl e

T yp e

HOURS (ft) :INITIAL (ft) : 3.5 CAVE-IN (ft) :

Notes: Soil cave-in was encountered at a depth of 4 feet below existing grades.

HAND AUGER

BORING ID

C-4

BORING LOCATION: See Attached Boring Location Plan

STRATA DESCRIPTION

Williamsburg 1592-E Penniman Road Williamsburg, VA 23185

757-564-6452

Elizabeth City 106 Capital Trace Unit E Elizabeth City, NC 27909

252-335-9765

Jacksonville 415-A Western Blvd

Jacksonville, NC 28546 910-478-9915

S am pl e

ID

S tr at a

Le ge nd TEST RESULTS

Penetration -

CORE - Core Sample

AUGER - Auger Sample

DRILLING METHOD(S): Hand Auger

Plastic Limit x x

RECORD OF SUBSURFACE EXPLORATION

10 20 30 40 50 60 70

#2

2 inches of Asphalt

20.6 inches of Concrete

Dark gray, moist, Silty fine to medium SAND (SM) with trace fine Gravel

"FILL"

PID Reading = 44.5 ppm

Dark gray, moist, Silty fine to medium SAND (SM) with trace fine Gravel, Clay, and organics "Possible FILL"

PID Reading = 19.1 ppm

Gray, moist, Clayey fine to medium SAND (SC) with trace fine Gravel and organics

PID Reading = 2.2 ppm

Mottled, gray and orange-brown, moist, Sandy lean CLAY (CL) with trace fine Gravel

Gray, moist to wet, Clayey fine to medium SAND (SC) with trace fine Gravel

Wet below 5.5-ft

Boring terminated at 6 feet below existing grade.

0.2

1.9

2.5

3.0

4.0

5.0

6.0

GROUNDWATER*:

PROJECT LOCATION: Langley AFB, Hampton, Virginia

CLIENT: Guernsey Tingle Architects

PROJECT NAME: MUHJ 03-4247, Repair East Apron, Phase 9, F. 6020

DATE COMPLETED: 12/28/2015

SURFACE ELEVATION (MSL) (ft):

D ep th ft)

Water Content -

Sample Type(s):

Liquid Limit

Virginia Beach 204 Grayson Road

Virginia Beach, VA 23642 757-518-1703

E le va tio n (f t)

The initial groundwater readings are not intended to indicate the static groundwater level.

T hi s in fo rm at io n pe rt a in s on ly to th is b or in g an d sh o ul d no t be in te rp re te d as b ei ng in di ci tiv e of th e si te

DRILLER: GET Solutions, Inc.

DATE STARTED: 12/28/2015

LOGGED BY: J. Wheeler

PROJECT NUMBER: WM15-195G

AFTER

S am pl e

R ec ov er y (in

S am pl e

T yp e

HOURS (ft) :INITIAL (ft) : 5.5 CAVE-IN (ft) :

Notes:

HAND AUGER

BORING ID

C-5

BORING LOCATION: See Attached Boring Location Plan

STRATA DESCRIPTION

Williamsburg 1592-E Penniman Road Williamsburg, VA 23185

757-564-6452

Elizabeth City 106 Capital Trace Unit E Elizabeth City, NC 27909

252-335-9765

Jacksonville 415-A Western Blvd

Jacksonville, NC 28546 910-478-9915

S am pl e

ID

S tr at a

Le ge nd TEST RESULTS

Penetration -

CORE - Core Sample

AUGER - Auger Sample

DRILLING METHOD(S): Hand Auger

Plastic Limit x x

RECORD OF SUBSURFACE EXPLORATION

10 20 30 40 50 60 70

#2

2.9 inches of Asphalt

15.1 inches of Concrete

Dark gray, moist, Silty fine to medium SAND (SM) with trace fine Gravel "Possible FILL"

PID Reading = 287.5 ppm

Gray, moist, Silty fine to medium SAND (SM) with trace fine Gravel

PID Reading = 133.5 ppm

Gray, moist, Clayey fine to medium SAND (SC) with trace fine Gravel

PID Reading = 136.4 ppm

Mottled, gray and orange-brown, moist, Sandy lean CLAY (CL) with trace fine Gravel

PID Reading = 9.0 ppm

Boring terminated at 5 feet below existing grade.

0.2

1.5

2.0

3.0

4.0

5.0

GROUNDWATER*:

PROJECT LOCATION: Langley AFB, Hampton, Virginia

CLIENT: Guernsey Tingle Architects

PROJECT NAME: MUHJ 03-4247, Repair East Apron, Phase 9, F. 6020

DATE COMPLETED: 1/12/2016

SURFACE ELEVATION (MSL) (ft):

D ep th ft)

Water Content -

Sample Type(s):

Liquid Limit

Virginia Beach 204 Grayson Road

Virginia Beach, VA 23642 757-518-1703

E le va tio n (f t)

The initial groundwater readings are not intended to indicate the static groundwater level.

T hi s in fo rm at io n pe rt a in s on ly to th is b or in g an d sh o ul d no t be in te rp re te d as b ei ng in di ci tiv e of th e si te

DRILLER: GET Solutions, Inc.

DATE STARTED: 1/12/2016

LOGGED BY: J. Wheeler

PROJECT NUMBER: WM15-195G

AFTER

S am pl e

R ec ov er y (in

S am pl e

T yp e

HOURS (ft) :INITIAL (ft) : CAVE-IN (ft) :

Notes: Boring refusal was encountered at 5 feet below grade due to encountering coarse Gravel.

HAND AUGER

BORING ID

C-6

BORING LOCATION: See Attached Boring Location Plan

STRATA DESCRIPTION

Williamsburg 1592-E Penniman Road Williamsburg, VA 23185

757-564-6452

Elizabeth City 106 Capital Trace Unit E Elizabeth City, NC 27909

252-335-9765

Jacksonville 415-A Western Blvd

Jacksonville, NC 28546 910-478-9915

S am pl e

ID

S tr at a

Le ge nd TEST RESULTS

Penetration -

CORE - Core Sample

AUGER - Auger Sample

DRILLING METHOD(S): Hand Auger

Plastic Limit x x

RECORD OF SUBSURFACE EXPLORATION

10 20 30 40 50 60 70

#2

APPENDIX III

GENERALIZED SOIL PROFILE

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

6.0

6.5

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

6.0

6.5

PROJECT NAME: MUHJ 03-4247, Repair East Apron, Phase 9, F. 6020

PROJECT LOCATION: Langley AFB, Hampton, Virginia

(Numerical Value) = Sample N-Value

Concrete

USCS Silty Sand

USCS Low Plasticity Clay

USCS Clayey Sand

Fill (made ground)

Asphalt

GENERALIZED SOIL PROFILE

CLIENT: Guernsey Tingle Architects

PROJECT NUMBER: WM15-195G

LEGEND

D ep th B el o w G ro u n d

S u rf ac e (f t)

C-1 C-2 C-3 C-4 C-5 C-6

APPENDIX IV

PAVEMENT SECTION COMPOSITION AND DESCRIPTION

Project Name: Date of Extraction:

Project Number: Project Location:

Latitude:

Longitude:

General Boring/Core Location:

17.8 in. Void Underlying Pavement: No (yes/no) Void Depth Below Pavement: N/A in.

Welded Wire Fabric (WWF) or Rebar: Rebar (WWF/Rebar/Both) Embedment Depths from Top of Core: 14.8 in. Rebar

N/A in. Welded Wire Fabric

Vapor Barrier or Geotextile Fabric: No (yes/no) Description of Vapor Barrier or Geotextile:

General Core Notes and Remarks:

Pavement Section Composition:

C-1

PAVEMENT SECTION COMPOSITION AND DESCRIPTION

Boring/Core GPS Coordinates:

Boring/Core Identification:

14-Jan-2016

1592-E Penniman Road Williamsburg, Virginia 23185

Tel: 757-564-6452 Fax: 757-564-6453

Top of Core

Bottom of Core

N/A

MUHJ 03-4247, Repair East Apron, Phase 9, F. 6020

Concrete

Langley AFB, Hampton, VAWM15-195G

Latitude:

Longitude:

General Boring/Core Location:

17.3 in. Void Underlying Pavement: No (yes/no) Void Depth Below Pavement: N/A in.

Welded Wire Fabric (WWF) or Rebar: Rebar (WWF/Rebar/Both) Embedment Depths from Top of Core: 12.2 in. Rebar

N/A in. Welded Wire Fabric

Vapor Barrier or Geotextile Fabric: No (yes/no) Description of Vapor Barrier or Geotextile:

General Core Notes and Remarks:

N/A

MUHJ 03-4247, Repair East Apron, Phase 9, F. 6020

Concrete

Langley AFB, Hampton, VAWM15-195G

1592-E Penniman Road Williamsburg, Virginia 23185

Tel: 757-564-6452 Fax: 757-564-6453

Top of Core

Bottom of Core

Pavement Section Composition:

C-2

PAVEMENT SECTION COMPOSITION AND DESCRIPTION

Boring/Core GPS Coordinates:

Boring/Core Identification:

28-Dec-2015

Latitude:

Longitude:

General Boring/Core Location:

16.4 in. Void Underlying Pavement: No (yes/no) Void Depth Below Pavement: N/A in.

Welded Wire Fabric (WWF) or Rebar: Rebar (WWF/Rebar/Both) Embedment Depths from Top of Core: 13.7 in. Rebar

N/A in. Welded Wire Fabric

Vapor Barrier or Geotextile Fabric: No (yes/no) Description of Vapor Barrier or Geotextile:

General Core Notes and Remarks:

Pavement Section Composition:

C-3

PAVEMENT SECTION COMPOSITION AND DESCRIPTION

Boring/Core GPS Coordinates:

Boring/Core Identification:

28-Dec-2015

1592-E Penniman Road Williamsburg, Virginia 23185

Tel: 757-564-6452 Fax: 757-564-6453

Top of Core

Bottom of Core

N/A

MUHJ 03-4247, Repair East Apron, Phase 9, F. 6020

Concrete

Latitude:

Longitude:

General Boring/Core Location:

1.9 in. Void Underlying Pavement: No (yes/no)

18.6 Void Depth Below Pavement: N/A in.

Welded Wire Fabric (WWF) or Rebar: No (WWF/Rebar/Both) Embedment Depths from Top of Core: N/A in. Rebar

N/A in. Welded Wire Fabric

Vapor Barrier or Geotextile Fabric: No (yes/no) Description of Vapor Barrier or Geotextile:

General Core Notes and Remarks:

Pavement Section Composition:

C-4

PAVEMENT SECTION COMPOSITION AND DESCRIPTION

Boring/Core GPS Coordinates:

Boring/Core Identification:

28-Dec-2015

1592-E Penniman Road Williamsburg, Virginia 23185

Tel: 757-564-6452 Fax: 757-564-6453

Top of Core

Bottom of Core

N/A

MUHJ 03-4247, Repair East Apron, Phase 9, F. 6020

Concrete Asphalt

Latitude:

Longitude:

General Boring/Core Location:

2 in. Void Underlying Pavement: No (yes/no)

20.6 Void Depth Below Pavement: N/A in.

Welded Wire Fabric (WWF) or Rebar: Rebar (WWF/Rebar/Both) Embedment Depths from Top of Core: 16.6 in. Rebar

N/A in. Welded Wire Fabric

Vapor Barrier or Geotextile Fabric: No (yes/no) Description of Vapor Barrier or Geotextile:

General Core Notes and Remarks:

Pavement Section Composition:

C-5

PAVEMENT SECTION COMPOSITION AND DESCRIPTION

Boring/Core GPS Coordinates:

Boring/Core Identification:

28-Dec-2015

1592-E Penniman Road Williamsburg, Virginia 23185

Tel: 757-564-6452 Fax: 757-564-6453

Top of Core

Bottom of Core

N/A

MUHJ 03-4247, Repair East Apron, Phase 9, F. 6020

Concrete Asphalt

Latitude:

Longitude:

General Boring/Core Location:

2.9 in. Void Underlying Pavement: No (yes/no)

15.1 in. Void Depth Below Pavement: N/A in.

Welded Wire Fabric (WWF) or Rebar: Rebar (WWF/Rebar/Both) Embedment Depths from Top of Core: 12.8 in. Rebar

N/A in. Welded Wire Fabric

Vapor Barrier or Geotextile Fabric: No (yes/no) Description of Vapor Barrier or Geotextile:

General Core Notes and Remarks: The asphalt layer was located above the concrete, however the asphalt completely segregated during the coring operation and was not included in photo.

N/A

MUHJ 03-4247, Repair East Apron, Phase 9, F. 6020

Concrete Asphalt

Langley AFB, Hampton, VAWM15-195G

1592-E Penniman Road Williamsburg, Virginia 23185

Tel: 757-564-6452 Fax: 757-564-6453

Top of Core

Bottom of Core

Pavement Section Composition:

C-6

PAVEMENT SECTION COMPOSITION AND DESCRIPTION

Boring/Core GPS Coordinates:

Boring/Core Identification:

14-Jan-2016

APPENDIX V

DCP TEST DATA

Project: MUHJ 03-4247, Repair East Apron, Phase 9, F. 6020 Date: 1/12/2016 Location: JBLE-Langley, Hampton, Virginia Soil Type(s): SM (Possible FILL), SM GET Project #: WM15-195G

Surficial Thickness: 17.8-inches Test Starting Depth: 19.0-inches

Test Identification:

DCP-1 @ C-1

Accumulative Penetration

(mm) 0 482 2 509 1 1 543 1 1 568 1 1 591 1 1 627 1 1 653 1 1 683 1 1 702 1 1 728 1 1 749 1 1 777 1 1 803 1 1 827 1 2 840 1 2 861 1 3 880 1 3 904 1 4 930 1

(Concrete, Asphalt, Stone, Topsoil, etc.)

No. of Blows

Type of Hammer

DCP TEST DATA

0.1 1.0 10.0 100.0

CBR

D

EP

TH

, i n.

0.1 1.0 10.0 100.0

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0 2000 4000 6000 8000 10000 12000

BEARING CAPACITY, psf

D

EP

TH

, i n

0 14 28 42 56 69 83

BEARING CAPACITY, psi

D

EP

TH

, m m

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

Project: MUHJ 03-4247, Repair East Apron, Phase 9, F. 6020 Date: 12/28/2015 Location: JBLE-Langley, Hampton, Virginia Soil Type(s): SM (FILL) GET Project #: WM15-195G

Surficial Thickness: 17.3-inches Test Starting Depth: 20.5-inches

Test Identification:

DCP-2 @ C-2

Accumulative Penetration

(mm) 0 520 1 547 1 1 613 1 1 662 1 1 705 1 1 747 1 1 785 1 1 820 1 1 853 1 1 880 1 1 903 1 1 924 1 1 943 1 1 955 1

(Concrete, Asphalt, Stone, Topsoil, etc.)

No. of Blows

Type of Hammer

DCP TEST DATA

0.1 1.0 10.0 100.0

CBR

D

EP

TH

, i n.

0.1 1.0 10.0 100.0

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0 2000 4000 6000 8000 10000 12000

BEARING CAPACITY, psf

D

EP

TH

, i n

0 14 28 42 56 69 83

BEARING CAPACITY, psi

D

EP

TH

, m m

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Location: JBLE-Langley, Hampton, Virginia Soil Type(s): SM (FILL), SM GET Project #: WM15-195G

Surficial Thickness: 16.4-inches Test Starting Depth: 20.0-inches

Test Identification:

DCP-3 @ C-3

Accumulative Penetration

(mm) 0 509 2 527 1 3 557 1 3 571 1 3 592 1 2 609 1 3 630 1 2 654 1 2 673 1 2 695 1 3 724 1 2 744 1 2 770 1 2 793 1 2 859 1 2 884 1 3 913 1 2 951 1

(Concrete, Asphalt, Stone, Topsoil, etc.)

No. of Blows

Type of Hammer

DCP TEST DATA

0.1 1.0 10.0 100.0

CBR

D

EP

TH

, i n.

0.1 1.0 10.0 100.0

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0 2000 4000 6000 8000 10000 12000

BEARING CAPACITY, psf

D

EP

TH

, i n

0 14 28 42 56 69 83

BEARING CAPACITY, psi

D

EP

TH

, m m

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Location: JBLE-Langley, Hampton, Virginia Soil Type(s): SC (Possible FILL), SM GET Project #: WM15-195G

Surficial Thickness: 20.5-inches Test Starting Depth: 27.2-inches

Test Identification:

DCP-4 @ C-4

Accumulative Penetration

(mm) 0 690 1 740 1 1 795 1 1 885 1 1 955 1

(Concrete, Asphalt, Stone, Topsoil, etc.)

No. of Blows

Type of Hammer

DCP TEST DATA

0.1 1.0 10.0 100.0

CBR

D

EP

TH

, i n.

0.1 1.0 10.0 100.0

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0 2000 4000 6000 8000 10000 12000

BEARING CAPACITY, psf

D

EP

TH

, i n

0 14 28 42 56 69 83

BEARING CAPACITY, psi

D

EP

TH

, m m

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Location: JBLE-Langley, Hampton, Virginia Soil Type(s): SM (FILL/Possible FILL) GET Project #: WM15-195G

Surficial Thickness: 22.6-inches Test Starting Depth: 27.0-inches

Test Identification:

DCP-5 @ C-5

Accumulative Penetration

(mm) 0 685 1 710 1 1 736 1 1 760 1 1 787 1 1 818 1 1 853 1 1 895 1 1 925 1 1 955 1

(Concrete, Asphalt, Stone, Topsoil, etc.)

No. of Blows

Type of Hammer

DCP TEST DATA

0.1 1.0 10.0 100.0

CBR

D

EP

TH

, i n.

0.1 1.0 10.0 100.0

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0 2000 4000 6000 8000 10000 12000

BEARING CAPACITY, psf

D

EP

TH

, i n

0 14 28 42 56 69 83

BEARING CAPACITY, psi

D

EP

TH

, m m

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Project: MUHJ 03-4247, Repair East Apron, Phase 9, F. 6020 Date: 1/12/2016 Location: JBLE-Langley, Hampton, Virginia Soil Type(s): SM (Possible FILL), SM GET Project #: WM15-195G

Surficial Thickness: 18.0-inches Test Starting Depth: 18.1-inches

Test Identification:

DCP-6 @ C-6

Accumulative Penetration

(mm) 0 460 1 493 1 1 527 1 1 556 1 1 602 1 1 643 1 1 691 1 1 704 1 1 726 1 1 751 1 1 783 1 1 809 1 1 831 1 1 854 1 1 889 1 1 918 1 1 930 1

(Concrete, Asphalt, Stone, Topsoil, etc.)

No. of Blows

Type of Hammer

DCP TEST DATA

0.1 1.0 10.0 100.0

CBR

D

EP

TH

, i n.

0.1 1.0 10.0 100.0

D

EP

TH

, m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0 2000 4000 6000 8000 10000 12000

BEARING CAPACITY, psf

D

EP

TH

, i n

0 14 28 42 56 69 83

BEARING CAPACITY, psi

D

EP

TH

, m m

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland