P702-Geotechnical Data Report.pdf

GEOTECHNICAL

DATA REPORT

P-702 Submarine Logistics Support Facilities

Naval Station Norfolk Norfolk, Virginia prepared for

Bamforth Engineers + Surveyors Norfolk, VA

March 23, 2021

2712 Southern Boulevard, Suite 101

Virginia Beach, VA 23452

757-463-3200 www.geronline.com

March 23, 2021

Bamforth Engineers + Surveyors, Inc.

2207 Hampton Boulevard

Norfolk, Virginia 23517

Attention: Ms. Anna Lee Bamforth, PE, LS

Subject: Geotechnical Data Report

FY23 MILCON PROJECT P-702

Naval Station Norfolk, Norfolk, Virginia

A/E Contract N40085-19-D-9164, Task Order 0014 GER Project No. 110-7852

GeoEnvironmental Resources, Inc. is pleased to present this report of geotechnical exploration for the above referenced project. Our services were performed in accordance with the master Agreement between Bamforth and

GER and Task Order No. 0014 dated January 18, 2021.

We appreciate the opportunity to serve as your geotechnical consultant on this project and trust that you will contact us at your convenience with any questions concerning this report or the project in general.

Sincerely, eo nvironmental esources, Inc.

J. Andrew Blythe, E.I.T.

Geotechnical Engineer

Scott A. Barnhill, P.E.

Executive Vice President

C O

M M

O

NWEALTH OF VIR

G

IN

IA

P R

O

FESSIONAL ENGIN

E E

R

SCOTT A. BARNHILL

Lic. No. 012520

EXECUTIVE SUMMARY

Subsurface conditions for the Submarine Logistics Support Facilities were explored by one Standard Penetration Test (SPT) soil boring to a depth of 60 feet below the existing ground surface and 5 Standard Penetration Test

(SPT) soil borings to a depth of 10 feet below the existing ground surface. Two cone penetration tests (CPTu) were performed to a depth of about 60 feet below the existing ground surface and one seismic cone penetration test

(SCPTu) sounding was performed to a depth of about 100 feet below the existing ground surface. Pore pressure dissipation tests were conducted a the two cone penetration test locations. Laboratory analysis of samples included tests for natural moisture content, grain size, plasticity, and chemical analyses for TCLP 8 RCRA Metals, Total

Volatiles, TPH-DRO & GRO, water content, pH, soluble sulfates, chlorides, electrical resistivity, redox potential, and sulfides.

The general soil profile interpreted from the soil borings and soundings is composed of 1 man-made and 2 native stratigraphic layers. These layers include:

Stratum A – uncontrolled fill material consisting of loose to medium dense, silty sand and clayey sand to depths of about 1½ to 3½ feet.

Stratum 1 – loose to medium dense, silty sand, clayey sand, clayey-silty sand, poorly-graded sand with silt, and poorly-graded sand to depths of about 15 feet.

Stratum 2 - very loose to loose, clayey sand and silty sand interlayered to the termination depth of exploration of about 60 feet.

Beneath the depth of the borings, the seismic piezocone sounding encountered sands and sand mixtures until termination at approximately 100 feet.

The groundwater table was encountered at depths ranging from about 4½ to 5¼ feet below the existing ground surface during the exploration. This is tidally influenced.

Approximately 2 to 3 inches of asphalt and 5 to 8 inches of crushed stone was encountered through the project vicinity.

PAGE

PURPOSE OF EXPLORATION 1

PROJECT INFORMATION 1

SITE DESCRIPTION 1

SITE GEOLOGY 1

EXPLORATION PROGRAM 1

EXPLORATION RESULTS 2

Soil Stratigraphy 2

Shear Wave Velocity Testing 3

Groundwater 3

Surface Materials 3

Geotechnical Laboratory Testing 3

Chemical Laboratory Testing 3

LIMITATIONS 3

APPENDICES

APPENDIX A - Drawings

APPENDIX B - Field Test Data

APPENDIX C - Laboratory Test Data

APPENDIX D - Procedures

P-702 Submarine Logistics Facility March 23, 2021 Project 110-7852 Page 1

Purpose of Exploration

The purpose of this study was to collect geotechnical data for the P-702 Submarine Logistics Facility project at the proposed project site and to prepare this report of the findings in support of a NAVFAC Mid-Atlantic in-house design to develop a design-bid-build contract solicitation.

Project Information

This exploration project provides geotechnical data for a

14,429 square foot Submarine Storage, Maintenance, and Operations Facility (SSMOF)(primary CCN 21370) and an accompanying open storage laydown area of 29,090 SF (CCN 85240) at the south end of Naval Station

Norfolk's (NSN's) waterfront. The S-SMOF will have areas of use within the PEB facility but will be of an open, high bay design to accommodate the bridge crane functions. The facility will include a weapons cradle maintenance, operations, and staging area to be used by COMSUBRON 6 personnel supporting the fast attack Virginia Class (VACL). The approximate project limits are shown on Drawing 1 in Appendix A.

Site Description

The project site is located on Naval Station Norfolk in Norfolk, Virginia. It is located west of Second Street and north of D Avenue. The project site is inside of a fenced in area which is generally a paved area with buildings.

The project site lies within an area of known man made land.

Topography along the alignment is fairly consistently a broad flat and low-lying area.

Site Geology

The subject property is located in the Atlantic Coastal

Plain physiographic province. This province is characterized by various fluvial and alluvial deposits consisting of sands, silts, and clays deposited at different geologic times and environments. The geologic map of

Virginia shows the area to be underlain by the

Lynnhaven Member and the Sedgefield Member of the Tabb Formation along with beach sand and dune sand deposits. The Lynnhaven Member is characterized by fine to coarse sand and grading upward into clayey and silty fine sands.

Exploration Program

The subsurface exploration program consisted of the following sampling and testing at the approximate locations shown on Drawing 2 in Appendix A:

❑ Performing 1 Standard Penetration Test (SPT) soil borings to a depth of 60 feet below the existing ground surface.

❑ Performing 5 Standard Penetration Test (SPT) soil borings to depths of 10 feet below the existing ground surface.

❑ Performing 4-inch diameter core drilling of the existing pavement.

❑ Performing 1 seismic cone penetration test (SCPTu) soundings to a depth of about 100 feet below current grades. Down-hole shear wave velocity (Vs) measurements were obtained at 1-meter depth intervals during the sounding.

❑ Performing 2 cone penetration test (CPTu) soundings to depths of about 60 feet below current grades.

❑ Performing pore pressure dissipation in representative soft clay/silt strata for estimation of the horizontal hydraulic conductivity ch.

❑ Collecting 4 composite samples from the upper 1 to

6 feet for laboratory chemical analysis.

❑ Performing geotechnical laboratory testing that included natural moisture content, grain size, and plasticity on selected representative samples recovered from the soil borings. Tests for TCLP 8 RCRA Metals, Total Volatiles, TPH-DRO & GRO, water content, pH, soluble sulfates, chlorides, electrical resistivity, redox potential, and sulfides were conducted on four composite samples.

The general testing locations were selected by NAVFAC

MID-ATLANTIC and located in the field by GER.

The soil borings were performed on February 19th and

25th, 2021. SPT borings were advanced by a CME 45 ATV mounted drill rig using boreholes drilled by mud rotary techniques. Standard penetration test sampling was conducted in these borings at discreet intervals in general accordance with ASTM D1586. An automatic hammer was used to drive the sampler. Small, disturbed samples obtained during the test were visually classified in general accordance with ASTM D2487 and selected

P-702 Submarine Logistics Facility March 23, 2021 Project 110-7852 Page 2 representative samples were saved for laboratory testing.

Observation of water table depth was made in the open boreholes during and immediately following completion of drilling. Stabilized groundwater tables were recorded at locations GB-1 and GB-4 on the same day of drilling.

All boreholes were backfilled with a bentonite grout mix upon completion of the testing and water level measurements.

The SCPTu soundings were conducted on February 23, 2021. The cone penetrometer test (CPT) sounding was conducted using an integrated electronic seismic piezocone with a 15 cm2 tip and a 225 cm2 friction sleeve. The cone is designed with an equal end area friction sleeve and a tip end area ratio of 0.80. The piezocone dimensions and the operating procedure were in accordance with ASTM D5778. Pore pressure filter elements made of porous plastic were saturated under a vacuum using silicone oil as the saturating fluid. The pore pressure element was 6 mm thick and was located immediately behind the tip (the U2 location).

The cone was advanced using a 15-ton track mounted CPT rig. Tip resistance (qc), sleeve friction (fs) and dynamic pore pressure (u) data were recorded every five centimeters as the cone was advanced into the ground.

The reported tip resistance (qt) was corrected for porewater effects.

Down-hole shear wave velocity (Vs) measurements in general accordance with ASTM D7400 were obtained at nominal 1-meter depth intervals during the soundings.

Shear wave velocity is defined as the speed at which propagating elastic waves travel through media. Shear wave velocity data can be interpreted for relative indications of material structure, density and stiffness.

The approximate test locations are shown in Drawing 2 in Appendix A. Field test results are provided in Appendix B. Laboratory test results are provided in Appendix C.

Exploration and sampling procedures are provided in

Appendix D.

Exploration Results

The subsurface conditions encountered at the boring and sounding locations are shown on the test borings and seismic cone penetration test records in Appendix

B. The test boring records represent our interpretation of the subsurface conditions based on visual examination of field samples obtained and laboratory classification testing on selected samples. The SCPTu sounding records represent direct measurement and interpretation of the subsurface conditions based on published correlations to strength, stiffness, behavior, and other index properties. The soil boring records represent our interpretation of the subsurface conditions based on visual examination of excavated material and our observation of the excavation side wall materials.

The lines designating the interface between various strata on the boring records represent the approximate interface location. In addition, the transition between strata may be gradual. Water levels shown on the borings without monitoring wells and sounding records only represent the observations at the time of the field exploration. Rough stabilized water tables were obtained from borings GB-1 and GB-4 but do not represent 24 hour stabilized water tables. Ground elevations shown on the boring logs are based off of estimations on the topographic map provided in Appendix A.

Soil Stratigraphy The subsurface soil conditions encountered in the borings and sounding were composed of both man-made and native soils. Drawing 3 in Appendix A shows the estimated subsurface profiles developed for the Submarine Logistics Support Facility. The estimated profiles are developed based on the findings at the specific test locations, and variations between the profiles and actual subsurface conditions should be expected.

STRATUM A is composed of UNCONTROLLED FILL material consisting of loose to medium dense, silty SAND and clayey SAND. Stratum A was encountered at all 6 test boring locations. It was located below the existing pavement and extended to depths ranging from about

1½ to 3½ feet below the existing ground surface. SPT N-values in Stratum A ranged from 5 to 24 bpf and averaged about 12 bpf. CPT point resistance (qt) ranged from about 61 to 328 tsf.

STRATUM 1 is composed of very loose to medium dense, fine, fine to medium, and fine to coarse grained, silty SAND, clayey SAND, clayey-silty SAND, poorly-graded SAND with silt, and poorly-graded SAND (USCS classification symbols SM, SC, SC-SM, SP-SM & SP). Thin layers of sandy fat CLAY and silty fat CLAY which were

½ foot thick or less were encountered at various depths in Stratum 1 at boring location GB-1 and a thin layer of sandy fat CLAY was encountered directly below Stratum

A at boring location GB-3. Stratum 1 was encountered at all 6 test locations below Stratum A and extended to a depth of about 15 feet below the existing ground surface. SPT N-values in Stratum 1 ranged from the weight of the hammer to 26 bpf and averaged about 8

P-702 Submarine Logistics Facility March 23, 2021 Project 110-7852 Page 3 bpf. CPT point resistance (qt) ranged from about 1 to

244 tsf.

STRATUM 2 is composed of very loose to medium dense, silty SAND and clayey SAND interlayered (USCS classification symbols SM & SC). Stratum 2 was encountered at all boring GB-1 below Stratum 1 and extended to the termination depth of exploration of about 60 feet below the existing ground surface. N-values in Stratum 2 ranged from 3 to 14 bpf and averaged about 7 bpf. CPT point resistance (qt) ranged from about 9 to 169 tsf.

Beneath the depth of the borings, the seismic piezocone sounding encountered silt mixtures and clays to the termination depth of the sounding of about 100 feet.

Drawing 3 in Appendix A shows a plot of the measured uncorrected SPT resistances with depth for all SPT soil borings and CPT soundings. The resistances provide a general indication of soil strength and compressibility.

Shear Wave Velocity Testing

Shear wave velocity testing was conducted at 1-meter intervals in the SCPTU soundings. Values ranged from about 379 to 1355 feet per second (fps) and averaged

963 fps.

Groundwater The groundwater table was encountered at depths ranging from about 4½ to 5¼ feet below the existing ground surface at the time of drilling at locations across the entire project.

The water levels shown on the testing records without monitoring wells represent the conditions encountered at the time frame of the exploration using mud rotary drilling and do not necessarily represent the stabilized water depths or water conditions that will be encountered during construction. Fluctuation in the water levels may occur due to variations in precipitation, evaporation, construction activity, surface runoff, tides and other local factors. Contractors should anticipate these variations in planning and scheduling the work.

Surface Materials The asphalt in paved locations ranged in thickness from approximately 2 to 3 inches and the crushed stone below ranged in thickness from approximately 5 to 8 inches.

These results are shown on the field testing records in Appendix B. The thickness and composition of surface materials should be expected to vary across the project limits.

Geotechnical Laboratory Testing Geotechnical laboratory testing was conducted on selected samples recovered from the soil borings. The geotechnical laboratory program included 16 natural moisture content tests (ASTM D2216), 5 Atterberg limits tests (ASTM D4318), and 11 sieve analysis tests.

Geotechnical laboratory test results are provided in

Appendix C.

Chemical Laboratory Testing Chemical testing of the four composite soil samples recovered from the upper 1 to 6 feet at locations GB-1, GB-2, GB-3, and GB-6 included TCLP 8 RCRA Metals, Total Volatiles, TPH-DRO & GRO, water content, pH, soluble sulfates, chlorides, electrical resistivity, redox potential, and sulfides. All samples had Oxidation

Reduction Potential results above the reporting limits. All samples tested positive for sulfates with the results exceeding the reporting limits. Boring location GB-3 tested positive for 12 mg/Kg Diesel Range Organics and boring location GB-6 tested positive for 16 mg/Kg Diesel

Range Organics. Boring location GB-2 tested positive for Chlorides with a result of 37 mg/Kg. Complete analytical testing results are provided in Appendix C.

Limitations

Regardless of the thoroughness of a geotechnical exploration, there is always a possibility that conditions between borings will be materially different from those at specific boring locations. In addition, soil conditions may become altered by construction activity and the passage of time. These possibilities should be considered by the designers and contractors.

APPENDIX A

GER

DRAWINGS

500 m

2000 ft

SITE

SITE

2712 Southern Boulevard, Suite 101

Virginia Beach, VA 23452

DRAWING NUMBERPROJECT NUMBER

VICINITY

MAP

PROJECT

LOCATION

SITE LOCATION PLAN

GERGeoEnvironmental Resources, Inc.

Consulting Engineers

Environmental Groundwater

Hazardous Materials Geotechnical

Industrial Hygiene

GeoEnvironmental Resources, Inc.

SOURCE:

USGS 7.5 Minute Quadrangle 2019, Accessed 2021

SITE

P-702 Submarine Logistics Support Facilities Naval Station Norfolk

Norfolk, VA

110-7852

GeoEnvironmental Resources, Inc.

GB-1GB-5

CPT-3

GB-7

GB-8

GB-10

SCPT-1

GB-3

110-7852 2

2712 Southern Boulevard, Suite 101

Virginia Beach, VA 23452

DRAWING NUMBERPROJECT NUMBER

TESTING LOCATION PLAN

GERGeoEnvironmental Resources, Inc.

Consulting Engineers

Environmental Groundwater

Hazardous Materials Geotechnical

Industrial Hygiene

0’ 100’ 200’

Graphic Scale 1”=100’

P-702 Submarine Logistics Support Facility Naval Station Norfolk

Norfolk, Virginia

0’

0’

30’

75’

60’

150’

120’

300’

B-01

B-12

Source:

Google Earth 2021

D-01

GB-9

GB-4

S-03

Field Test Location

CS: Composite Sample

GB-2

CEP 204

CEP 126

D Avenue n d S tre e t

GB-6

CPT-2

C-3

C-2

GB-1A

C-1 charles.crawley Oval charles.crawley Oval charles.crawley Oval

NON-NORMALIZED

SOIL BEHAVIOR TYPE*

Soil behavior type is the classification of the soil based on its behavior and not necessarily the actual soil type.

2712 Southern Boulevard, Suite 101

Virginia Beach, VA 23452

GeoEnvironmental Resources, Inc.

DRAWING NUMBERPROJECT NUMBER

SUBSURFACE PROFILE

GERGeoEnvironmental Resources, Inc.

Consulting Engineers

Environmental Groundwater

Hazardous Materials Geotechnical

Industrial Hygiene

110-7852

P-702 Submarine Logistics Support Facilities Naval Station Norfolk

Norfolk, VA

Sensitive Fine Grained (Silts & Clays)

Organic Soils to Peat

Sandy Silt to Clayey Silt

Clay

Clay to Silty Clay

Clayey Silt to Silty Clay

Silty Sand to Sandy Silt

Sand to Silty Sand

Sand

Gravelly Sand to Sand

Very Stiff Fine Grained (Silt & Clay)

Very Dense Sand to Clayey Sand

-100

-90

-80

-70

-60

-50

-40

-30

-20

-10

E le v a ti o n ft

4 2 0 100 200 300 fs (tsf) qt (tsf)

CPT -2

S B T 4 2 0 100 200 300 fs (tsf) qt (tsf)

CPT-3

S B T

4 2 0 100 200 300 fs (tsf) qt (tsf)

SCPT-1

S B T

GB-1

Asphalt Gravel Fill CH, High Plasticity Clay

Slightly silty, poorly graded sand

SP, Poorly-graded Sand SM, Silty Sand USCS Clayey Sand

SC, Clayey Sand

Lithology Graphics

Borehole Number

SPT Blows

Explanation

GB-1

Borehole Lithology

Water Level Reading after drilling.

Water Level Reading at time of drilling.

sab Typewritten Text For clarity, not all testing logs shown.

APPENDIX B

FIELD TEST DATA

TEST BORING RECORDS

The enclosed test boring records represent our interpretation of the subsurface conditions encountered at the specific boring locations based on visual examination of the field samples obtained and selected laboratory classification testing if performed. The lines designating the interface between various strata on the boring records represent the approximate interface location. In addition, the transition between strata may be more gradual than indicated. Water levels shown represent the conditions only at the time of the field exploration. It is possible that soil and groundwater conditions between the individual boring locations will be different from those indicated. Boring elevations shown are approximate and are referenced to NAVD-88 unless noted otherwise.

Location Northing (ft) Easting (ft) Latitude Longitude Elevation (ft)

GB-1 3507060.654 12118306.73 36.93458998 -76.32586145 8.43

GB-2 3507138.107 12118190.93 36.93480677 -76.32625456 7.82

GB-3 3507189.733 12118376.84 36.93494251 -76.32560793 7.52

GB-4 3507293.209 12118125.96 36.93524216 -76.32645968 8.20

GB-5 3507058.703 12118221.99 36.93458525 -76.32615211 8.17

GB-6 3506918.968 12118321.69 36.93419897 -76.32582141 8.30

SCPT-1 3506912.843 12118245.52 36.93418800 -76.32608100 7.98

CPT -2 3506918.968 12118321.69 36.93420000 -76.32582000 8.17

CPT-3 3507058.703 12118221.99 36.93459000 -76.32615000 8.30

Notes:

Northing & Easting - NAD83

Latitude and Longitude - WGS84

Elevations - NAVD88

FIELD TESTING SUMMARY

P-702 Submarine Support Logistics Facility

GER Project 110-7852

BORING LOG LEGEND

after Terzaghi and Peck, 1968 after D. U. Deere, 1963, 1967

Resistance of a standard 2-inch O.D., 1.375-inch I.D. split spoon sampler driven by a 140 pound hammer free-falling 30 inches.

HARDNESS WEATHERING

Very Hard - Breaking specimens requires several hard hammer blows

- Hard hammer blow required to detach specimensHard

- Light hammer blow required to detachModerately Hard specimens

- May be scratched 1/16" deep by a knife or nail, breaksMedium into several pieces by light hammer blow

- Can be gouged readily by knife or nail, corners and edgesSoft broken by finger pressure

- May be carved with a knife and readily broken by fingerVery Soft pressure

Fresh - Fresh rock, bright crystals, no staining

- Minimum stainaing and discoloration, open joints containSlight clay

- Significant portions of rock shows staining andModerate discoloration, strong rock fragments

- All rock shows staining, rock fabric evident but reducedSevere strength

- All rock shows staining, rock mass effectivelyVery Severe reduced to soil with strong rock fragments remaining

- Rock reduced to soil with rock fabric not discernableComplete

DIAGNOSTIC

DESCRIPTION

Very Poor Poor Fair

Good Excellent

ROCK PARAMETER

FIELD/LAB RATIO

0.15 0.20 0.25

0.30 to 0.70

0.70 to 1.00

SPACING

Less than 2" 2" to 1' 1' to 3'

3' to 10' More than 10'

ROCK QUALITY

FRACTURES, JOINT SPACING AND BEDDING

RQD (%)

0 - 25 25 - 50 50 - 75 75 - 90 90 - 100

JOINTS

Very Close Close Moderately Close Wide Very Wide

BEDDING

Very Thin Thin Medium Thick Very Thick

CORRELATION OF RELATIVE DENSITY AND CONSISTENCY

WITH STANDARD PENETRATION TEST (SPT) RESISTANCE (ASTM D1586)

FIELD MEASURED SPT RESISTANCE (N) IN BLOWS PER FOOT OR PER 0.3 m

0 - 4 5 - 10 11 - 30 31 - 50

51 +

RELATIVE DENSITY

SAND & GRAVEL

Very Loose Loose

Medium Dense Dense

Very Dense

0 - 2 3 - 4 5 - 8

9 - 15 16 - 30 31 - 50

51 +

CONSISTENCY

SILT & CLAY

Very Soft Soft Firm Stiff

Very Stiff Hard

Very Hard

SPT

N

SPT

N

KEY TO DRILLING SYMBOLS AND ABBREVIATIONS

Undisturbed Sample (ASTM D1587)

Split Spoon Sample(ASTM D1586)

Water Table after Stabilization Period

Water Table at Time of Drilling

PP Pocket Penetrometer (tsf)

M.R. Mud Rotary Wash Drilling

H.S.A. Hollow Stem Auger Drilling

Loss of Drilling Fluid

Boring Cave In

Seepage into Borehole Rock Coring (ASTM D2113)

Core Recovery (%)REC

Rock Quality Designator (%)RQD

Weight of Hammer (N = 0)SPTW.O.H.Approximate Strata Change Depth Different Soil Classification Type

Approximate Strata Change Depth Similar Soil Classification Type

SOIL CLASSIFICATION CHART (ASTM D2487)

COARSE

GRAINED

SOILS

MORE THAN 50%

OF MATERIAL

IS LARGER

THAN NO. 200

SIEVE SIZE

FINE

GRAINED

SOILS

OTHER

SOILS

MORE THAN 50%

OF MATERIAL

IS SMALLER

THAN NO. 200

SIEVE SIZE

GRAVEL

AND

GRAVELLY

SOILS

MORE THAN 50%

OF COARSE

FRACTION

RETAINED ON

NO. 4 SIEVE

SAND

AND

SANDY

SOILS

MORE THAN 50%

OF COARSE

FRACTION

PASSING ON

NO. 4 SIEVE

SILTS

AND

CLAYS

HIGHLY ORGANIC SOILS

UNCONTROLLED FILLS

DECOMPOSED OR PARTIALLY

WEATHERED ROCK

CLEAN

GRAVELS

(LITTLE OR NO

FINES)

GRAVELS

WITH FINES

(APPRECIABLE

AMOUNT OF FINES)

CLEAN SANDS

(LITTLE OR NO

FINES)

SANDS WITH

FINES

(APPRECIABLE

AMOUNT OF FINES)

LOW PLASTICITY

LIQUID LIMIT

LESS THAN

HIGH PLASTICITY

LIQUID LIMIT

GREATER THAN

WELL-GRADED GRAVELS,

GRAVEL - SAND MIXTURES,

LITTLE OR NO FINES

POORLY-GRADED GRAVELS,

GRAVEL - SAND MIXTURES,

LITTLE OR NO FINES

SILTY GRAVELS, GRAVEL -

SAND - SILT MIXTURES

CLAYEY GRAVELS, GRAVEL -

SAND - CLAY MIXTURES

WELL-GRADED SANDS,

GRAVELLY SANDS, LITTLE OR

NO FINES

POORLY-GRADED SANDS,

GRAVELLY SAND, LITTLE OR

NO FINES

SILTY SANDS, SAND - SILT

MIXTURES

CLAYEY SANDS, SAND - CLAY

MIXTURES

INORGANIC SILTS, CLAYEY SILTS,

SILT-VERY FINE SAND MIXTURES,

ROCK FLOUR

INORGANIC CLAYS OF LOW TO

MEDIUM PLASTICITY,

GRAVELLY, SANDY, SILTY, &

LEAN CLAYS

ORGANIC SILTS AND ORGANIC

CLAYS OF LOW PLASTICITY

INORGANIC SILTS AND MICACEOUS,

DIATOMACEOUS AND ELASTIC

SILTY SOILS

INORGANIC CLAYS OF HIGH

PLASTICITY, FAT CLAYS

ORGANIC CLAYS OF MEDIUM TO

HIGH PLASTICITY, ORGANIC

SILTS

PEAT, HUMUS, MUCK, SWAMP SOILS

WITH VERY HIGH ORGANIC

CONTENTS

TRANSITIONAL MATERIAL BETWEEN SOIL AND

ROCK WHICH MAY RETAIN THE RELICT

STRUCTURE OF THE PARENT ROCK

DISTURBED SOILS WITH POSSIBLE DEBRIS

AND RUBBLE, OLD CONSTRUCTION

WASTES, NON-ENGINEERED BACKFILLS

MAJOR DIVISIONS

SYMBOLS

GRAPH LETTER

TYPICAL

DESCRIPTIONS

GW

GP

GM

GC

SW

SP

SM

SC

ML

CL

OL

MH

CH

OH

PT

PLASTICITY INDEX (PI) RELATIVE TO SWELL POTENTIAL

0 - 4 4 - 15 15 - 30

31+

None Slight or Low

Medium to High High to Very High

ADDITIONAL RELATIVE DESCRIPTIVE VALUES

Trace < 10% Little 10 - 20%

Some 20 - 30% Modifier > 30%

4.75 mm to 19.0 mm (#4 - 0.75 in.)

PARTICLE SIZE IDENTIFICATIONPLASTICITY CHART (ATTERBERG LIMITS)

BOULDERS:

COBBLES:

GRAVEL: Coarse -

Fine -

SANDS: Coarse -

Medium -

Fine -

SILTS & CLAYS:

Greater than 300 mm (12 in.)

75 mm to 300 mm (3 - 12 in.)

19.0 mm to 75 mm (0.75 - 3 in.)

2.00 mm to 4.75 mm

0.425 mm to 2.00 mm

0.075 mm to 0.425 mm

Less than 0.075 mm

Pavement - 3 inches Asphalt, 7 inches Crushed Stone

Uncontrolled FILL Sampled as silty SAND, brown, fine, trace clay and shell fragments, moist

Sandy Fat CLAY (CH) Firm, grayish brown to olive gray, moist

Poorly-graded SAND with Silt (SP-SM) Very loose to loose, gray, fine, wet

Poorly-graded SAND (SP) Very loose, dark olive gray, fine, trace shell fragments, wet Silty SAND (SM) Very loose, dark olive gray, fine, trace clay and shell fragments, wet

Sandy Fat CLAY (CH) Soft, dark olive gray, trace shell fragments, wet Clayey Silty SAND (SC-SM) Very loose, dark olive gray, fine, trace shell fragments, wet Fat CLAY with Silt (CH) Very soft, dark olive gray, trace organics and shell fragments Silty SAND (SM) Very loose to loose, gray, fine, trace clay, wet

Silty SAND (SM) Loose, light gray, fine to medium, with trace fine gravel and shell fragments, wet Clayey Silty SAND (SC-SM) Loose, light gray, fine to medium, trace fine gravel, organics, and shell fragments, wet Fat CLAY with Silt (CH) Firm, light gray, trace shell fragments Clayey SAND (SC) Very loose, tan to gray, fine, trace to little silt, wet

Composite sample taken from 1'-6'

P.P. = 0.172 Tsf

P.P. = 0.156 Tsf

P.P. = 0.188 Tsf

TEST BORING RECORD

Penetration Resistance (blows/foot) S P T

Elevation m

-1

-2

-3

-5

-10

Geotechnical, Environmental, Hazardous Materials, Groundwater & Industrial Consultants

Ground WaterMaterial DescriptionLith-ology Depth ft m ft 0 25 50

GER Project Number: 110-7852

Client: Bamforth Engineers+Surveyors

Uncorrected

Boring #:

Project: P-702 Submarine Logistics Support

Location: Naval Station Norfolk, VA

Date Drilled: 2/19/2021

Driller: Fishburne

Logged By: Douglas Suttle Jr.

Drill Method: 3" Mud Rotary

Hammer: Automatic Rig: CME 45C

Datum: NAD83

Datum: WGS84

Surface Elev. (ft): 8.4

Vertical Datum: NAVD88

GB-1 (Page 1 of 3)

E

LE

V A

T

IO

N A

N D

C O

O R

D

IN

A T

E S

S H

A

LL

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Latitude: 36.93459 Longitude: -76.32586

GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

Comments N

Northing (ft): 3507060.7 Easting (ft): 12118306.7

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Silty SAND (SM) Very loose, gray, fine, trace shell fragments, wet

Clayey SAND (SC) Very loose, gray, fine, trace shell fragments, wet

Silty SAND (SM) Loose, gray, fine, trace to little clay, trace shell fragments, wet

Clayey SAND (SC) Very loose to loose, gray, fine, trace shell fragments, wet

Silty SAND (SM) Loose, olive gray, fine, trace clay, little shell fragments, wet

Clayey SAND (SC) Loose, gray, fine, trace shell fragments, wet

TEST BORING RECORD

Penetration Resistance (blows/foot) S P T

Elevation m

-4

-5

-6

-7

-8

-9

-10

-15

-20

-25

-30

Geotechnical, Environmental, Hazardous Materials, Groundwater & Industrial Consultants

Ground WaterMaterial DescriptionLith-ology Depth ft m ft 0 25 50

GER Project Number: 110-7852

Client: Bamforth Engineers+Surveyors

Uncorrected

Boring #:

Project: P-702 Submarine Logistics Support

Location: Naval Station Norfolk, VA

Date Drilled: 2/19/2021

Driller: Fishburne

Logged By: Douglas Suttle Jr.

Drill Method: 3" Mud Rotary

Hammer: Automatic Rig: CME 45C

Datum: NAD83

Datum: WGS84

Surface Elev. (ft): 8.4

Vertical Datum: NAVD88

GB-1 (Page 2 of 3)

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Latitude: 36.93459 Longitude: -76.32586

GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

Comments N

Northing (ft): 3507060.7 Easting (ft): 12118306.7

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Clayey SAND (SC) Loose, gray, fine, trace shell fragments, wet (continued)

Silty SAND (SM) Loose, gray, fine, wet

Clayey SAND (SC) Medium dense, gray, fine, wet

Silty SAND (SM) Loose to medium dense, olive gray, fine, trace to little shell fragments, wet

Boring terminated at 60 feet.

TEST BORING RECORD

Penetration Resistance (blows/foot) S P T

Elevation m

-11

-12

-13

-14

-15

-16

-35

-40

-45

-50

Geotechnical, Environmental, Hazardous Materials, Groundwater & Industrial Consultants

Ground WaterMaterial DescriptionLith-ology Depth ft m ft 0 25 50

GER Project Number: 110-7852

Client: Bamforth Engineers+Surveyors

Uncorrected

Boring #:

Project: P-702 Submarine Logistics Support

Location: Naval Station Norfolk, VA

Date Drilled: 2/19/2021

Driller: Fishburne

Logged By: Douglas Suttle Jr.

Drill Method: 3" Mud Rotary

Hammer: Automatic Rig: CME 45C

Datum: NAD83

Datum: WGS84

Surface Elev. (ft): 8.4

Vertical Datum: NAVD88

GB-1 (Page 3 of 3)

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Latitude: 36.93459 Longitude: -76.32586

GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

Comments N

Northing (ft): 3507060.7 Easting (ft): 12118306.7

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Pavement - 2 inches Asphalt, 7 inches Crushed Stone

UNCONTROLLED FILL

Sampled as silty SAND, strong brown, fine, trace clay and shell fragments, moist

Clayey SAND (SC) Loose, strong brown, fine, little shell fragments, moist

Silty SAND (SM) Medium dense, dark gray, fine, trace clay, moist

Silty SAND (SM) Medium dense, olive gray, fine, trace shell fragments, wet Clayey Silty SAND (SC-SM) Medium dense, olive gray, fine, trace shell fragments, wet

Silty SAND (SM) Loose, gray, fine, wet

Boring terminated at 10 feet.

Composite sample taken from 1'-6'

TEST BORING RECORD

Penetration Resistance (blows/foot) S P T

Elevation m

-1

Geotechnical, Environmental, Hazardous Materials, Groundwater & Industrial Consultants

Ground WaterMaterial DescriptionLith-ology Depth ft m ft 0 25 50

GER Project Number: 110-7852

Client: Bamforth Engineers+Surveyors

Uncorrected

Boring #:

Project: P-702 Submarine Logistics Support

Location: Naval Station Norfolk, VA

Date Drilled: 2/19/2021

Driller: Fishburne

Logged By: Douglas Suttle Jr.

Drill Method: 3" Mud Rotary

Hammer: Automatic Rig: CME 45C

Datum: NAD83

Datum: WGS84

Surface Elev. (ft): 7.8

Vertical Datum: NAVD88

GB-2 (Page 1 of 1)

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Latitude: 36.93481 Longitude: -76.32625

GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

Comments N

Northing (ft): 3507138.1 Easting (ft): 12118190.9

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Pavement - 3 inches Asphalt, 5 inches Crushed Stone

Uncontrolled FILL Sampled as clayey SAND, brown, fine, trace shell fragments, moist

Sandy Fat CLAY (CH) Stiff, dark olive gray, trace shell fragments, moist Silty SAND (SM) Very loose to loose, gray, fine, moist

Clayey Silty SAND (SC-SM) Very loose, dark olive gray, fine, trace shell fragments, moist to wet

Silty SAND (SM) Very loose, dark olive gray, fine, trace clay, and organics, little shell fragments, wet

Silty SAND (SM) Very loose, gray, fine, trace organics, wet

Clayey SAND (SC) Very loose, dark olive gray, fine, trace organics, trace to little shell fragments, wet

Boring terminated at 10 feet.

Composite sample taken from 1'-6'

P.P. = 0.172 Tsf

P.P. - Not tested

Fat CLAY lens encountered at 9.5'

TEST BORING RECORD

Penetration Resistance (blows/foot) S P T

Elevation m

-1

Geotechnical, Environmental, Hazardous Materials, Groundwater & Industrial Consultants

Ground WaterMaterial DescriptionLith-ology Depth ft m ft 0 25 50

GER Project Number: 110-7852

Client: Bamforth Engineers+Surveyors

Uncorrected

Boring #:

Project: P-702 Submarine Logistics Support

Location: Naval Station Norfolk, VA

Date Drilled: 2/19/2021

Driller: Fishburne

Logged By: Douglas Suttle Jr.

Drill Method: 3" Mud Rotary

Hammer: Automatic Rig: CME 45C

Datum: NAD83

Datum: WGS84

Surface Elev. (ft): 7.5

Vertical Datum: NAVD88

GB-3 (Page 1 of 1)

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Latitude: 36.93494 Longitude: -76.32561

GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

Comments N

Northing (ft): 3507189.7 Easting (ft): 12118376.8

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Pavement - 2 inches Asphalt, 8 inches Crushed Stone

Uncontrolled FILL Sampled as silty SAND, brown, fine, trace shell fragments, moist

Poorly-graded SAND with Silt (SP-SM) Medium dense, tan, fine to medium, moist

Silty SAND (SM) Medium dense, tan, fine, moist to wet

Silty SAND (SM) Very loose to loose, olive gray, fine, trace shell fragments, wet

Poorly-graded SAND with Silt (SP-SM) Loose, gray, fine to medium, wet

Boring terminated at 10 feet.

Silty SAND lens encounterd at 8.5' Noted with 2" clay nodule.

TEST BORING RECORD

Penetration Resistance (blows/foot) S P T

Elevation m

-1

Geotechnical, Environmental, Hazardous Materials, Groundwater & Industrial Consultants

Ground WaterMaterial DescriptionLith-ology Depth ft m ft 0 25 50

GER Project Number: 110-7852

Client: Bamforth Engineers+Surveyors

Uncorrected

Boring #:

Project: P-702 Submarine Logistics Support

Location: Naval Station Norfolk, VA

Date Drilled: 2/19/2021

Driller: Fishburne

Logged By: Douglas Suttle Jr.

Drill Method: 3" Mud Rotary

Hammer: Automatic Rig: CME 45C

Datum: NAD83

Datum: WGS84

Surface Elev. (ft): 8.2

Vertical Datum: NAVD88

GB-4 (Page 1 of 1)

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Latitude: 36.93524 Longitude: -76.32646

GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

Comments N

Northing (ft): 3507293.2 Easting (ft): 12118126.0

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Pavement - 4.75 inches Asphalt, 5 inches Crushed Stone

UNCONTROLLED FILL

Sampled as clayey SAND, dark brown to strong brown, fine, little shell fragments, moist

Silty SAND (SM) Loose to medium dense, tan mottled gray, fine, moist

Clayey Silty SAND (SC-SM) Loose, olive gray, fine, trace to little shell fragments, moist to wet

Silty SAND (SM) Loose, gray, fine, wet

Clayey SAND (SC) Very loose to loose, olive gray, fine, trace to little shell fragments, wet

Clayey Silty SAND (SC-SM) Very loose, olive gray, fine, trace to little shell fragments, wet

Boring terminated at 10 feet.

Noted with 2" clay nodule.

TEST BORING RECORD

Penetration Resistance (blows/foot) S P T

Elevation m

-1

Geotechnical, Environmental, Hazardous Materials, Groundwater & Industrial Consultants

Ground WaterMaterial DescriptionLith-ology Depth ft m ft 0 25 50

GER Project Number: 110-7852

Client: Bamforth Engineers+Surveyors

Uncorrected

Boring #:

Project: P-702 Submarine Logistics Support

Location: Naval Station Norfolk, VA

Date Drilled: 2/25/2021

Driller: Fishburne

Logged By: Douglas Suttle Jr.

Drill Method: 3" Mud Rotary

Hammer: Automatic Rig: CME 45C

Datum: NAD83

Datum: WGS84

Surface Elev. (ft): 8.2

Vertical Datum: NAVD88

GB-5 (Page 1 of 1)

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Latitude: 36.93459 Longitude: -76.32615

GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

Comments N

Northing (ft): 3507058.7 Easting (ft): 12118222.0

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Pavement -1.75 inches Asphalt, 8 inches Crushed Stone

Uncontrolled FILL Sampled as silty SAND, brown, fine, trace clay and shell fragments, moist

Clayey SAND (SC) Medium dense, brown, fine, trace shell fragments, moist

Silty SAND (SM) Medium dense, brown, fine, trace shell fragments, moist

Poorly-graded SAND with Silt (SP-SM) Medium dense, tan, fine to coarse, trace fine gravel, moist to wet

Poorly-graded SAND with Silt (SP-SM) Medium dense, tan, fine to coarse, trace to little fine gravel, wet

Poorly-graded SAND with Silt (SP-SM) Loose to medium dense, olive gray to brown, fine to coarse, trace to little fine to coarse gravel, trace shell fragments, wet

Boring terminated at 10 feet.

Composite sample taken from 1'-6'

TEST BORING RECORD

Penetration Resistance (blows/foot) S P T

Elevation m

-1

Geotechnical, Environmental, Hazardous Materials, Groundwater & Industrial Consultants

Ground WaterMaterial DescriptionLith-ology Depth ft m ft 0 25 50

GER Project Number: 110-7852

Client: Bamforth Engineers+Surveyors

Uncorrected

Boring #:

Project: P-702 Submarine Logistics Support

Location: Naval Station Norfolk, VA

Date Drilled: 2/19/2021

Driller: Fishburne

Logged By: Douglas Suttle Jr.

Drill Method: 3" Mud Rotary

Hammer: Automatic Rig: CME 45C

Datum: NAD83

Datum: WGS84

Surface Elev. (ft): 8.3

Vertical Datum: NAVD88

GB-6 (Page 1 of 1)

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Latitude: 36.93420 Longitude: -76.32582

GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

Comments N

Northing (ft): 3506919.0 Easting (ft): 12118321.7

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Location Northing (ft) Easting (ft) Latitude Longitude

GB-1A 3506860.930 12118276.53 36.93404349 -76.32597902

C-2 3507200.663 12118110.45 36.93498686 -76.32652036

C-3 3507297.170 12118210.80 36.93524551 -76.32616950

Notes:

Northing & Easting - NAD83

Latitude & Longitude - WGS84

TESTING LOCATION SUMMARY

P-702 Submarine Logistics Support Facility

GER Project 110-7715

Pavement - 2 inches Asphalt, 10 inches Crushed Stone Uncontrolled FILL Sampled as silty SAND, black, fine, trace clay, gravel, and brick, moist Uncontrolled FILL Sampled as silty SAND, grayish green to light brown, fine, trace clay, moist

Fat CLAY with Silt (CH) Firm, gray green, moist Poorly-graded SAND (SP) Loose, gray green, fine to medium, wet Poorly-graded SAND (SP) Loose, gray, fine to medium, trace fine gravel, trace shellf fragments, wet Silty SAND (SM) Loose, gray green, fine, trace clay, trace shell fragments, wet Poorly-graded SAND (SP) Loose, gray, fine to medium, trace shell fragments, wet Poorly-graded SAND with Silt (SP-SM) Very loose, gray green, fine, trace clay, wet Silty SAND (SM) Very loose, gray green, fine, trace clay, wet

Clayey SAND (SC) Very loose, yellowish gray green, fine, wet

Clayey SAND (SC) Very loose, orange, fine to medium, wet

Silty SAND (SM) Very loose, yellowish gray green, fine to medium, wet

Silty SAND (SM) Loose, gray green, fine, trace to little clay, wet

TEST BORING RECORD

Penetration Resistance (blows/foot) S P T

Elevation m

-1

-2

-3

-4

-5

-6

-7

-8

-5

-10

-15

-20

-25

Geotechnical, Environmental, Hazardous Materials, Groundwater & Industrial Consultants

Ground WaterMaterial DescriptionLith-ology Depth ft m ft 0 25 50

GER Project Number: 110-7715

Client: Bamforth Engineers+Surveyors

Uncorrected

Boring #:

Project: P-702 Submarine Logistics Support

Location: Naval Operations Base, Norfolk, VA

Date Drilled: 2/14/2020

Driller: Fishburne

Logged By: Douglas Suttle Jr.

Drill Method: 3" Mud Rotary

Hammer: Automatic Rig: CME 45C

Datum: NAD83

Datum: WGS84

Surface Elev. (ft): 8.0

Vertical Datum: NAVD88

GB-1A (Page 1 of 2)

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Latitude: 36.93404 Longitude: -76.32598

GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

Comments N

Northing (ft): 3506860.9 Easting (ft): 12118276.5

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/2

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Silty SAND (SM) Loose, gray green, fine, trace shell fragments, wet (continued) Silty SAND (SM) Firm, gray green, fine, trace clay, trace shell fragments, wet

Boring terminated at 60 feet.

TEST BORING RECORD

Penetration Resistance (blows/foot) S P T

Elevation m

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

-30

-35

-40

-45

-50

-55

-60

Geotechnical, Environmental, Hazardous Materials, Groundwater & Industrial Consultants

Ground WaterMaterial DescriptionLith-ology Depth ft m ft 0 25 50

GER Project Number: 110-7715

Client: Bamforth Engineers+Surveyors

Uncorrected

Boring #:

Project: P-702 Submarine Logistics Support

Location: Naval Operations Base, Norfolk, VA

Date Drilled: 2/14/2020

Driller: Fishburne

Logged By: Douglas Suttle Jr.

Drill Method: 3" Mud Rotary

Hammer: Automatic Rig: CME 45C

Datum: NAD83

Datum: WGS84

Surface Elev. (ft): 8.0

Vertical Datum: NAVD88

GB-1A (Page 2 of 2)

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Latitude: 36.93404 Longitude: -76.32598

GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

Comments N

Northing (ft): 3506860.9 Easting (ft): 12118276.5

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PHOTOGRAPH RECORD OF PAVEMENT CORING

Project: P-702 Submarine Logistics Support Facility

Project #: 110-7852 Location: Norfolk, Virginia Client: Bamforth Engineers

Core No.: GB-1 Date Cored: 2/19/2021 Latitude: 36.93459 Longitude: -76.32586

Visual Description: 3.0” Asphalt over 7” Crushed Stone

Subgrade Description: Uncontrolled FILL: silty SAND, brown

Project #: 110-7852

Core No.: GB-2

Latitude: 36.93481 Longitude: -76.32625

Visual Description: 2.0” Asphalt over 7” Crushed Stone

Description: Uncontrolled FILL: silty SAND, strong brown

Project #: 110-7852

Core No.: GB-3

Latitude: 36.93494 Longitude: -76.32561

Visual Description: 3.0” Asphalt over 5” Crushed Stone

Description: Uncontrolled FILL: clayey SAND, brown

Project #: 110-7852

Core No.: GB-4

Latitude: 36.93524 Longitude: -76.32646

Visual Description: 2.0” Asphalt over 8” Crushed Stone

Support Facility

Project #: 110-7852 Location: Norfolk, Virginia Client: Bamforth Engineers

Core No.: CPT-3/GB-5 Date Cored: 2/25/2021 Latitude: 36.93459 Longitude: -76.32615

Visual Description: 4.75” Asphalt over 5’’ Crushed Stone

Description: Uncontrolled FILL: clayey SAND, dark brown to strong brown

Support Facility

Project #: 110-7852 Location: Norfolk, Virginia Client: Bamforth Engineers

Core No.: CPT-2/GB-6 Date Cored: 2/19/2021 Latitude: 36.93420 Longitude: -76.32582

Visual Description: 1.75” Asphalt over 8” Crushed Stone

Project #: 110-7852

Core No.: GB-7

Latitude: 36.93368 Longitude: -76.32645

Visual Description: 2.0” Asphalt over 6” Crushed Stone

Project #: 110-7852

Core No.: GB-8

Latitude: 36.93387 Longitude: -76.32582

Visual Description: 2.0” Asphalt over 6” Crushed Stone

Project #: 110-7852

Core No.: GB-9

Latitude: 36.93474 Longitude: -76.32675

Visual Description: 2.75” Asphalt over 5” Crushed Stone

Project #: 110-7852

Core No.: SCPT-1/GB-10

Latitude: 36.93418841 Longitude: -76.32608153

Visual Description: 2.25” Asphalt over 7 inches Crushed Stone

Support Facilities

Project #: 110-7715 Location: Norfolk, Virginia Client: Bamforth

Photograph of Pavement Core Description

Core No.: GB-1A Date Cored: 2/14/2020 Latitude: 36.93404349 Longitude: -76.32597902

Visual Description: 2” surface asphalt

Base: 10’’ Crushed Stone Subgrade: FILL-silty SAND (SM)

Core No.: C-2 Date Cored: 2/14/2020 Latitude: 36.93498686 Longitude: -76.32652036

Visual Description: 2.25” surface asphalt

Base: 8’’ Crushed Stone

Subgrade: Probable FILL-silty SAND (SM)

Core No.: C-3 Date Cored: 2/14/2020 Latitude: 36.93524551 Longitude: -76.32616950

Visual Description: 2.25” surface asphalt

Base: 8’’ Crushed Stone

Subgrade: Probable FILL-silty SAND (SM)

PRESENTATION OF SITE INVESTIGATION RESULTS

P-702

Prepared for:

GeoEnvironmental Resources, Inc.

ConeTec Job No: 21-54-21972

Project Start Date: 23-Feb-2021 Project End Date: 23-Feb-2021

Report Date: 24-Feb-2021

Prepared by:

ConeTec Inc.

606-S Roxbury Industrial Center

Charles City, VA 23030

Tel: (804) 966-5696 Fax: (804) 966-5697

Toll Free: (800) 504-1116

ConeTecVA@conetec.com www.conetec.com www.conetecdataservices.com mailto:ConeTecVA@conetec.com http://www.conetec.com/ http://www.conetecdataservices.com/

Introduction

The enclosed report presents the results of the site investigation program conducted by ConeTec Inc. for GER, Inc. at Norfolk Naval Station in Norfolk, VA. The program consisted of two cone penetration tests, and one seismic cone penetration test (SCPTu) at locations selected and numbered under the direction of GER, Inc. personnel. The purpose of the program was to evaluate existing site conditions. Please note that this report, which also includes all accompanying data, are subject to the 3rd Party Disclaimer and Client Disclaimer that follow in the ‘Limitations’ section of this report.

Project Information

Project

Client GER, Inc.

Project P-702

ConeTec project number 21-54-21972

An aerial overview from CESIUM including the CPTu and SCPTu test locations is presented below.

Rig Description Deployment System Test Type

20-ton Truck Rig Integrated Ramset CPTu, SCPTu

Coordinates

Test Type Collection Method EPSG Number

CPTu, SCPTu Handheld GPS 4326

Cone Penetrometers Used for this Project

Cone Description Cone

Number

Cross

Sectional

Area (cm2)

Sleeve

Area

(cm2)

Tip

Capacity

(bar)

Sleeve

Capacity

(bar)

Pore Pressure

Capacity

(bar)

603:T1500F15U35 EC603 15 225 1500 15 35

Cone EC603 as used for all CPT soundings.

Cone Penetration Test (CPTu)

Depth reference Depths are referenced to the existing ground surface at the time of each test.

Tip and sleeve data offset

0.1 meter

This has been accounted for in the CPT data files.

Additional plots Normalized, Advanced, SBT Scatter, Shear wave

Calculated Geotechnical Parameter Tables

Additional information

The Normalized Soil Behavior Type Chart based on Qtn (SBT Qtn) (Robertson, 2009) was used to classify the soil for this project. A detailed set of calculated CPTu parameters have been generated and are provided in Excel format files in the release folder. The CPTu parameter calculations are based on values of corrected tip resistance (qt) sleeve friction (fs) and pore pressure (u2).

Effective stresses are calculated based on unit weights that have been assigned to the individual soil behaviour type zones and the assumed equilibrium pore pressure profile.

Soils were classified as either drained or undrained based on the Qtn Normalized Soil Behavior Type Chart (Robertson, 2009). Calculations for both drained and undrained parameters were included for materials that classified as silt mixtures (zone 4).

For calculating undrained shear strength based on pore pressure (Su(NΔu)) and undrained shear strength based on cone tip resistance (Su(Nkt)), an NΔu value of 8 and an Nkt value of 15 were selected. These values were based on a best fit of the CPTu Su to the VST peak Su results.

Limitations

3rd Party Disclaimer

This report titled “P-702”, referred to as the (“Report”), was prepared by ConeTec for GER, Inc..

The Report is confidential and may not be distributed to or relied upon by any third parties without the express written consent of ConeTec. Any third parties gaining access to the Report do not acquire any rights as a result of such access. Any use which a third party makes of the Report, or any reliance on or decisions made based on it, are the responsibility of such third parties. ConeTec accepts no responsibility for loss, damage and/or expense, if any, suffered by any third parties as a result of decisions made, or actions taken or not taken, which are in any way based on, or related to, the Report or any portion(s) thereof.

Client Disclaimer

ConeTec was retained by GER, Inc. to collect and provide the raw data (“Data”) which is included in this report titled “P-702”, which is referred to as the (“Report”). ConeTec has collected and reported the Data in accordance with current industry standards. No other warranty, express or implied, with respect to the Data is made by ConeTec. In order to properly understand the Data included in the Report, reference must be made to the documents accompanying and other sources referenced in the Report in their entirety. Any analysis, interpretation, judgment, calculations and/or geotechnical parameters (collectively “Interpretations”) included in the Report, including those based on the Data, are outside the scope of ConeTec’s retainer and are included in the Report as a courtesy only. Other than the Data, the contents of the Report (including any Interpretations) should not be relied upon in any fashion without independent verification and ConeTec is in no way responsible for any loss, damage or expense resulting from the use of, and/or reliance on, such material by any party.

CONE PENETRATION TEST - eSeries

Cone penetration tests (CPTu) are conducted using an integrated electronic piezocone…