B09_Att_21_Exhibit_B_Previous_Reports_0002.pdf

EXHIBIT B

PREVIOUS REPORTS

\\Hqfs1\sys\P2009\0469\D10\Deliverables\Report\COLO\95% Report\mkf_NPSCOLOReport_20140226.docx

Subsurface Boring Laboratory Analysis Report

APPENDICES

APPENDIX I Boring Location Plan

APPENDIX II Soil Boring Logs

APPENDIX III Unified Soil Classification System and Reference Notes for Boring Logs

APPENDIX IV Laboratory Testing Summary

Appendix I

Boring Location Plan

LEGEND

- Approximate Boring Location

SCALE

NTS

SOURCE

Fuss & O’Neill, Inc.

Dated: November 2013

FIGURE 1

BORING LOCATION PLAN

Jones Mill Pond Dam Exploration Colonial National Historical Parkway

York, Virginia

ECS PROJECT NO. 07:12111

B-1 B-2

HA-1

HA-2

HA-3

HA-6

HA-4

HA-5

Appendix II

Soil Boring Logs

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

SS

SS

SS

SS

SS

SS

SS

SS

SS

Concrete Depth [7"]

[2" of Gravel]

Embankment Fill consisting of, orangish brown, fine to medium, CLAYEY SAND, loose, moist

(SC FILL)

Embankment Fill consisting of, orangish brown, fine to medium, SILTY SAND, trace clay, loose, moist (SM FILL)

Embankment Fill consisting of, orangish brown, SANDY LEAN CLAY, trace gravel from 5 to 13 feet, medium stiff, moist (CL FILL)

Embankment Fill consisting of, dark gray, fine to medium, CLAYEY SAND, loose to very loose, moist to wet (SC FILL)

Orangish brown, SANDY LEAN CLAY, soft, wet

(CL)

WOH

WOH

WOH

6 32

20.1

CLIENT

Fuss & O'Neill, Inc.

JOB #

12111

BORING #

B-1

SHEET

PROJECT NAME

Jones Mill Pond Dam

ARCHITECT-ENGINEER

SITE LOCATION

York County, Virginia

NORTHING EASTING STATION

CONTINUED ON NEXT PAGE.

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

WL 18.00 WS WD BORING STARTED 12/11/13

WL(BCR) WL(ACR) BORING COMPLETED 12/11/13 CAVE IN DEPTH

WL RIG Badger-1 FOREMAN T.D. DRILLING METHOD Hollow Stem Auger

D E

P T

H

F T

S A

M P

L E

N O

S A

M P

L E

T Y

P E

S A

M P

L E

D

IS

T (I

N

R E

C O

V E

R Y

IN

SURFACE ELEVATION

DESCRIPTION OF MATERIAL

W A

T E

R L

E V

E L

S

E L

E V

A T

IO

N

F

T

B L

O W

S /6

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS

BOTTOM OF CASING LOSS OF CIRCULATION

CALIBRATED PENETROMETER TONS/FT2

PLASTIC

LIMIT %

WATER

CONTENT %

LIQUID

LIMIT %

ROCK QUALITY DESIGNATION & RECOVERY

RQD% REC.%

STANDARD PENETRATION

BLOWS/FT

S-10

S-11

S-12

S-13

SS

SS

SS

SS

Orangish brown, SANDY LEAN CLAY, soft, wet

(CL)

Greenish gray, fine to medium, SILTY SAND, trace clay and marine shell fragments, very loose, wet (SM)

Dark gray and black, ORGANIC SANDY CLAY, soft to medium stiff, wet (OL/OH)

Dark gray, fine to medium, SILTY SAND, trace clay and marine shell fragments, very loose, wet

(SM)

END OF BORING @ 50.00'

WOH

WOH

WOH

CLIENT

Fuss & O'Neill, Inc.

JOB #

12111

BORING #

B-1

SHEET

PROJECT NAME

Jones Mill Pond Dam

ARCHITECT-ENGINEER

SITE LOCATION

York County, Virginia

NORTHING EASTING STATION

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

WL 18.00 WS WD BORING STARTED 12/11/13

WL(BCR) WL(ACR) BORING COMPLETED 12/11/13 CAVE IN DEPTH

WL RIG Badger-1 FOREMAN T.D. DRILLING METHOD Hollow Stem Auger

D E

P T

H

F T

S A

M P

L E

N O

S A

M P

L E

T Y

P E

S A

M P

L E

D

IS

T (I

N

R E

C O

V E

R Y

IN

SURFACE ELEVATION

DESCRIPTION OF MATERIAL

W A

T E

R L

E V

E L

S

E L

E V

A T

IO

N

F

T

B L

O W

S /6

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS

BOTTOM OF CASING LOSS OF CIRCULATION

CALIBRATED PENETROMETER TONS/FT2

PLASTIC

LIMIT %

WATER

CONTENT %

LIQUID

LIMIT %

ROCK QUALITY DESIGNATION & RECOVERY

RQD% REC.%

STANDARD PENETRATION

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

SS

SS

SS

SS

SS

SS

SS

SS

SS

Concrete Depth [7"]

[2" of Gravel]

Embankment Fill consisting of, orangish brown, SANDY LEAN CLAY, trace gravel, medium stiff to stiff, moist (CL FILL)

Embankment Fill consisting of, orangish brown, fine to medium, CLAYEY SAND, loose to very loose, moist (SC FILL)

Embankment Fill consisting of, orangish brown, SANDY LEAN CLAY, soft, moist (CL FILL)

Orangish brown, SANDY LEAN CLAY, soft, very moist (CL)

Brownish orange, fine to medium, CLAYEY SAND, very loose, moist (SC)

Orange and dark gray, SANDY LEAN CLAY, trace marine shell fragments, soft to very soft, very moist (CL)

WOH

WOH

4 20.6

3 29.5

CLIENT

Fuss & O'Neill, Inc.

JOB #

12111

BORING #

B-2

SHEET

PROJECT NAME

Jones Mill Pond Dam

ARCHITECT-ENGINEER

SITE LOCATION

York County, Virginia

NORTHING EASTING STATION

CONTINUED ON NEXT PAGE.

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

WL 35.00 WS WD BORING STARTED 12/11/13

WL(BCR) WL(ACR) BORING COMPLETED 12/11/13 CAVE IN DEPTH

WL RIG Badger-1 FOREMAN T.D. DRILLING METHOD Hollow Stem Auger

D E

P T

H

F T

S A

M P

L E

N O

S A

M P

L E

T Y

P E

S A

M P

L E

D

IS

T (I

N

R E

C O

V E

R Y

IN

SURFACE ELEVATION

DESCRIPTION OF MATERIAL

W A

T E

R L

E V

E L

S

E L

E V

A T

IO

N

F

T

B L

O W

S /6

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS

BOTTOM OF CASING LOSS OF CIRCULATION

CALIBRATED PENETROMETER TONS/FT2

PLASTIC

LIMIT %

WATER

CONTENT %

LIQUID

LIMIT %

ROCK QUALITY DESIGNATION & RECOVERY

RQD% REC.%

STANDARD PENETRATION

S-10

S-11

SS

SS

Orange and dark gray, SANDY LEAN CLAY, trace marine shell fragments, soft to very soft, very moist (CL)

Black and dark gray, ORGANIC CLAY, trace sand, medium stiff, wet (OL/OH)

END OF BORING @ 40.00'

CLIENT

Fuss & O'Neill, Inc.

JOB #

12111

BORING #

B-2

SHEET

PROJECT NAME

Jones Mill Pond Dam

ARCHITECT-ENGINEER

SITE LOCATION

York County, Virginia

NORTHING EASTING STATION

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

WL 35.00 WS WD BORING STARTED 12/11/13

WL(BCR) WL(ACR) BORING COMPLETED 12/11/13 CAVE IN DEPTH

WL RIG Badger-1 FOREMAN T.D. DRILLING METHOD Hollow Stem Auger

D E

P T

H

F T

S A

M P

L E

N O

S A

M P

L E

T Y

P E

S A

M P

L E

D

IS

T (I

N

R E

C O

V E

R Y

IN

SURFACE ELEVATION

DESCRIPTION OF MATERIAL

W A

T E

R L

E V

E L

S

E L

E V

A T

IO

N

F

T

B L

O W

S /6

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS

BOTTOM OF CASING LOSS OF CIRCULATION

CALIBRATED PENETROMETER TONS/FT2

PLASTIC

LIMIT %

WATER

CONTENT %

LIQUID

LIMIT %

ROCK QUALITY DESIGNATION & RECOVERY

RQD% REC.%

STANDARD PENETRATION

Topsoil Depth [6"]

Embankment Fill consisting of, orangish brown, fine to medium, CLAYEY SAND, trace marine shell fragments, moist (SC FILL)

Embankment Fill consisting of, orangish brown, SANDY LEAN CLAY, wet (CL FILL)

Embankment Fill consisting of, orangish brown, fine to medium, CLAYEY SAND, wet (SC FILL)

HAND AUGER REFUSAL @ 6.00'

M

M

M

M

M

VD

5-6-6

2-3-3

S-1

S-2

S-3

S-4

S-5

S-6

30.0

PROJECT NAME:

Jones Mill Pond Dam

AUGER HOLE #:

HA-1

CLIENT:

Fuss & O'Neill, Inc.

JOB #:

12111

SURFACE

ELEVATION

LOCATION:

York County, Virginia

ARCH./ENG:

DESCRIPTION OF MATERIAL

REMARKS:

hand auger refusal due to encountering groundwater at a depth of 2-feet below the existing site elevations.

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

EXCAVATION EFFORT: E - EASY M - MEDIUM D - DIFFICULT VD - VERY DIFFICULT

CONTRACTOR: OPERATOR:

R.R.

ECS ENG'R:

Sara B. Phillips

MAKE: MODEL: DATE:

12/11/13

REACH: CAPACITY: UNITS:

DEPTH

(FT.)

ELEV.

(FT.)

EXCAV.

EFFORT

DCP QP

SAMPLE

NO.

MOIST.

CONT.

Topsoil Depth [4"]

Embankment Fill consisting of, orangish brown, SANDY LEAN CLAY, moist (CL FILL)

Embankment Fill consisting of, orangish brown, fine to medium, CLAYEY SAND, moist (SC FILL)

Embankment Fill consisting of, orangish brown, SANDY LEAN CLAY, moist (CL FILL)

END OF HAND AUGER @ 10.00'

M

M

M

M

M

D

M

M

D

VD

4-4-4

2-3-2

3-3-2

3-2-3

12-9-7

3-4-6

5-3-7

5-6-8

4-4-6

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

24.7

PROJECT NAME:

Jones Mill Pond Dam

AUGER HOLE #:

HA-2

CLIENT:

Fuss & O'Neill, Inc.

JOB #:

12111

SURFACE

ELEVATION

LOCATION:

York County, Virginia

ARCH./ENG:

DESCRIPTION OF MATERIAL

REMARKS:

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

EXCAVATION EFFORT: E - EASY M - MEDIUM D - DIFFICULT VD - VERY DIFFICULT

CONTRACTOR: OPERATOR:

R.R.

ECS ENG'R:

Sara B. Phillips

MAKE: MODEL: DATE:

12/11/13

REACH: CAPACITY: UNITS:

DEPTH

(FT.)

ELEV.

(FT.)

EXCAV.

EFFORT

DCP QP

SAMPLE

NO.

Topsoil Depth [7"]

Embankment Fill consisting of, orangish brown, SANDY LEAN CLAY, moist (CL FILL)

Embankment Fill consisting of, orangish brown, fine to medium, CLAYEY SAND, moist (SC FILL)

Embankment FILL consisting of, orangish brown, fine to medium, SILTY SAND, with clay, moist (SM FILL)

Embankment Fill consisting of, orangish brown, SANDY LEAN CLAY, moist (CL FILL)

Embankment Fill consisting of, orangish brown, fine to medium, CLAYEY SAND, moist (SC FILL)

END OF HAND AUGER @ 10.00'

M

M

M

M

VD

VD

VD

VD

VD

VD

4-5-4

3-4-5

10-14-14

23-23-25

18-24-23

13-14-16

17-23-20

16-20-19

14-17-19

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

PROJECT NAME:

Jones Mill Pond Dam

AUGER HOLE #:

HA-3

CLIENT:

Fuss & O'Neill, Inc.

JOB #:

12111

SURFACE

ELEVATION

LOCATION:

York County, Virginia

ARCH./ENG:

DESCRIPTION OF MATERIAL

REMARKS:

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

EXCAVATION EFFORT: E - EASY M - MEDIUM D - DIFFICULT VD - VERY DIFFICULT

CONTRACTOR: OPERATOR:

R.R.

ECS ENG'R:

Sara B. Phillips

MAKE: MODEL: DATE:

12/11/13

REACH: CAPACITY: UNITS:

DEPTH

(FT.)

ELEV.

(FT.)

EXCAV.

EFFORT

DCP QP

SAMPLE

NO.

Topsoil Depth [8"]

Embankment Fill consisting of, orangish brown, SANDY LEAN CLAY, moist (CL FILL)

Embankment Fill consisting of, orangish brown, fine to medium, CLAYEY SAND, moist (SC FILL)

Embankment Fill consisting of, orangish brown, SANDY LEAN CLAY, moist (CL FILL)

Embankment Fill consisting of, orangish brown, fine to medium, CLAYEY SAND, moist (SC FILL)

Embankment Fill consisting of, orangish brown, SANDY LEAN CLAY, moist (CL FILL)

END OF HAND AUGER @ 10.00'

M

M

M

M

M

M

VD

VD

M

M

5-5-4

5-4-4

4-4-4

8-7-6

6-7-8

10-18-25

18-20-26

8-7-8

8-7-8

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

25.1

PROJECT NAME:

Jones Mill Pond Dam

AUGER HOLE #:

HA-4

CLIENT:

Fuss & O'Neill, Inc.

JOB #:

12111

SURFACE

ELEVATION

LOCATION:

York County, Virginia

ARCH./ENG:

DESCRIPTION OF MATERIAL

REMARKS:

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

EXCAVATION EFFORT: E - EASY M - MEDIUM D - DIFFICULT VD - VERY DIFFICULT

CONTRACTOR: OPERATOR:

R.R.

ECS ENG'R:

Sara B. Phillips

MAKE: MODEL: DATE:

12/11/13

REACH: CAPACITY: UNITS:

DEPTH

(FT.)

ELEV.

(FT.)

EXCAV.

EFFORT

DCP QP

SAMPLE

NO.

Topsoil Depth [6"]

Embankment Fill consisting of, orangish brown, SANDY LEAN CLAY, moist (CL FILL)

END OF HAND AUGER @ 10.00'

M

M

M

M

M

M

M

M

M

M

4-5-4

5-7-5

6-6-9

7-6-8

7-7-8

7-6-5

4-4-9

7-7-6

8-7-8

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

PROJECT NAME:

Jones Mill Pond Dam

AUGER HOLE #:

HA-5

CLIENT:

Fuss & O'Neill, Inc.

JOB #:

12111

SURFACE

ELEVATION

LOCATION:

York County, Virginia

ARCH./ENG:

DESCRIPTION OF MATERIAL

REMARKS:

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

EXCAVATION EFFORT: E - EASY M - MEDIUM D - DIFFICULT VD - VERY DIFFICULT

CONTRACTOR: OPERATOR:

R.R.

ECS ENG'R:

Sara B. Phillips

MAKE: MODEL: DATE:

12/12/13

REACH: CAPACITY: UNITS:

DEPTH

(FT.)

ELEV.

(FT.)

EXCAV.

EFFORT

DCP QP

SAMPLE

NO.

Topsoil Depth [6"]

Embankment Fill consisting of, orangish brown, SANDY LEAN CLAY, moist (CL FILL)

Embankment Fill consisting of, orangish brown, fine to medium, CLAYEY SAND, moist (SC FILL)

END OF HAND AUGER @ 10.00'

M

M

M

M

M

M

M

M

M

M

4-5-5

5-4-4

3-4-3

5-4-6

8-8-8

5-5-7

5-7-5

6-7-7

7-8-8

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

22.4

PROJECT NAME:

Jones Mill Pond Dam

AUGER HOLE #:

HA-6

CLIENT:

Fuss & O'Neill, Inc.

JOB #:

12111

SURFACE

ELEVATION

LOCATION:

York County, Virginia

ARCH./ENG:

DESCRIPTION OF MATERIAL

REMARKS:

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

EXCAVATION EFFORT: E - EASY M - MEDIUM D - DIFFICULT VD - VERY DIFFICULT

CONTRACTOR: OPERATOR:

R.R.

ECS ENG'R:

Sara B. Phillips

MAKE: MODEL: DATE:

12/12/13

REACH: CAPACITY: UNITS:

DEPTH

(FT.)

ELEV.

(FT.)

EXCAV.

EFFORT

DCP QP

SAMPLE

NO.

Appendix III

Unified Soil Classification System Reference Notes for Boring Logs

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487)

Major Divisions Group

Symbols Typical Names Laboratory Classification Criteria

GW

Well-graded gravels, gravel-sand mixtures, little or no fines

Cu = D60/D10 greater than 4 Cc = (D30)2/(D10xD60) between 1 and 3

C le an g ra ve ls

(L itt le o r n o fin es

GP

Poorly graded gravels, gravel-sand mixtures, little or no fines

Not meeting all gradation requirements for GW d

GMa u

Silty gravels, gravel-sand mixtures

Atterberg limits below “A” line or P.I. less than 4

G ra

(M or e th an h al f o f c oa rs e fra ct io n is la rg er th an

N o.

s ie ve s iz e)

G ra ve ls w ith fi ne s (A pp re ci ab le a m ou nt o f fin es

GC

Clayey gravels, gravel-sand-clay mixtures

Atterberg limits below “A” line or P.I. less than 7

Above “A” line with P.I.

between 4 and 7 are borderline cases requiring use of dual symbols

SW

Well-graded sands, gravelly sands, little or no fines

Cu = D60/D10 greater than 6 Cc = (D30)2/(D10xD60) between 1 and 3

C le an s an ds

(L itt le o r n o fin es

SP

Poorly graded sands, gravelly sands, little or no fines

Not meeting all gradation requirements for SW d

SMa u

Silty sands, sand-silt mixtures

Atterberg limits above “A” line or P.I. less than 4

C oa rs e-gr ai ne d so ils e th an h al f o f m at er ia l i s la rg er th an

N o.

S ie ve s

S ds e th an h al f o f c oa rs e fra ct io n is sm al le r t ha n

N o.

s ie ve s ds w ith fi ne s

(A pp re ci ab le a m ou nt o f fin es

SC

Clayey sands, sand-clay mixtures D et er m in e pe rc en ta ge s of s an d an d gr av el fr om g ra in -s iz e cu rv e.

D ep en di ng o n pe rc en ta ge o f f in es

(f ra ct io n sm al le r t ha n N o.

s ie ve s iz

e) , c oa rs e-gr ai ne d ar e cl as si fie d as fo llo w s:

Le ss th an p er ce nt

W

, G P

, S W

, S P

M e th an pe rc en t

M , G

C , S

M , S

C to pe rc en t

B de rli ne c as es re qu iri ng d ua l s ym bo b

Atterberg limits above “A” line with P.I. greater than 7

Limits plotting in CL-ML zone with P.I. between 4 and 7 are borderline cases requiring use of dual symbols

ML

Inorganic silts and very fine sands, rock flour, silty or clayey fine sands, or clayey silts with slight plasticity

CL

Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays ilt s an d cl ay s (L iq ui d lim it le ss th an

0)

OL

Organic silts and organic silty clays of low plasticity

MH

Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts

CH

Inorganic clays of high plasticity, fat clays ilt s an d cl ay s (L iq ui d lim it gr ea te r t ha n

OH

Organic clays of medium to high plasticity, organic silts

Fi ne

-g ra in ed s oi e th an h al f m at er ia l i s sm al le r t ha n N o.

S ie

H ig hl y O rg ic

Pt

Peat and other highly organic soils

Plasticity Chart

0 10 20 30 40 50 60 70 80 90 100

Liquid Limit

Pl as tic ity

In de x

"A" line

CH

MH and OH

CL

ML and OL

CL-ML

a Division of GM and SM groups into subdivisions of d and u are for roads and airfields only. Subdivision is based on Atterberg limits; suffix d used when L.L. is 28 or less and the P.I. is 6 or less; the suffix u used when L.L. is greater than 28.

b Borderline classifications, used for soils possessing characteristics of two groups, are designated by combinations of group symbols. For example:

GW-GC,well-graded gravel-sand mixture with clay binder. (From Table 2.16 - Winterkorn and Fang, 1975)

REFERENCE NOTES FOR BORING LOGS

I. Drilling Sampling Symbols

SS Split Spoon Sampler ST Shelby Tube Sampler RC Rock Core, NX, BX, AX PM Pressuremeter DC Dutch Cone Penetrometer RD Rock Bit Drilling BS Bulk Sample of Cuttings PA Power Auger (no sample) HSA Hollow Stem Auger WS Wash sample REC Rock Sample Recovery % RQD Rock Quality Designation %

II. Correlation of Penetration Resistances to Soil Properties

Standard Penetration (blows/ft) refers to the blows per foot of a 140 lb. hammer falling 30 inches on a 2-inch OD split-spoon sampler, as specified in ASTM D 1586. The blow count is commonly referred to as the N-value.

A. Non-Cohesive Soils (Silt, Sand, Gravel and Combinations)

Density Relative Properties Under 4 blows/ft Very Loose Adjective Form 12% to 49% 5 to 10 blows/ft Loose With 5% to 12%

11 to 30 blows/ft Medium Dense 31 to 50 blows/ft Dense Over 51 blows/ft Very Dense

Particle Size Identification

Boulders 8 inches or larger Cobbles 3 to 8 inches Gravel Coarse 1 to 3 inches Medium ½ to 1 inch Fine ¼ to ½ inch Sand Coarse 2.00 mm to ¼ inch (dia. of lead pencil) Medium 0.42 to 2.00 mm (dia. of broom straw) Fine 0.074 to 0.42 mm (dia. of human hair) Silt and Clay 0.0 to 0.074 mm (particles cannot be seen)

B. Cohesive Soils (Clay, Silt, and Combinations)

Blows/ft Consistency Unconfined

Comp. Strength Qp (tsf)

Degree of Plasticity

Plasticity Index

Under 2 Very Soft Under 0.25 None to slight 0 – 4 3 to 4 Soft 0.25-0.49 Slight 5 – 7 5 to 8 Medium Stiff 0.50-0.99 Medium 8 – 22

9 to 15 Stiff 1.00-1.99 High to Very High Over 22 16 to 30 Very Stiff 2.00-3.00 31 to 50 Hard 4.00–8.00 Over 51 Very Hard Over 8.00

III. Water Level Measurement Symbols

WL Water Level BCR Before Casing Removal DCI Dry Cave-In WS While Sampling ACR After Casing Removal WCI Wet Cave-In WD While Drilling Est. Groundwater Level Est. Seasonal High GWT

The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable when augering, without adding fluids, in a granular soil. In clay and plastic silts, the accurate determination of water levels may require several days for the water level to stabilize. In such cases, additional methods of measurement are generally applied.

Appendix IV

Laboratory Testing Summary

B-1

S-6 13.00 - 15.00 20.1 SC 32 22 10 31.6

B-2

S-5 8.00 - 10.00 20.6 SC 41.5

S-6 13.00 - 15.00 29.5 CL 54.9

HA-1

S-4 3.50 - 3.50 30.0 SC 39.9

HA-2

S-4 3.50 - 3.50 24.7 SC 44.1

HA-4

S-6 5.50 - 5.50 25.1 SC 32 22 10 42.8

HA-6

S-6 5.50 - 5.50 22.4 SC 47.2

Laboratory Testing Summary

Notes: 1. ASTM D 2216, 2. ASTM D 2487, 3. ASTM D 4318, 4. ASTM D 1140, 5. See test reports for test method, 6. See test reports for test method

Definitions: MC: Moisture Content, Soil Type: USCS (Unified Soil Classification System), LL: Liquid Limit, PL: Plastic Limit, PI: Plasticity Index, CBR: California Bearing Ratio, OC: Organic Content (ASTM D 2974)

Project No. 12111 ECS Mid-Atlantic, LLC

Project Name: Jones Mill Pond Dam

Client: Fuss & O'Neill, Inc.

Williamsburg, VA

Printed On: Friday, December 27, 2013

Boring Number

Sample Number

Depth (feet)

MC1

Soil Type2 LL

Atterberg Limits3

PL PI

Percent Passing No. 200 Sieve4

Maximum Density

(pcf)

Moisture - Density (Corr.)5

Optimum Moisture

CBR

Value6 Other

F:\P2009\0469\D15\Deliverables\50% Draft Compilation\Report_COLO_20151112.docx

Parkway Concrete Slab Subbase CBR Field Test and Remedial Recommendations Documentation

December 11, 2015

Mr. Nils Wiberg, PE, CFM Fuss & O’Neill, Inc.

317 Iron Horse Way, Suite 204 Providence, RI 02908

ECS Project No. 07:13028R2

Reference: Field and Laboratory Testing and Recommendations Letter Jones Mill Pond Dam – Additional Exploration

Colonial National Historical Parkway, York County, Virginia

Dear Mr. Wiberg, ECS Mid-Atlantic, LLC has completed field and laboratory testing at the above referenced project site. This report presents the results of the field and laboratory testing and recommendations report specific to the existing roadway pavement in the Jones Mill Pond portion of the dam that is also part of the Colonial National Historical Parkway.

Introduction

The project site is located to the north of the existing Jones Mill Pond along the Colonial National Historical Parkway in York County, Virginia. The existing parkway consists of a concrete pavement section on top of the crest of the existing dam embankment.

The purpose of this exploration was to determine the in place field CBR values, soil types encountered at the boring locations, and to provide a recommendations letter regarding remediation of the underlying subgrade soils for the replacement of the existing pavement section.

Field Exploration and Laboratory Testing Procedures

A total of six (6) 12-inch diameter concrete cores were performed by Diamond Equipment, Inc. of Virginia Beach, Virginia. The initial locations were designated by representatives of Fuss & O’Neill, Inc. Subsequently, field California Bearing Ratio (CBR) tests were performed by representatives of ECS Mid-Atlantic, LLC on the exposed subgrade at each of the core locations. The Field CBR Location Plan is included in Appendix I. Partial equipment services were provided by Fishburne Drilling, Inc. of Chesapeake, Virginia.

Colonial National Historical Parkway, York County, Virginia ECS Project No.: 13028R2

Representative soil samples were obtained from the field CBR testing locations, placed in sealed glass jars, and returned to the laboratory for laboratory testing and further visual examination in accordance with ASTM D 2487 (United Soil Classification System) to include natural moisture content and gradation (including #200 wash) testing.

The Field and Laboratory Testing Results are included in Appendix II of this report.

Laboratory and Field CBR Test Results Discussion

Up to 7-inches of concrete was encountered at the field CBR locations. Please refer to Table 1 below for the specific concrete thicknesses. Underlying the concrete materials, the subsurface soils generally consisted of embankment FILL soils comprised of Silty and Clayey SAND (SM FILL and SC FILL). Aggregate stone base materials were not encountered below the concrete pavement section.

Table 1: Concrete Thickness Data

Field CBR Test Location Station Number

Location Concrete Thickness

(inches)

CBR-1 7+00 6.0

CBR-2 6+15 6.5

CBR-3 5+60 7.5

CBR-4 5+00 6.75

CBR-5 4+40 7.0

CBR-6 3+90 7.0

The field CBR test results indicated a range of CBR values from 4.2 to 25.8. Based on the field observations, the lowest field CBR values were encountered at locations CBR- 3 and CBR-5. Based on visual observations in the field and a review of the topographic survey, location CBR-3 appeared to contain the deepest embankment fill material.

Based on visual observations in the field, location CBR-5 contained the most severe pavement distresses. The laboratory test results indicated that the subsurface soils encountered generally consisted of embankment fill soils comprised of Silty and Clayey SANDS (SM FILL and SC FILL). Appendix III includes Field and Laboratory Data Relationship Chart illustrating the field CBR values vs. the laboratory test results.

Repair Recommendations

Based on conversations with you, you have indicated that about a 200-300 foot area of the Colonial National Historical Parkway will be repaired and replaced. You have requested repair recommendations based on our field and laboratory test results.

After removal of the concrete pavement, the exposed subgrade soils should be observed by the Geotechnical Engineer or their qualified representative. Proofrolling of the subgrade should be accomplished using a loaded tandem axle dump truck having a weight of at least 20 tons to aid in identifying localized soft or unsuitable material. Any soft or unsuitable materials encountered during proofrolling can be addressed by either of the following options:

Option #1: The unstable soils should be undercut to the depth specified by the

Geotechnical Engineer at the time of the proofrolling. The subgrade soils should be compacted to 95% of the Standard Proctor maximum dry density (ASTM D 698). The entire area should be lined with a layer of geotextile fabric (HP-270 or equivalent) and the resulting excavations backfilled with compacted layers of VDOT No. 21A or B Stone, compacted to 95% of the Standard Proctor maximum dry density, in accordance with the FHWA requirements. For the purposes of estimating the required undercutting, we recommend a depth of 12 inches.

However, this depth may vary based on the outcome of the proofrolling.

Compaction should be accomplished with a large sheepsfoot roller for predominately clayey soil materials and/or a heavy vibratory drum roller for granular soil materials (or equivalent compacting equipment). The Fill should extend at least 2 feet beyond the edges of the pavements before being sloped to match existing grades. Fill and cut slopes should not be constructed steeper than 3H:1V.

In the event that deeper embankment fill soils need to be replaced beyond the depth of the pavement section, the following embankment fill criteria should be met:

Earth Dam Embankment Fill: Fill used to backfill undercut embankment soils should consist of an inorganic, non-expansive soil material classified as CLAY (CL and CH) with at least 50% passing the No. 200 sieve.

However, as an alternative, soil material classified as Clayey SAND (SC) with gravel with at least 35% passing the No. 200 sieve can be utilized.

Maximum gravel size should be limited to 3 inches. Soils intended to be used as Engineered Fill should be thoroughly evaluated by the Geotechnical Engineer prior to placement. The evaluation should be performed per ASTM D2487-06 Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System).

All Dam Embankment Fill should be placed in maximum 8-inch loose lifts (4 inches for light compaction equipment) and moisture conditioned to within -1 to +3% of the soil’s optimum moisture content prior to compaction. Compaction should be accomplished using sheepsfoot rollers until a minimum density of 95% of the soil’s Standard Proctor maximum dry density (ASTM D698) is achieved. A qualified Soils Technician under the direction of a Geotechnical Engineer should be called on to provide compaction testing during the fill placement to assure that the minimum compaction requirements are being met. At least 1 test per 5,000 square feet per lift, but not less than 1 test per lift, should be performed.

Compaction testing in trenches should be performed at a rate of at least 1 test per 50 linear feet per lift, but not less than 1 test per lift.

Option #2: The subgrade soils can be treated by cement stabilization techniques. The percentage of cement may need to be modified depending on the outcome of the proofrolling. Minimum cement content is recommended to be at least 6% by weight in order to achieve a minimum compressive strength of 250 psi for the soil cement mixture throughout the subject areas. This recommendation may be subject to change after all laboratory data is complete and reviewed. It is understood that according to VDOT and ASTM requirements, soil cement cylinders must have a compressive strength of 250 psi at 7 days. Our review of the FHWA specifications require a minimum of 150 psi, which is lower that our recommendation.

Design and cement content will be determined in the laboratory based on weight and cement contents at 6% accordingly. All samples will be blended in order to obtain optimum gradation and consistency throughout the samples. Using well mixed samples, soils will be weighed, and a fixed percent of cement added based on soil weight at optimum moisture content. Portland cement will be used in all soil cement cylinders.

Laboratory testing process summary is as follows:

1. Field samples will be collected and brought back to our laboratory for further testing and analysis.

2. Samples will be organized and sorted according to sampling station.

3. Standard Proctor tests will be performed on extracted materials in order to establish maximum dry density and optimum moisture content.

4. The mix samples will be prepared by adding the 6% cement contents while maintaining optimum moisture contents and maximum dry densities obtained from standard proctors.

5. All samples will be cured for 7 days.

6. All samples will be subjected to unconfined compressive strength testing.

7. All data will be processed to determine optimum cement content necessary to obtain a compressive strength of 250 psi at 7 days.

Field testing process summary is as follows:

1. The cement content by weight should be verified in the field using a 1 foot by

1foot tarp and field scale.

2. Compaction testing should be performed on the field mixture to verify that the minimum compaction requirements are being met.

3. Field samples of the soil/cement mixture should be cast in split molds in the field and brought back to the laboratory for 7 day compressive strength testing.

4. All samples will be cured for 7 days.

5. All samples will be subjected to unconfined compressive strength testing.

6. All data will be processed to determine that the mixture obtains a compressive strength of 250 psi at 7 days.

Either of the selected methods discussed above may need slight modifications in the field after the proofrolling has been accomplished. The Geotechnical Engineer will provide additional recommendations at that time as required.

General Comments

This recommendations letter has been prepared in order to aid in the evaluation of this site and to assist Fuss & O’Neill, Inc. The report scope is limited to the specific project and location described, and the project description represents our understanding of the significant aspects relevant to soil characteristics.

We have appreciated being of service to you during the design phase of this project and look forward to its successful construction. If you should have any questions regarding the information and recommendations contained in this report or if we can be of any further assistance, please contact our office.

Respectfully, ECS MID-ATLANTIC, LLC.

Sara B. Phillips W. Lloyd Ward, P.E.

Senior Geotechnical Project Geologist VP/Williamsburg Branch Manager

Appendix: I. Field CBR Location Plan

II. Field and Laboratory Testing Summary III. Field and Laboratory Data Relationship Chart

APPENDIX I

Field CBR Location Plan

LEGEND

- Approximate

Field CBR Location

SCALE

NTS

SOURCE

Client-Provided

FIGURE 1

FIELD CBR LOCATION PLAN

Jones Mill Pond Dam Additional Exploration York County, Virginia

ECS PROJECT NO. 07:13028

Jones Mill Pond

CBR-1

CBR-2

CBR-3

CBR-4

CBR-5

CBR-6

APPENDIX II

Field and Laboratory Testing Summary

CBR-1

S-1 0.50 - 0.50 16.9 SC 49.0 18.3

CBR-2

S-1 0.50 - 0.50 13.5 SM 20.9 16.7

CBR-3

S-1 0.50 - 0.50 16.4 SC/SM 32.1 4.2

CBR-4

S-1 0.50 - 0.50 16.9 SM 21.2 19.7

CBR-5

S-1 0.50 - 0.50 15.6 SM 25.8 7.0

CBR-6

S-1 0.50 - 0.50 12.3 SM 20.0 25.8

Field and Laboratory Testing Summary

Notes: 1. ASTM D 2216, 2. ASTM D 2487, 3. ASTM D 4318, 4. ASTM D 1140, 5. See test reports for test method, 6. See test reports for test method (Field CBR Testing Only)

Definitions: MC: Moisture Content, Soil Type: USCS (Unified Soil Classification System), LL: Liquid Limit, PL: Plastic Limit, PI: Plasticity Index, CBR: California Bearing Ratio, OC: Organic Content (ASTM D 2974)

Project No. 13028 ECS Mid-Atlantic, LLC

Project Name: Jones Mill Pond Dam - Additional Exploration

Client: Fuss & O'Neill, Inc.

Williamsburg, VA

Printed On: Thursday, December 10, 2015

Boring Number

Sample Number

Depth (feet)

MC1

Soil Type2 LL

Atterberg Limits3

PL PI

Percent Passing No. 200 Sieve4

Maximum Density

(pcf)

Moisture - Density (Corr.)5

Optimum Moisture

CBR

Value6 Other

APPENDIX III

Field and Laboratory Data Relationship Chart

375 425 475 525 575 625 675 725

Fi el d

CB

R Va lu e (U ni tle ss

Pe rc en t f in er th an

Si ev e

Distance Along Parkway (Feet) According to Station Numbers

Field and Laboratory Data Relationship Chart

% Passing ‐#200 Sieve

Field CBR Value

Moisture Content (%)

Crown of Culvert

*CBR‐3 Indicates Very Poor Soil Conditions

Settlement

CBR‐6

CBR‐5

CBR‐4

CBR‐3

CBR‐2

CBR‐1 SM

SM

SM

SC/SM

SM

*CBR‐3 Indicates Very Poor Soil Conditions

SC

West East

Dive Inspection Report

Underwater Inspection of the

Jones Mill Pond Dam

August 29, 2013

Fuss & O’Neill, Inc.

August 29, 2013

Fuss & O’Neill, Inc

146 Hartford Road

Manchester, CT 06040

Attention: Nils Wiberg P.E., CFM

Dear Sir, On August 29, 2013 Crofton Diving Corporation conducted an underwater investigation of the Jones Mill Pond Dam located in Yorktown, VA.. We are pleased to provide the following underwater inspection re-port.

In hopes that this information meets with your approval, we remain

Sincerely yours, Juan S. (Jay) Crofton

Crofton Diving Corporation

General Background:

The Jones Mill Pond Dam is an earthfill embankment structure located within the Colonial National Historical

Park approximately three miles east of Williamsburg, VA on the Colonial Parkway. The dam is located on Cub

Creek which flows into the York River. It is 550 feet long, 28 feet in height with an ungated spillway and low level outlet works located in the center of the dam. The spillway is 16 feet 11 inches wide by 10 feet 8 inches in height and flows under the Colonial Parkway. The last underwater inspection was conducted on June 2nd, 1998.

Project Description:

The field work to be conducted in one day was to investigate the condition of an inoperable valve structure in a control vault structure adjacent to the dam’s spillway, to locate the intake of the low level conduit within the impoundment upstream of the spillway, assess depths of sediment over and adjacent to the intake con-duit and evaluate scour conditions below the downstream concrete discharge apron.

Planning, and Project Set-up:

The job was conducted utilizing low pressure surface supplied dive equipment located in our outfitted dive truck. Crew met with Nils Wiberg at the start of the project to confirm the job scope parameters prior to en-tering the water. A 1-1/2” jet pump supplying pressured water to the pipe jet probe was utilized to locate and partially excavate down to the conduit. A crane was necessary to open the vault containing the valve requiring Spivey to close down one lane of the Parkway for the timeframe of the vault inspection.

Project Personnel:

A three man commercially qualified dive team was assigned to this project including Superintendent Eric

Mullen; along with divers Shawn Henry and Roger Belch III.

Findings:

Upon entering the water, the diver removed the hardware from the reach rod coupling located above the concrete vault cover. Unable to remove the coupling utilizing hand tools. When lifting the cover, the coupling did not come off, however, the reach rod separated from the valve stem at the lower joint. (see photographs)

One inch of sediment was found on the bottom of the vault. The valve hardware appeared to be in good condition as well as the valve itself. Stenciling located on the valve body read as: 24 IN No. 22 Patented

325 Darling V&M Williamsport, PA. The vault was five feet wide (east to west) and 50 inches long. There was 6 inches of clearance under the valve body, with approximately 12 inches to either side of the vault walls from the valve.

After the vault cover was replaced, the reach rod was set back onto the valve stem and the cover was sealed with Carboline A-788 Splash Zone epoxy, as well as around the reach rod penetration hole.

The low level outlet pipe was located utilizing the jet pipe probe. It was found twelve feet below top of the spillway with approximately 7-9 feet of material covering it. The material consisted of six feet of mud on the top with ‘sugar sand’ and gravel located around the pipe. Sediment samples were taken at this time. The pipe has deteriorated metal sheet pile three feet to the east and west sides.

Due to the bottom material, the diver was unable to physically place his hands on the pipe. Based on the probing, the end of the pipe appears to be located 17’3-1/2” from the spillway wall and does not appear to have any form of grating or a box over the lake side end.

In addition to the mud, sand, and gravel; the bottom contains large amounts of logs and branches. Above the mud there is approximately three feet of plant growth.

The diver inspected the conditions below the downstream concrete discharge apron and found no evi-dence of scouring present. The bottom was hard material located 2-3 inches below the top edge of the apron on both sides and 18 inches below in the center. At no point was the apron scoured out during this inspection.

12’

17’3.5”

Photographs:

View of vault cover with reach rod. The coupling above the cover did not separate from the rod. The bottom coupling sat on the valve stem and was positioned back on the stem when the cover was replaced.

View of valve stem top where coupling was attached. Note height of valve stem above the stem flange.

Close up view of valve stem coupling. Reach rod is ex-tended through the concrete cover at top of photograph.

View of stenciling located on the valve body.

View of valve flange hardware.

View of hardware spacing located on the valve flange.

View of hardware located on the valve stem flange.

View of space (6”) located below the valve body.

View showing thickness of pipe flange and valve flange hardware.

Diver positioning the concrete vault cover back on the vault utilizing the crane set up on the parkway.

View from the spillway show-ing placement of dive truck.

Diver applying Splash Zone epoxy to the vault cover edges after replacement to stop water flow down into the vault.

Impoundment Sediment Laboratory Analysis Summary Table and

Report

DNewhall Image

DNewhall Image

TABLE 1

LABORATORY ANALYSIS RESULTS

DETECTED CONCENTRATIONS OF METALS ON A DRY WEIGHT BASIS (mg/kg)

JONES MILL POND - SEDIMENT ASSESSMENT

WILLIAMSBURG, VIRGINIA

Parameter Method Number

JRA QL /

Reporting Limit Result

JRA QL /

Reporting Limit Result

Total Arsenic 6010C 2.18 < 2.18 0.849 <0849 0.390 1.60 3.90 9.8 mg/Kg Total Barium 6010C 2.18 47.4 0.849 20.0 1,500 19,000 15,000 NS mg/Kg Total Cadmium 6010C 0.218 1.21 0.085 0.968 7.0 80.0 70 0.99 mg/Kg Total Chromium 6010C 0.437 14.7 0.17 12.3 0.290 5.60 2.9 43.4 mg/Kg Total Lead 6010C 2.18 26.4 0.849 6.85 270 800 400 35.8 mg/Kg Mercury 7471B 0.043 0.044 0.017 0.021 2.3 4.30 10 0.18 mg/kg Total Selenium 6010C 2.18 < 2.18 0.849 <0.849 5.1 510 390 2 mg/Kg Total Silver 6010C 0.437 < 0.437 0.17 <0.170 1.19 510 390 1.0 mg/Kg

NOTES:

NS: No standard exists.

Only reported quantities were identified within this table. Any constituent that was not detected is omitted from this table.

Exceedances of the identified VA DEQ and EPA standards are highlighted.

Total Analysis (Reported on Dry Weight Basis)

Sample 1 (ORG SED) Sample 2 (SAND SED) VA Voluntary Remediation

Program Tier II Screening

Concentration (Residential / Unrestricted)

EPA Ecological Risk Assessment

Freshwater Sediment Screening

Benchmarks Unit

VA Voluntary Remediation

Program Tier II Screening

Concentration (Commercial/

Industrial/ Restricted)

VA Voluntary Remediation

Program Tier II Screening

Concentration (Sediment)

REPORT OF ANALYSISREPORT OF ANALYSISREPORT OF ANALYSISREPORT OF ANALYSIS

CLIENT: Fuss & O'Neill, Inc.

ATTN: Nils Wiberg

ADDRESS: 317 Iron Horse Way, Suite 204

CITY: Providence, RI 02908

PHONE: 401-861-3070 ext. 4559

FAX:

DATE: 8/29/2013 TIME: 1705

SAMPLE RECEIPT

DATE: 8/29/2013 TIME: 1100

GRAB COLLECTION

COLLECTED BY:

PICK UP BY:

NUMBER OF CONTAINERS:

GOOD CONDITIONSPECIAL NOTES:

CLIENT

CLIENT

Good

RE: JONES MILL POND DAM - SOLID SAMPLE

Other (See C-O-C)

REPORT NO: 13-1348314:02

Parameter Number

Method JRA

QL Analyst/Date/TimeResult

SAMPLE NO 13-13483

SAMPLE ID: 275130829-01 (ORG SED) JONES MILL POND

EPA

HW No. Level

Regulatory

Unit

Total Arsenic 6010C 2.18 < 2.18 EFA 09/05/131203mg/Kg

Total Barium 6010C 2.18 47.4 EFA 09/05/13 1203mg/Kg

Total Cadmium 6010C 0.218 1.21 EFA 09/05/131203mg/Kg

Total Chromium 6010C 0.437 14.7 EFA 09/05/131203mg/Kg

Total Lead 6010C 2.18 26.4 EFA 09/05/13 1203mg/Kg

Mercury 7471B 0.043 0.044 LEF 09/05/131451mg/kg

Total Selenium 6010C 2.18 < 2.18 EFA 09/05/131203mg/Kg

Total Silver 6010C 0.437 < 0.437 EFA 09/05/131203mg/Kg

TPH-DRO 8015C 218 358 TAG 09/11/13 0043mg/Kg

TPH-GRO 8015C 40.7 < 40.7 JAH 09/10/131929mg/Kg

Endrin 8081B 0.01 < 0.01 SDT 09/11/131913mg/Kg

Endosulfan II 8081B 0.01 < 0.01 SDT 09/11/131913mg/Kg alpha-Chlordane 8081B 0.01 < 0.01 SDT 09/11/131913mg/Kg

Endrin Ketone 8081B 0.01 < 0.01 SDT 09/11/131913mg/Kg

Toxaphene 8081B 0.1 < 0.1 SDT 09/11/13 1913mg/Kg

Methoxychlor 8081B 0.01 < 0.01 SDT 09/11/131913mg/Kg

Heptachlor epoxide 8081B 0.01 < 0.01 SDT 09/11/131913mg/Kg

Endrin aldehyde 8081B 0.01 < 0.01 SDT 09/11/131913mg/Kg

Chlordane 8081B 0.04 < 0.04 SDT 09/11/131913mg/Kg

James R. Reed & Associates

(757) 873-4703 Fax: (757) 873-1498

770 Pilot House Drive, Newport News, VA 23606

VELAP# 460013

EPA# VA00015

Parameter Number

Method JRA

QL Analyst/Date/TimeResult

SAMPLE NO 13-13483

SAMPLE ID: 275130829-01 (ORG SED) JONES MILL POND

EPA

HW No. Level

Regulatory

Unit

Endosulfan sulfate 8081B 0.01 < 0.01 SDT 09/11/131913mg/Kg gamma-Chlordane 8081B 0.01 < 0.01 SDT 09/11/131913mg/Kg

BHC-beta 8081B 0.01 < 0.01 SDT 09/11/131913mg/Kg

Heptachlor 8081B 0.01 < 0.01 SDT 09/11/131913mg/Kg

Endosulfan I 8081B 0.01 < 0.01 SDT 09/11/131913mg/Kg

BHC-alpha 8081B 0.01 < 0.01 SDT 09/11/131913mg/Kg

BHC-delta 8081B 0.01 < 0.01 SDT 09/11/131913mg/Kg

BHC-gamma (Lindane) 8081B 0.01 < 0.01 SDT 09/11/131913mg/Kg

4,4-DDD 8081B 0.01 < 0.01 SDT 09/11/131913mg/Kg

4,4-DDE 8081B 0.01 < 0.01 SDT 09/11/131913mg/Kg

4,4-DDT 8081B 0.01 < 0.01 SDT 09/11/131913mg/Kg

Dieldrin 8081B 0.01 < 0.01 SDT 09/11/131913mg/Kg

Aldrin 8081B 0.01 < 0.01 SDT 09/11/131913mg/Kg di-n-Butyl phthalate 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

4-Nitrophenol 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Diphenlyamine & Nitrosodiphen 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Phenanthrene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Hexachlorobenzene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

4-Bromophenyl phenyl ether 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

1,2,-Diphenylhydrazine 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

4-Nitroaniline 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

4,6-Dinitro-2-methylphenol 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Fluorene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

4-Chlorophenyl phenyl ether 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Diethyl phthalate 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Dibenzofuran 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

2,4-Dinitrophenol 8270D 8.7 < 8.7 CLH 09/09/13 2026mg/Kg

3-Nitroaniline 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Fluoranthene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

James R. Reed & Associates

(757) 873-4703 Fax: (757) 873-1498

770 Pilot House Drive, Newport News, VA 23606

VELAP# 460013

Method JRA

QL Analyst/Date/TimeResult

SAMPLE NO 13-13483

SAMPLE ID: 275130829-01 (ORG SED) JONES MILL POND

EPA

HW No. Level

Regulatory

Unit

2,4-Dinitrotoluene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Benzo[k]fluoranthene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Pentachlorophenol 8270D 4.4 < 4.4 CLH 09/09/13 2026mg/Kg

Carbazole 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Acenaphthene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Benzo[g,h,i]perylene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Dibenz[a,h]anthracene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Indeno[1,2,3-c,d]pyrene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Naphthalene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Benzo[b]fluoranthene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Benzidine 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Di-n-Octyl phthalate 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Chrysene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Benzo[a]anthracene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Bis(2-ethylhexyl) phthalate 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

3,3-Dichlorobenzidine 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Butyl benzyl phthalate 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Pyrene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Benzo[a]pyrene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

1,4-Dichlorobenzene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

N-Nitroso-di-n-propylamine 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg m,p-Cresol 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Nitrobenzene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Hexachlorethane 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Bis(2-chloroisopropyl) ether 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg o-Cresol 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Isophorone 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

1,2-Dichlorobenzene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Phenol 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

James R. Reed & Associates

(757) 873-4703 Fax: (757) 873-1498

770 Pilot House Drive, Newport News, VA 23606

VELAP# 460013

Method JRA

QL Analyst/Date/TimeResult

SAMPLE NO 13-13483

SAMPLE ID: 275130829-01 (ORG SED) JONES MILL POND

EPA

HW No. Level

Regulatory

Unit

1,3-Dichlorobenzene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Bis(2-chloroethyl) ether 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

2-Chlorophenol 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Aniline 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Pyridine 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

2,6-Dinitrotoluene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Anthracene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Benzyl alcohol 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

2-Chloronaphthalene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Dimethyl phthalate 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

N-Nitrosodimethylamine 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

2-Nitrophenol 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Acenaphthylene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

2-Nitroaniline 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

2,4,5-Trichlorophenol 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

2,4,6-Trichlorophenol 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Hexachlorocyclopentadiene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

2-Methylnaphthalene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Hexachlorobutadiene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

4-Chloroaniline 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

1,2,4-Trichlorobenzene 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

2,4-Dichlorophenol 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Bis(2-Chloroethoxy)methane 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

4-Chloro-3-methylphenol 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

2,4-Dimethylphenol 8270D 2.2 < 2.2 CLH 09/09/13 2026mg/Kg

Ethylbenzene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

1,1,2-Trichloroethane 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Bromobenzene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Isopropylbenzene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

James R. Reed & Associates

(757) 873-4703 Fax: (757) 873-1498

770 Pilot House Drive, Newport News, VA 23606

VELAP# 460013

Method JRA

QL Analyst/Date/TimeResult

SAMPLE NO 13-13483

SAMPLE ID: 275130829-01 (ORG SED) JONES MILL POND

EPA

HW No. Level

Regulatory

Unit

Bromoform 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Styrene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg o-Xylene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Tetrachloroethene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

2-Hexanone 8260B 4.00 < 4.00 TAG 09/11/13 0338mg/kg

1,1,1,2-Tetrachloroethane 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Chlorobenzene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Dibromochloromethane 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Sec-Butylbenzene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

1,3-Dichloropropane 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg m&p-Xylene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

1,3-Dichlorobenzene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

1,2,3-Trichlorobenzene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Hexachlorobutadiene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

1,1-Dichloroethane 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg trans-1,3-Dichloropropene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

1,2-Dichlorobenzene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

N-Butylbenzene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Tert-Butylbenzene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

4-Isopropyltoluene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

1,1,2,2-Tetrachloroethane 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

1,2,4-Trimethylbenzene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

4-Chlorotoluene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

1,3,5-Trimethylbenzene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

2-Chlorotoluene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

1,2,3-Trichloropropane 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg n-Propylbenzene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

1,4-Dichlorobenzene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Chloroethane 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

James R. Reed & Associates

(757) 873-4703 Fax: (757) 873-1498

770 Pilot House Drive, Newport News, VA 23606

VELAP# 460013

Method JRA

QL Analyst/Date/TimeResult

SAMPLE NO 13-13483

SAMPLE ID: 275130829-01 (ORG SED) JONES MILL POND

EPA

HW No. Level

Regulatory

Unit trans-1,2-Dichloroethene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Methylene chloride 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Carbon disulfide 8260B 4.00 < 4.00 TAG 09/11/13 0338mg/kg

Iodomethane 8260B 0.80 < 0.80 TAG 09/11/13 0338mg/kg

Acetone 8260B 8.00 < 8.00 TAG 09/11/13 0338mg/kg cis-1,2-Dichloroethene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Trichlorofluoromethane 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

2-Butanone (MEK) 8260B 8.00 < 8.00 TAG 09/11/13 0338mg/kg

Bromomethane 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Vinyl chloride 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Chloromethane 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Dichlorodifluoromethane 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Naphthalene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

1,2,4-Trichlorobenzene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

1,1-Dichloroethene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Benzene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

4-Methyl-2-pentanone (MIBK) 8260B 8.00 < 8.00 TAG 09/11/13 0338mg/kg cis-1,3-Dichloropropene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

2-Chloroethyl vinyl ether 8260B 0.80 < 0.80 TAG 09/11/13 0338mg/kg

Bromodichloromethane 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Dibromomethane 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

1,2-Dichloropropane 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Vinyl Acetate 8260B 0.80 < 0.80 TAG 09/11/13 0338mg/kg

1,2-Dichloroethane 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

2,2-Dichloropropane 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

1,1-Dichloropropene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Carbon tetrachloride 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

1,1,1-Trichloroethane 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Chloroform 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

James R. Reed & Associates

(757) 873-4703 Fax: (757) 873-1498

770 Pilot House Drive, Newport News, VA 23606

VELAP# 460013

Method JRA

QL Analyst/Date/TimeResult

SAMPLE NO 13-13483

SAMPLE ID: 275130829-01 (ORG SED) JONES MILL POND

EPA

HW No. Level

Regulatory

Unit

Bromochloromethane 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Toluene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Trichloroethene 8260B 0.40 < 0.40 TAG 09/11/13 0338mg/kg

Corrosivity @ pH 9045D 7.09@22oC JPD 09/06/131030s.u.

Flashpoint 1010A >100 JPD 09/04/13 1015oC

Cyanide 9012B 0.118 250 < 0.118 LEF 09/06/130900mg/Kg

Sulfide 9034 4.73 500 < 4.73 JPD 09/06/130815mg/Kg

Toxic Characteristic Leaching Procedure by SW-846 Method 1311 Arsenic D004 6010C 0.005 5 < 0.005 EFA 09/06/131106mg/L

Barium D005 6010C 0.005 100 0.328 EFA 09/06/131106mg/L

Benzene D018 8260B 0.005 0.5 < 0.005 TAG 09/12/131523mg/L

Cadmium D006 6010C 0.0005 1 0.0014 EFA 09/06/131106mg/L

Carbon Tetrachloride D019 8260B 0.005 0.5 < 0.005 TAG 09/12/131523mg/L

Chlordane D020 8081B 0.01 0.03 < 0.01 SDT 09/10/130713mg/L

Chlorobenzene D021 8260B 0.005 100 < 0.005 TAG 09/12/131523mg/L

Chloroform D022 8260B 0.005 6 < 0.005 TAG 09/12/131523mg/L

Chromium D007 6010C…