froehling & robertson, inc

HQ: 3015 DUMBARTON ROAD RICHMOND, VA 23228 USA T 804.264.2701 F 804.264.1202 www.fa

VIRGINIA • NORTH CAROLINA • SOUTH CAROLINA • MARYLAND • DISTRICT OF COLUMBIA • EASTERN EUROPE

Engineering • Environmental • Geotechnical

FROEHLING & ROBERTSON, INC.

F&R Project No.: K62-056D

Parsons Transportation Group, Inc. of Virginia

10521 Rosehaven Street, 2nd

Floor

Fairfax, Virginia 22030

Attention: Mr. Stuart Tyler

Project Manager

Reference: Straightstone Creek Restoration Project

State Project No.: 0265

Pittsylvania County, Virginia

Dear Mr. Tyler:

The purpose of this report is to present the results of the contract drilling, laboratory testing

and limited geotechnical engineering program undertaken by Froehling & Robertson, Inc. (F&R)

in connection with the above referenced project. Our services were performed in general

accordance with our cost estimate for the geotechnical study dated 12/07/07 as

Parsons Transportation Group, Inc. of Virginia. The attached report presents our understanding

of the project, reviews our exploration procedures, describes existing subsurface conditions,

and briefly reports the findings and results portray

results.

PROJECT INFORMATION AND REQUESTED SERVICES

Project information was provided in various correspondences with Mr. Michael Keeler of

Williamsburg Environmental Group, Inc. (WEG) and Mr.

Group, Inc. (PTG). Included in the provided information were two electronically transmitted

plans: 1) a site location map (

“Boring Locations” plan (filename:

24th and 25th, respectively. A copy of the provided Location Map and an adapted copy of the

provided Boring Locations plan are attached.

We understand that PTG is developing design plans and specifications for restoration of an

approximate 1,300 feet section of Straightstone creek in

Figure 4-2 Location Map, Straightstone Creek)

standard penetration test boring

each in the vicinity of the locations pre

to the site.

HQ: 3015 DUMBARTON ROAD RICHMOND, VA 23228 USA T 804.264.2701 F 804.264.1202 www.fa


A Woman-Owned Business

Engineering • Environmental • Geotechnical

1734 Seibel Drive, NE

Roanoke, Virginia 24012-5624 I USA

T 540.344.7939 I F 540.344.3657


Inc. of Virginia

Floor

Straightstone Creek Restoration Project

State Project No.: 0265-071-104, L-801

Pittsylvania County, Virginia


imited geotechnical engineering program undertaken by Froehling & Robertson, Inc. (F&R)


accordance with our cost estimate for the geotechnical study dated 12/07/07 as

Inc. of Virginia. The attached report presents our understanding


and briefly reports the findings and results portrayed in the test boring logs and laboratory test

PROJECT INFORMATION AND REQUESTED SERVICES


Williamsburg Environmental Group, Inc. (WEG) and Mr. Stuart Tyler of Parsons Transportation

(PTG). Included in the provided information were two electronically transmitted

plans: 1) a site location map (filename: Figure 4-2 Straightstone Creek location.pdf

filename: Boring Locations.pdf) provided by WEG via e

A copy of the provided Location Map and an adapted copy of the

are attached.


approximate 1,300 feet section of Straightstone creek in Pittsylvania County, Virginia (see

2 Location Map, Straightstone Creek). F&R has been contracted to perform

test borings. The borings were drilled to the requested depth of 12 feet

locations pre-staked by the project surveyor prior to our mobilization

HQ: 3015 DUMBARTON ROAD RICHMOND, VA 23228 USA T 804.264.2701 F 804.264.1202 www.fandr.com



19 May 2008


imited geotechnical engineering program undertaken by Froehling & Robertson, Inc. (F&R)


accordance with our cost estimate for the geotechnical study dated 12/07/07 as authorized by

Inc. of Virginia. The attached report presents our understanding


ed in the test boring logs and laboratory test


Parsons Transportation

(PTG). Included in the provided information were two electronically transmitted

2 Straightstone Creek location.pdf) and a

) provided by WEG via e-mail on April

A copy of the provided Location Map and an adapted copy of the


Pittsylvania County, Virginia (see

o perform fifteen

s. The borings were drilled to the requested depth of 12 feet

staked by the project surveyor prior to our mobilization

Parsons Transportation Group, Inc of Virginia Straightstone Creek Restoration Project

F&R Project No.: K62-056D 19 May 2008

1

SCOPE OF SERVICES

The purpose of this subsurface exploration was to evaluate the subsurface soil conditions at the

locations explored with respect to general subsurface characterization. In order to accomplish

these objectives, we undertook the following scope of services:

1) Coordinated utility clearance with Miss Utility,

2) Mobilized/demobilized drilling equipment and crew to and from the site,

3) Performed 180 linear feet of soil test boring,

4) Performed visual classification and preparation of the attached boring logs,

5) Performed the requested laboratory testing program consisting of particle

size distribution testing for twelve specified split-spoon samples, and

6) Prepared this brief report of findings and results that presents the test boring

logs and laboratory test results and includes a short discussion on anticipated

excavation conditions.

Our limited scope of services did not include engineering evaluations of the collected data,

survey of boring locations and elevations, quantity estimates, preparation of plans or

specifications, detention pond considerations, wetland determination, or the evaluation of

environmental aspects of the project site.

SUBSURFACE EXPLORATION SERVICES

Our subsurface exploration program consisted of 15 test borings designated B-1 through B-15.

The exploration program was performed between 30 April and 1 May 2008 at the approximate

locations shown on the attached Boring Location Plan (Drawing No.1). The test borings were

advanced through the soil overburden to a planned termination depth of 12 feet below existing

site grades.

NXL personnel marked the boring locations in the field utilizing surveying techniques. However,

boring locations B-10 and B-11 were offset out of their planned creek-bed locations on the

order of 8 feet south and 16 feet north, respectively. Ground surface elevations at the staked

locations were provided by NXL. Where drilling was performed in near-proximity to the pre-

staked locations, the ground surface elevations reported on the attached boring logs are

rounded to the nearest 1/10th of a foot from the elevations provided by NXL. The ground

surface elevations for borings B-10 and B-11 were interpolated to the nearest one-foot based

on the topographic information shown on the provided “Boring locations” drawing. F&R makes

no claim as to the accuracy of the information contained in the provided documents or to the

accuracy of the pre-staked locations. In consideration of the rounding methods utilized with



2

the provided elevations, the offsetting of borings B-10 and B-11, and the slight offsetting that

can occur when drilling adjacent to a provided stake, we recommend that the boring elevations

and locations shown on attached Boring Logs and Boring Location Plan be considered

approximate.

The test borings were performed in accordance with generally accepted practice using an All-

Terrain Vehicle (ATV)-mounted CME-55 rotary drill rig. Hollow-stem augers were advanced to

pre-selected depths, the center plug was removed, and representative soil samples were

recovered with a standard split-spoon sampler (1 3/8 in. ID, 2 in. OD) in general accordance

with ASTM D 1586, the Standard Penetration Test. Utilizing an automatic hammer, the split-

spoon sampler was driven into the soil by freely dropping a weight of 140 pounds from a height

of 30 inches. The number of blows required to drive the split-spoon sampler three consecutive

6-inch increments is recorded, and the blows of the last two increments are summed to obtain

the Standard Penetration Resistance (N-value). In some of the Standard Penetration Tests, the

blow count is recorded as “weight of hammer” (WOH). In these cases, the static weight of the

hammer, rods, and sampler penetrated into the soft subsurface soil with no hammer blows.

The N-value provides a general indication of in-situ soil conditions and has been correlated with

certain engineering properties of soils.

In some soils it is not always practical to drive a split-spoon sampler the full three consecutive

6-inch increments. Whenever more than 50 blows are required to drive the sampler over a

6-inch increment the condition is called split-spoon refusal. Split-spoon refusal conditions may

occur because of obstructions or because the earth materials being tested are very dense or

very hard. When split-spoon refusal occurs, often little or no sample is recovered. The SPT N-

value for split-spoon refusal conditions is typically estimated as greater than 100 blows per foot

(bpf). Where the sampler is observed not to penetrate after 50 blows, the N-value is reported

as 50/0. Otherwise, the depth of penetration after 50 blows is reported in inches, i.e. 50/5,

50/2, etc.

Subsurface water level readings were taken in each of the test borings immediately upon

completion of the drilling process. The boreholes subsequently were backfilled with auger

cuttings (soil). Periodic observation and maintenance of the backfilled boreholes should be

performed to monitor for subsidence at the ground surface, as the borehole backfill could

settle over time.

Representative portions of the split-spoon soil samples obtained throughout the exploration

program were placed in glass jars and transported to our laboratory. In the laboratory, the soil

samples were evaluated by a member of our professional staff in general accordance with

techniques outlined in the visual-manual identification procedure (ASTM D 2488) and the

Unified Soil Classification System (USCS). The soil descriptions and classifications discussed in

this report and shown on the attached boring logs are based on visual observation and should

be considered approximate. Where applicable, the laboratory testing results were utilized to

refine our visually determined classifications.



3

In accordance with our proposed scope of services, no other engineering evaluations or

interpolations were performed at this time. Copies of the boring logs are provided and

classification procedures are further explained in the attached Appendix. Split-spoon soil

samples recovered on this project will be stored at F&R’s office for a period of sixty days. After

sixty days, the samples will be discarded unless prior notification is provided to us in writing.

ENCOUNTERED SUBSURFACE CONDITIONS

General

The subsurface conditions discussed in the following paragraphs and those shown on the

attached boring logs represent an estimate of the subsurface conditions based on

interpretation of the boring data using normally accepted geotechnical engineering judgments.

The transitions between different soil strata are usually less distinct than those shown on the

boring logs. Although individual test borings are representative of the subsurface conditions at

the boring locations on the dates shown, they are not necessarily indicative of subsurface

conditions at other locations or at other times. Data from the specific test borings are shown

on the attached boring logs in the attached Appendix. Below the existing ground surface, the

test borings generally encountered surficial soils underlain by alluvial soils and residual soils.

However, boring B-15 (drilled in a higher elevation area of the site) encountered no alluvium,

rather encountered residuum overlying partially weathered rock. These materials are generally

discussed in the following paragraphs.

Surficial Soils

Most of the borings encountered surficial soils. Where encountered, the surficial soils ranged

in a depth of about 2 to 7 inches with a typical range of 2 to 3 inches. Surficial soils are typically

a dark-colored soil material containing roots, fibrous matter, and/or other organic components,

and are generally unsuitable for engineering purposes. We note that no laboratory testing has

been performed to determine the organic content or horticultural properties of the observed

surficial soil materials. Therefore, the term “surficial soils” is not intended to indicate suitability

for landscaping and/or other purposes. The surficial soil depths provided in this report are

based on driller observations and should be considered approximate. The transition from

surficial soils to underlying materials may be gradual and therefore the observation and

measurement of surficial soil depths is subjective. Actual surficial soils depths should be

expected to vary across the site.

Alluvial Soils

Alluvial soils consist of materials that have been transported and deposited by flowing waters.

With the exception of boring B-15, materials described as alluvial soils were encountered in

each of the test borings to depths ranging from about 1.5 feet to 10 feet below the existing site

grades. Sampled alluvial soils were generally described as sands (SP & SW), silts (MH & ML),

and silty sands (SM). Standard penetration resistance N-values within the sampled alluvium

ranged from 1 to 13 blows per foot (bpf) with a typical range of 2 to 4 bpf.



4

Residual Soils

Residual soils, formed by the in-place weathering of the parent rock, were encountered in each

of the test borings with the exception of boring B-11. Sampled residual soils were generally

described as silty sands (SM); however, boring B-15 also encountered silty clay (CL) and sandy

silt (ML). Standard penetration resistances in the sampled residuum ranged from 5 to 60 bpf

with typical values ranging from about 10 to 30 bpf.

Partially Weathered Rock

Partially weathered rock (PWR) is a transitional material between soil and rock, which retains

the relic structure of the rock and has very hard or very dense consistencies. PWR is defined for

engineering purposes as residual material with standard penetration resistances in excess of

100 bpf. PWR was encountered at an approximate depth of 10 feet below the existing ground

surface in borings B-11 and B-15. The sampled PWR was generally described as silty sand (SM)

and exhibited penetration resistances of 50 blows per 6 inches of split-spoon penetration (50/6)

to 50 blows per 4 inches of split-spoon penetration (50/4).

Subsurface Water

With the exception of borings B-13 and B-15, measurable subsurface water was encountered in

each of the test borings immediately upon completion of drilling at depths ranging from about

2 feet below the existing ground surface at boring B-3 to about 10 feet below the existing

ground surface at boring B-2. Boring B-1 was drilled in the existing creek bed and encountered

surface water at-grade. Elsewhere, subsurface water was typically encountered on the order of

3 to 4 feet below existing site grades. Specific encountered subsurface water levels for the

individual borings are shown on the attached boring logs. Fluctuations in subsurface water

levels and soil moisture should be anticipated with changes in precipitation, run-off, elevation

of Straightstone Creek, and season.

LABORATORY TESTING PROGRAM

Split-spoon samples obtained from the 1.5 to 3 feet, 4.5 to 6 feet, and 7.5 to 9 feet sampling

increments at boring locations B-3, B-5, B-7, and B-11 (twelve samples total) were prescribed

for grain-size analysis (particle size distribution). Graphical representations of the requested

laboratory tests are provided in the attached Appendix.

APPENDIX

KEY TO BORING LOG SOIL CLASSIFICATION

Particle Size and Proportion Visual descriptions are assigned to each soil sample or stratum based on estimates of the particle size of each component of the soil and the percentage of each component of the soil.

Particle Size

Descriptive Terms

Proportion

Descriptive Terms Soil Component Particle Size Component Term Percentage

Boulder > 12 inch Major Uppercase Letters > 50% Cobble 3 - 12 inch (e.g., SAND, CLAY)

Gravel-Coarse 3/4 - 3 inch -Fine #4 - 3/4 inch Secondary Adjective 20% - 50%

Sand-Coarse #10 - #4 (e.g., sandy, clayey) -Medium #40 - #10

-Fine #200 - #40 Minor Some 15% - 25% Silt (non-cohesive) < #200 Little 5% - 15%

Clay (cohesive) < #200 Trace 0% - 5%

Notes: 1. Particle size is designated by U.S. Standard Sieve Sizes 2. Because of the small size of the split-spoon sampler relative to the size of gravel, the true percentage of gravel may not be accurately estimated. Density or Consistency The standard penetration resistance values (N-values) are used to describe the density of coarse-grained soils (GRAVEL, SAND) or the consistency of fine-grained soils (SILT, CLAY). Sandy silts of very low plasticity may be assigned a density instead of a consistency.

DENSITY CONSISTENCY Term N-Value Term N-Value

Very Loose 0 - 4 Very Soft 0 - 1 Loose 5 - 10 Soft 2 - 4

Medium-Dense 11 - 30 Medium Stiff 5 - 8 Dense 31 - 50 Stiff 9 - 15

Very Dense > 50 Very Stiff 16 - 30 Hard > 30

Notes: 1. The N-value is the number of blows of a 140 lb. Hammer freely falling 30 inches required to drive a standard

split-spoon sampler (2.0 in. O.D., 1-3/8 in. I.D.) 12 inches into the soil after properly seating the sampler 6 inches.

2. When encountered, gravel may increase the N-value of the standard penetration test and may not accurately represent the in-situ density or consistency of the soil sampled.

F:\Branch 62\GEOWORD\REPORTS\keyblsc.enc.doc

Boring terminated at 12 feet

BO

RIN

G_L

OG

K62

-056

D.G

PJ F

&R

.GD

T 5

/19/

08

4-5-9

10-12-9

9-12-18

13-23-28

RESIDUUM: Medium dense to very dense, brown,moist, silty fine to coarse SAND (SM) with trace mica

51

1.5

3.0

6.0

9.0

12.0

2.25 ID HSA CME-55

Client:

ALLUVIUM: Loose, gray and brown, wet, fine tocoarse SAND (SP) with little silt, trace root matterand trace fine gravel604.9

594.4

Surface water observed as aflowing stream at the existingground surface.1.5

3-2-3

Elevation

0.0

1.5

4.5

7.5

10.5

5

14

21

30

12.0

BORING LOG

Report No.:

SampleDepth(feet)

Type of Boring:

K62-056DParsons Transportation Group, Inc. of Virginia

606Boring No.:

Driller:

Straightstone Creek Restoration Project, Pittsylvania County, Virginia

*Number of blows required for an automatic 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments. Thesum of the second and third increments of penetration is termed the standard penetration resistance, N.

Elev:

Depth

Project:

Started:DESCRIPTION OF MATERIALS

(Classification) REMARKS

4/30/08N Value

(blows/ft)

TotalDepth

* SampleBlows

Location: See Boring Location PlanCompleted:

B-1

May 2008

(1 of 1)B. Maxson4/30/08

12.0'

Date:

1-1-1

18

5

4

7.5

2

3-2-3

2

BO

RIN

G_L

OG

K62

-056

D.G

PJ F

&R

.GD

T 5

/19/

08

Medium dense, brown, moist, silty fine to coarseSAND (SM) with trace mica

Very loose, gray, wet, fine to medium SAND (SP-SM)with little silt with trace root matter

Very loose, brown, wet, silty fine SAND (SM) withtrace mica and trace root matter

1-1-1

SURFICIAL SOILS

1-2-2

4-7-11

4.5

ALLUVIUM: Soft, brown, moist, fine sandy SILT(ML) with trace mica and trace root matter

603.8

595.8

10.5

600.8

Subsurface water wasencountered at approximately10 feet immediately uponcompletion of drilling.

606.3

607.6

597.8

12.0

1.5

0.0

10.0

7.0

4.0

1.5

0.2


Straightstone Creek Restoration Project, Pittsylvania County, Virginia608

Parsons Transportation Group, Inc. of VirginiaK62-056D

Type of Boring:

Report No.:

Boring No.: (1 of 1)

RESIDUUM: Loose, brown and gray, moist, siltyfine to coarse SAND (SM) with trace mica

May 2008

Depth

TotalDepth

N Value(blows/ft)

4/30/08

REMARKSDESCRIPTION OF MATERIALS(Classification)

Project:

Elev:


BORING LOG

Driller:* Sample

Blows

Date:

Started:

12.0

Elevation

Client:

SampleDepth(feet)

See Boring Location PlanCompleted:

9.0

6.0

3.0

1.5

2.25 ID HSA CME-5512.0'

4/30/08 B. MaxsonLocation:B-2

11

9

1

1

4.51-1-0

10.5

3

BO

RIN

G_L

OG

K62

-056

D.G

PJ F

&R

.GD

T 5

/19/

08

RESIDUUM: Medium dense, gray brown, moist,sitly fine to coarse SAND (SM) with trace mica

Very loose, brown gray, wet, silty fine to coarseSAND (SM) with trace organics

Very soft, gray, wet, fine sandy SILT (MH) with traceroot matter

ALLUVIUM: Very loose, orange brown, wet, fine tomedium SAND (SP) with trace silt

1-1-2

1-1-0

3-4-7

2-3-6

1.5SURFICIAL SOILS

603.8

595.8

7.5600.8


606.3607.5

597.8 10.0

0.0

12.0

7.0

4.0

1.50.3

0 = WOH = Weight ofHammer


(1 of 1)


Type of Boring:

May 2008


Loose, gray, wet, fine to coarse SAND (SP-SM) withlittle silt

Date:Report No.:

Depth

TotalDepth

N Value(blows/ft)

5/1/08


608Project:

Elev:


BORING LOG

Driller:* Sample

Blows

Boring No.:

Started:

9.0

Elevation

Client:

SampleDepth(feet)

2.25 ID HSA CME-55Location:

12.0

See Boring Location Plan

6.0

3.0

1.5

5/1/08Completed:

B-3 12.0'B. Maxson

3

10

7

7

22

1-1-2

2-4-6

2-3-4

ALLUVIUM: Soft to stiff, orange brown and gray,moist, fine sandy SILT (ML/MH) with trace rootmatter

BO

RIN

G_L

OG

K62

-056

D.G

PJ F

&R

.GD

T 5

/19/

08


RESIDUUM: Medium dense, brown and tan, moist,silty fine to coarse SAND (SM) with trace mica

2-1-6

Medium stiff, blue gray, moist, fine sandy SILT(ML/MH) with trace mica and root matter

7-10-12

SURFICIAL SOILS

10.5

Loose, dark gray, moist silty fine to coarse SAND(SM) with trace root matter

0.3606.7

603.0

600.0

597.0

595.0

7.5

4.5

1.5

0.0 Subsurface water wasencountered at approximately3.2 feet immediately uponcompletion of drilling.

12.0

10.0

7.0

4.0

* SampleBlows

(1 of 1)Straightstone Creek Restoration Project, Pittsylvania County, Virginia

Report No.: May 2008

Type of Boring:


607

Date:

Project:TotalDepth

N Value(blows/ft)

5/1/08

REMARKS

Started:

Boring No.:

Depth

Elev:


BORING LOG

Driller:DESCRIPTION OF MATERIALS

(Classification)SampleDepth(feet)

See Boring Location PlanLocation:

Client:

B-42.25 ID HSA CME-55

12.0

9.0

6.0

3.0

1.5

Elevation

12.0'5/1/08Completed: B. Maxson

3

5

4

9

25

1-1-2

2-2-3

2-3-1

ALLUVIUM: Soft, brown, moist, fine sandy SILT(ML) with trace root matter and mica

BO

RIN

G_L

OG

K62

-056

D.G

PJ F

&R

.GD

T 5

/19/

08


RESIDUUM: Medium dense, orange brown, moist,silty fine to coarse SAND (SM) with trace fine gravel

3-5-4

Medium stiff, orange brown and gray, moist, finesandy SILT (ML) with trace mica and root matter

5-10-15

SURFICIAL SOILS

10.5

Very loose to loose, gray, wet, fine to coarse SAND(SW-SM) with little silt, trace mica, trace fine gravel,and trace root matter

0.3606.2605.0

602.5

596.5

594.5

7.5

4.5

1.5

0.0 Subsurface water wasencountered at approximately3 feet immediately uponcompletion of drilling.

12.0

10.0

4.0

1.5

* SampleBlows



Type of Boring:


607

Date:

Project:TotalDepth

N Value(blows/ft)

5/1/08

REMARKS

Started:

Boring No.:

Depth

Elev:


BORING LOG




Client:


12.0

9.0

6.0

3.0

1.5

Elevation


2

2

2

10

17

1-1-1

1-1-1

WOH-1-1

ALLUVIUM: Soft, brown to orange brown and gray,moist, fine sandy SILT (ML) with trace root matter

BO

RIN

G_L

OG

K62

-056

D.G

PJ F

&R

.GD

T 5

/19/

08


RESIDUUM: Medium dense, blue gray and orangebrown, moist, silty fine to coarse SAND (SM)

3-4-6

Very loose, gray, wet fine SAND (SP-SM) with littlesilt and trace root matter

5-7-10

SURFICIAL SOILS

7.5Loose, dark gray, wet, fine to coarse SAND (SW-SM)with little silt and trace fine gravel

598.9

Subsurface water wasencountered at approximately3.4 feet immediately uponcompletion of drilling.

595.9

WOH = 0 = Weight ofHammer

601.9

605.6

593.9

4.5

1.5

0.0

10.5

12.0

10.0

7.0

4.0

0.3

* SampleBlows



Type of Boring:


606

Date:

Project:TotalDepth

N Value(blows/ft)

5/1/08

REMARKS

Started:

Boring No.:

Depth

Elev:


BORING LOG




Client:


12.0

9.0

6.0

3.0

1.5

Elevation

12.0'5/1/08 B. MaxsonCompleted:

32

13

1

2

4.51-0-1

10.5

3

BO

RIN

G_L

OG

K62

-056

D.G

PJ F

&R

.GD

T 5

/19/

08

RESIDUUM: Dense, orange brown, moist, silty fineto coarse SAND (SM)

Very soft, dark gray, wet, fine sandy SILT (MH) withtrace organics and root matter

Very loose, brown, moist, silty fine SAND (SM) withtrace mica

ALLUVIUM: Soft, brown, moist, fine sandy SILT(ML) with trace root matter

1-2-1

1-1-1

16-18-14

2-6-7

1.5SURFICIAL SOILS

601.9

593.9

7.5598.9


604.4605.6

595.9 10.0

0.0

12.0

7.0

4.0

1.50.3



(1 of 1)


Type of Boring:

May 2008


Medium dense, gray, wet, fine to coarse SAND(SP-SM) with little silt and trace fine gravel

Date:Report No.:

Depth

TotalDepth

N Value(blows/ft)

5/1/08


606Project:

Elev:


BORING LOG

Driller:* Sample

Blows

Boring No.:

Started:

9.0

Elevation

Client:

SampleDepth(feet)


12.0


6.0

3.0

1.5

5/1/08Completed:

B-7 12.0'B. Maxson

18

2

2

2

4.51-0-2

10.5

3

BO

RIN

G_L

OG

K62

-056

D.G

PJ F

&R

.GD

T 5

/19/

08

RESIDUUM: Medium dense, orange brown, moist,silty fine to coarse SAND (SM) with trace fine gravel

Very loose, dark gray, wet, silty fine to coarse SAND(SM) with little organics

Soft, orange brown and gray, moist SILT (MH) withtrace mica

ALLUVIUM; Soft, orange brown, moist, fine sandySILT (ML) with trace root matter

1-1-2

1-1-1

5-9-9

1-1-1

1.5SURFICIAL SOILS

601.0

593.0

7.5598.0


603.5604.7

595.0 10.0

0.0

12.0

7.0

4.0

1.50.3



(1 of 1)


Type of Boring:

May 2008


Very loose, dark gray, moist, silty fine to coarseSAND (SM) with trace fine gravel

Date:Report No.:

Depth

TotalDepth

N Value(blows/ft)

5/1/08


605Project:

Elev:


BORING LOG

Driller:* Sample

Blows

Boring No.:

Started:

9.0

Elevation

Client:

SampleDepth(feet)


12.0


6.0

3.0

1.5

5/1/08Completed:

B-8 12.0'B. Maxson

2

2

1

5

60

1-1-1

1-1-1

1-0-1

ALLUVIUM; Very loose, brown, moist, fine SAND(SM) with trace mica and root matter

BO

RIN

G_L

OG

K62

-056

D.G

PJ F

&R

.GD

T 5

/19/

08


RESIDUUM: Very dense, orange brown, moist, siltyfine to coarse SAND (SM)

1-0-5

Very loose, gray, moist, silty fine to medium SAND(SM) with trace mica and trace root matter

18-21-39

SURFICIAL SOILS

7.5Loose, gray brown and gray, wet, silty fine to coarseSAND (SM) with trace mica, root matter, and finegravel

599.2


596.2


602.2

605.9

594.2

4.5

1.5

0.0

10.5

12.0

10.0

7.0

4.0

0.3

* SampleBlows



Type of Boring:


606

Date:

Project:TotalDepth

N Value(blows/ft)

5/1/08

REMARKS

Started:

Boring No.:

Depth

Elev:


BORING LOG




Client:


12.0

9.0

6.0

3.0

1.5

Elevation


24

8

4

1

4.51-1-3

10.5

2

BO

RIN

G_L

OG

K62

-056

D.G

PJ F

&R

.GD

T 5

/19/

08

RESIDUUM: Medium dense, orange brown, moist,silty fine to coarse SAND (SM)

Very loose, brown, wet, fine to coarse SAND(SW-SM) with little silt and trace fine gravel

Very loose, gray and brown, moist, silty fine tomedium SAND (SM) with trace mica

ALLUVIUM:Very loose, brown, moist, silty fineSAND (SM) with trace mica and root matter

1-1-1

1-1-0

5-9-15

3-5-3

1.5SURFICIAL SOILS

601.0

593.0

7.5598.0


603.5

604.8

595.0 10.0

0.0

12.0

7.0

4.0

1.5

0.2



(1 of 1)


Type of Boring:

May 2008


Loose, dark gray, wet, silty fine to coarse SAND (SM)with trace fine gravel and organics

Date:Report No.:

Depth

TotalDepth

N Value(blows/ft)

4/30/08


605Project:

Elev:


BORING LOG

Driller:* Sample

Blows

Boring No.:

Started:

9.0

Elevation

Client:

SampleDepth(feet)


12.0


6.0

3.0

1.5

4/30/08Completed:

B-10 12.0'B. Maxson

1-1-2

2

21-1-1

3

1-1-1

10.5

2

SURFICIAL SOILS

BO

RIN

G_L

OG

K62

-056

D.G

PJ F

&R

.GD

T 5

/19/

08


Very loose, brown and gray, silty fine to mediumSAND (SM) with trace organics

Soft, gray, wet, fine sandy SILT (MH) with trace mica

1-1-1ALLLUVIUM: Soft, brown, moist, fine sandy SILT(ML) with trace mica and root matter

1.5

27-50/6

Very loose, orange brown, moist, silty fine SAND(SM) with trace mica602.0

594.0

7.5599.0


604.5605.7

596.0

12.0

0.0

10.0

7.0

4.0

1.50.3

4.5

Straightstone Creek Restoration Project, Pittsylvania County, Virginia606


Type of Boring:

Report No.:

Boring No.: (1 of 1)

PARTIALLY WEATHERED ROCK: Sampled asvery dense, orange brown, moist, silty fine to coarseSAND (SM) with trace fine gravel

May 2008

Depth

TotalDepth

N Value(blows/ft)

5/1/08


Project:

Elev:


BORING LOG

Driller:* Sample

Blows

Date:

Started:

11.5

Elevation

Client:

SampleDepth(feet)

See Boring Location PlanCompleted:

9.0

6.0

3.0

1.5

2.25 ID HSA CME-5512.0'

5/1/08 B. MaxsonLocation:B-11

3

2

3

4

10

1-2-1

1-1-1

1-2-1

4-2-2

Soft, gray brown, wet, fine sandy SILT (MH) withtrace organics and mica

BO

RIN

G_L

OG

K62

-056

D.G

PJ F

&R

.GD

T 5

/19/

08


RESIDUUM: Loose, blue gray and red brown,moist, silty fine to coarse SAND (SM) with trace finegravel

3-4-6

Very loose, gray brown, wet, silty fine to coarseSAND (SM) with trace mica and organics

ALLUVIUM: Soft, brown, moist, fine sandy SILT(ML) with trace mica and trace root matter

SURFICIAL SOILS

10.5

- with trace fine gravel from 7 feet to 10 feet

602.3


596.3

0.3604.8606.0

594.3

7.5

4.5

1.5

0.0

12.0

10.0

4.0

1.5

* SampleBlows



Type of Boring:


606

Date:

Project:TotalDepth

N Value(blows/ft)

5/1/08

REMARKS

Started:

Boring No.:

Depth

Elev:


BORING LOG




Client:


12.0

9.0

6.0

3.0

1.5

Elevation


3.0

2

2

1

17

53

2-1-1

1-1-1

WOH-0-1

4-6-11

10-18-35

SURFICIAL SOILSALLUVIUM: Very loose, orange brown, brown, andgray, moist to wet, silty fine SAND (SM) with traceroot matter and mica

- with trace fine gravel from 4 feet to 7 feet

RESIDUUM: Medium dense, greenish gray andpink, moist, silty fine to coarse SAND (SM) with tracefine gravel

Very dense, orange brown, moist, silty fine to coarseSAND (SM)


BO

RIN

G_L

OG

K62

-056

D.G

PJ F

&R

.GD

T 5

/19/

08

0.2608.7

601.9

598.9

596.9


1.5

7.0

10.0

12.0

0.0

1.5

4.5

7.5

10.5

Subsurface water was notencountered immediately uponcompletion of drilling.

* SampleBlows

6.0



Type of Boring:


609Boring No.:

Driller:

BORING LOG


Elev:

Depth

Project:

Started:DESCRIPTION OF MATERIALS

(Classification) REMARKS

5/1/08N Value

(blows/ft)

TotalDepth

Elevation

(1 of 1)Completed:

See Boring Location PlanLocation:B-13

Client:

SampleDepth(feet)

2.25 ID HSA CME-55

12.0

9.0

Date:

12.0'B. Maxson5/1/08

2

1

3

10

54

1-1-1

1-0-1

1-1-2

Very loose, gray brown, wet, silty fine to mediumSAND (SM) with trace mica

BO

RIN

G_L

OG

K62

-056

D.G

PJ F

&R

.GD

T 5

/19/

08


RESIDUUM: Very dense, gray, moist, silty fine tocoarse SAND (SM)

2-5-5

Very loose, blue gray, wet, silty fine to medium SAND(SM)

10-27-27

ALLUVIUM; Soft, brown, moist, fine sandy SILT(ML) with trace mica

7.5Loose, gray, wet, fine to coarse SAND (SW-SM) withlittle silt

601.1


598.1

0 = WOH = Weight ofHammer604.1

606.6

596.1

4.5

1.5

0.0

10.5

12.0

10.0

7.0

4.0

1.5

* SampleBlows



Type of Boring:


608

Date:

Project:TotalDepth

N Value(blows/ft)

5/1/08

REMARKS

Started:

Boring No.:

Depth

Elev:


BORING LOG




Client:


12.0

9.0

6.0

3.0

1.5

Elevation


4

7

8

22

2-2-2

2-3-4

3-4-4

9-9-13

Medium stiff, brown, moist, fine sandy SILT (ML)

BO

RIN

G_L

OG

K62

-056

D.G

PJ F

&R

.GD

T 5

/19/

08


24-50/4

Medium dense, brown, moist, silty fine to mediumSAND (SM)

RESIDUUM: Soft, orange brown, moist, silty CLAY(CL) with little fine sand and trace root matter

SURFICIAL SOILS

10.5PARTIALLY WEATHERED ROCK: Sampled asvery dense, brown, moist, silty fine to coarse SAND(SM)

0.6611.8610.9

605.4

602.4

600.4

7.5

4.5

1.5

0.0 Subsurface water was notencountered immediately uponcompletion of drilling.

12.0

10.0

7.0

1.5

* SampleBlows

1.5



Type of Boring:


612

Date:

Project:TotalDepth

N Value(blows/ft)

5/1/08

REMARKS

Started:

Boring No.:

Depth

Elev:


BORING LOG


(Classification)

Client:


Elevation

B-15

SampleDepth(feet)

2.25 ID HSA CME-55

11.3

9.0

6.0

3.0


Grain Size Distribution Report

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110

PE

RC

EN

T F

INE

R

GRAIN SIZE (mm)

1.5

in

1in

1/2

in

3/4

in

3/8

in

#4

#1

6

#4

0

#1

00

#2

00

2.5" 63.5 0.0 0.0 0.0 0.0 100.0

1.5" 38.1 0.0 0.0 0.0 0.0 100.0

1" 25.4 0.0 0.0 0.0 0.0 100.0

3/4" 19.1 0.0 0.0 0.0 0.0 100.0

1/2" 12.7 0.0 0.0 0.0 0.0 100.0

3/8" 9.52 0.0 0.0 0.0 0.0 100.0

#4 4.76 0.1 0.1 0.1 0.1 99.9

#10 2.36 0.5 0.6 0.6 0.7 99.3

#40 0.43 8.3 10.2 8.9 11.0 89.0

#100 0.149 32.3 39.9 41.2 50.9 49.1

#200 0.074 9.9 12.2 51.1 63.1 36.9

Pan 0 29.9 36.9 81.0 100.0 0.0

Location: B-3 Date Tested: 5/9/2008

Elevation/Depth: 1.5 - 3.0 Sample No.: 103782 A

Client: Parsons Transportation Group, Inc. of Virginia

Project: Straightstone Creek Restoration Project

Project No.: K62-056D

Froehling &

Robertson, Inc.

Accumulative

Weight

(g)

Accumulative %

Retained% Passing

Sieve

Size

(in)

Sieve

Size

(mm)

Individual

Weight

(g)

Individual %

Retained


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110

PE

RC

EN

T F

INE

R

GRAIN SIZE (mm)

1in

1/2

in

3/4

in

3/8

in

#4

#1

6

#4

0

#1

00

#2

00

1.5

in

2.5" 63.5 0.0 0.0 0.0 0.0 100.0

1.5" 38.1 0.0 0.0 0.0 0.0 100.0

1" 25.4 0.0 0.0 0.0 0.0 100.0

3/4" 19.1 0.0 0.0 0.0 0.0 100.0

1/2" 12.7 0.0 0.0 0.0 0.0 100.0

3/8" 9.52 0.0 0.0 0.0 0.0 100.0

#4 4.76 0.1 0.1 0.1 0.1 99.9

#10 2.36 0.2 0.3 0.3 0.4 99.6

#40 0.43 9.9 13.7 10.2 14.1 85.9

#100 0.149 44.7 61.7 54.9 75.8 24.2

#200 0.074 4.3 5.9 59.2 81.8 18.2

Pan 0 13.2 18.2 72.4 100.0 0.0


Elevation/Depth: 4.5 - 6.0 Sample No.: 103782 B




Froehling and

Robertson, Inc.

Sieve

Size

(in)

Sieve

Size

(mm)

Individual

Weight

(g)

Individual %

Retained

Accumulative

Weight

(g)

Accumulative %

Retained% Passing


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110

PE

RC

EN

T F

INE

R

GRAIN SIZE (mm)

1.5

in

1in

1/2

in

3/4

in

3/8

in

#4

#1

6

#4

0

#1

00

#2

00

Sieve

Size

(in)

Sieve

Size

(mm)

Individual

Weight

(g)

Individual %

Retained

Accumulative

Weight

(g)

Accumulative %

Retained% Passing

2.5" 63.5 0.0 0.0 0.0 0.0 100.0

1.5" 38.1 0.0 0.0 0.0 0.0 100.0

1" 25.4 0.0 0.0 0.0 0.0 100.0

3/4" 19.1 0.0 0.0 0.0 0.0 100.0

1/2" 12.7 0.0 0.0 0.0 0.0 100.0

3/8" 9.52 0.0 0.0 0.0 0.0 100.0

#4 4.76 6.2 6.8 6.2 6.8 93.2

#10 2.36 8.2 9.0 14.4 15.8 84.2

#40 0.43 47.7 52.4 62.1 68.2 31.8

#100 0.149 20.8 22.9 82.9 91.1 8.9

#200 0.074 2.4 2.6 85.3 93.7 6.3

Pan 0 5.7 6.3 91.0 100.0 0.0


Elevation/Depth: 7.5 - 9.0 Sample No.: 103782 C




Froehling and

Robertson, Inc.


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110

PE

RC

EN

T F

INE

R

GRAIN SIZE (mm)

1.5

in

1in

1/2

in

3/4

in

3/8

in

#4

#1

6

#4

0

#1

00

#2

00

2.5" 63.5 0.0 0.0 0.0 0.0 100.0

1.5" 38.1 0.0 0.0 0.0 0.0 100.0

1" 25.4 0.0 0.0 0.0 0.0 100.0

3/4" 19.1 0.0 0.0 0.0 0.0 100.0

1/2" 12.7 0.0 0.0 0.0 0.0 100.0

3/8" 9.52 0.0 0.0 0.0 0.0 100.0

#4 4.76 0.0 0.0 0.0 0.0 100.0

#10 2.36 0.0 0.0 0.0 0.0 100.0

#40 0.43 1.6 1.6 1.6 1.6 98.4

#100 0.149 34.3 34.3 35.9 35.9 64.1

#200 0.074 21.4 21.4 57.3 57.4 42.6

Pan 0 42.6 42.6 99.9 100.0 0.0






Froehling &

Robertson, Inc.

Sieve

Size

(in)

Sieve

Size

(mm)

Individual

Weight

(g)

Individual %

Retained

Accumulative

Weight

(g)

Accumulative %

Retained% Passing


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110

PE

RC

EN

T F

INE

R

GRAIN SIZE (mm)

1in

1/2

in

3/4

in

3/8

in

#4

#1

6

#4

0

#1

00

#2

00

1.5

in

2.5" 63.5 0.0 0.0 0.0 0.0 100.0

1.5" 38.1 0.0 0.0 0.0 0.0 100.0

1" 25.4 0.0 0.0 0.0 0.0 100.0

3/4" 19.1 0.0 0.0 0.0 0.0 100.0

1/2" 12.7 0.0 0.0 0.0 0.0 100.0

3/8" 9.52 0.0 0.0 0.0 0.0 100.0

#4 4.76 0.0 0.0 0.0 0.0 100.0

#10 2.36 0.1 0.1 0.1 0.1 99.9

#40 0.43 11.3 9.0 11.4 9.1 90.9

#100 0.149 73.1 58.1 84.5 67.1 32.9

#200 0.074 16.4 13.0 100.9 80.1 19.9

Pan 0 25.0 19.9 125.9 100.0 0.0






Froehling and

Robertson, Inc.

Sieve

Size

(in)

Sieve

Size

(mm)

Individual

Weight

(g)

Individual %

Retained

Accumulative

Weight

(g)

Accumulative %

Retained% Passing


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110

PE

RC

EN

T F

INE

R

GRAIN SIZE (mm)

1.5

in

1in

1/2

in

3/4

in

3/8

in

#4

#1

6

#4

0

#1

00

#2

00

Sieve

Size

(in)

Sieve

Size

(mm)

Individual

Weight

(g)

Individual %

Retained

Accumulative

Weight

(g)

Accumulative %

Retained% Passing

2.5" 63.5 0.0 0.0 0.0 0.0 100.0

1.5" 38.1 0.0 0.0 0.0 0.0 100.0

1" 25.4 0.0 0.0 0.0 0.0 100.0

3/4" 19.1 0.0 0.0 0.0 0.0 100.0

1/2" 12.7 4.6 2.8 4.6 2.8 97.2

3/8" 9.52 10.0 6.0 14.6 8.8 91.2

#4 4.76 22.4 13.5 37.0 22.3 77.7

#10 2.36 31.2 18.8 68.2 41.1 58.9

#40 0.43 59.5 35.8 127.7 76.9 23.1

#100 0.149 27.6 16.6 155.3 93.6 6.4

#200 0.074 3.8 2.3 159.1 95.8 4.2

Pan 0 6.9 4.2 166.0 100.0 0.0






Froehling and

Robertson, Inc.


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110

PE

RC

EN

T F

INE

R

GRAIN SIZE (mm)

1.5

in

1in

1/2

in

3/4

in

3/8

in

#4

#1

6

#4

0

#1

00

#2

00

2.5" 63.5 0.0 0.0 0.0 0.0 100.0

1.5" 38.1 0.0 0.0 0.0 0.0 100.0

1" 25.4 0.0 0.0 0.0 0.0 100.0

3/4" 19.1 0.0 0.0 0.0 0.0 100.0

1/2" 12.7 0.0 0.0 0.0 0.0 100.0

3/8" 9.52 0.0 0.0 0.0 0.0 100.0

#4 4.76 0.0 0.0 0.0 0.0 100.0

#10 2.36 0.1 0.1 0.1 0.1 99.9

#40 0.43 3.1 3.9 3.2 4.0 96.0

#100 0.149 9.2 11.5 12.4 15.5 84.5

#200 0.074 7.7 9.6 20.1 25.1 74.9

Pan 0 60.0 74.9 80.1 100.0 0.0






Froehling &

Robertson, Inc.

Sieve

Size

(in)

Sieve

Size

(mm)

Individual

Weight

(g)

Individual %

Retained

Accumulative

Weight

(g)

Accumulative %

Retained% Passing


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110

PE

RC

EN

T F

INE

R

GRAIN SIZE (mm)

1in

1/2

in

3/4

in

3/8

in

#4

#1

6

#4

0

#1

00

#2

00

1.5

in

2.5" 63.5 0.0 0.0 0.0 0.0 100.0

1.5" 38.1 0.0 0.0 0.0 0.0 100.0

1" 25.4 0.0 0.0 0.0 0.0 100.0

3/4" 19.1 0.0 0.0 0.0 0.0 100.0

1/2" 12.7 0.0 0.0 0.0 0.0 100.0

3/8" 9.52 0.0 0.0 0.0 0.0 100.0

#4 4.76 0.0 0.0 0.0 0.0 100.0

#10 2.36 0.2 0.3 0.2 0.3 99.7

#40 0.43 15.2 20.5 15.4 20.8 79.2

#100 0.149 35.0 47.3 50.4 68.1 31.9

#200 0.074 5.9 8.0 56.3 76.1 23.9

Pan 0 17.7 23.9 74.0 100.0 0.0






Froehling and

Robertson, Inc.

Sieve

Size

(in)

Sieve

Size

(mm)

Individual

Weight

(g)

Individual %

Retained

Accumulative

Weight

(g)

Accumulative %

Retained% Passing


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110

PE

RC

EN

T F

INE

R

GRAIN SIZE (mm)

1.5

in

1in

1/2

in

3/4

in

3/8

in

#4

#1

6

#4

0

#1

00

#2

00

Sieve

Size

(in)

Sieve

Size

(mm)

Individual

Weight

(g)

Individual %

Retained

Accumulative

Weight

(g)

Accumulative %

Retained% Passing

2.5" 63.5 0.0 0.0 0.0 0.0 100.0

1.5" 38.1 0.0 0.0 0.0 0.0 100.0

1" 25.4 0.0 0.0 0.0 0.0 100.0

3/4" 19.1 0.0 0.0 0.0 0.0 100.0

1/2" 12.7 4.4 2.7 4.4 2.7 97.3

3/8" 9.52 14.8 8.9 19.2 11.6 88.4

#4 4.76 22.2 13.4 41.4 24.9 75.1

#10 2.36 28.6 17.2 70.0 42.2 57.8

#40 0.43 45.9 27.7 115.9 69.8 30.2

#100 0.149 30.8 18.6 146.7 88.4 11.6

#200 0.074 6.6 4.0 153.3 92.3 7.7

Pan 0 12.7 7.7 166.0 100.0 0.0






Froehling and

Robertson, Inc.


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110

PE

RC

EN

T F

INE

R

GRAIN SIZE (mm)

1.5

in

1in

1/2

in

3/4

in

3/8

in

#4

#1

6

#4

0

#1

00

#2

00

2.5" 63.5 0.0 0.0 0.0 0.0 100.0

1.5" 38.1 0.0 0.0 0.0 0.0 100.0

1" 25.4 0.0 0.0 0.0 0.0 100.0

3/4" 19.1 0.0 0.0 0.0 0.0 100.0

1/2" 12.7 0.0 0.0 0.0 0.0 100.0

3/8" 9.52 0.0 0.0 0.0 0.0 100.0

#4 4.76 0.0 0.0 0.0 0.0 100.0

#10 2.36 0.1 0.1 0.1 0.1 99.9

#40 0.43 2.6 2.1 2.7 2.1 97.9

#100 0.149 51.3 40.6 54.0 42.8 57.2

#200 0.074 23.1 18.3 77.1 61.1 38.9

Pan 0 49.1 38.9 126.2 100.0 0.0






Froehling &

Robertson, Inc.

Sieve

Size

(in)

Sieve

Size

(mm)

Individual

Weight

(g)

Individual %

Retained

Accumulative

Weight

(g)

Accumulative %

Retained% Passing


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110

PE

RC

EN

T F

INE

R

GRAIN SIZE (mm)

1in

1/2

in

3/4

in

3/8

in

#4

#1

6

#4

0

#1

00

#2

00

1.5

in

2.5" 63.5 0.0 0.0 0.0 0.0 100.0

1.5" 38.1 0.0 0.0 0.0 0.0 100.0

1" 25.4 0.0 0.0 0.0 0.0 100.0

3/4" 19.1 0.0 0.0 0.0 0.0 100.0

1/2" 12.7 0.0 0.0 0.0 0.0 100.0

3/8" 9.52 0.0 0.0 0.0 0.0 100.0

#4 4.76 0.0 0.0 0.0 0.0 100.0

#10 2.36 0.2 0.3 0.2 0.3 99.7

#40 0.43 1.5 2.1 1.7 2.3 97.7

#100 0.149 22.4 30.9 24.1 33.3 66.7

#200 0.074 11.2 15.5 35.3 48.8 51.2

Pan 0 37.1 51.2 72.4 100.0 0.0






Froehling and

Robertson, Inc.

Sieve

Size

(in)

Sieve

Size

(mm)

Individual

Weight

(g)

Individual %

Retained

Accumulative

Weight

(g)

Accumulative %

Retained% Passing


0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110

PE

RC

EN

T F

INE

R

GRAIN SIZE (mm)

1.5

in

1in

1/2

in

3/4

in

3/8

in

#4

#1

6

#4

0

#1

00

#2

00

Sieve

Size

(in)

Sieve

Size

(mm)

Individual

Weight

(g)

Individual %

Retained

Accumulative

Weight

(g)

Accumulative %

Retained% Passing

2.5" 63.5 0.0 0.0 0.0 0.0 100.0

1.5" 38.1 0.0 0.0 0.0 0.0 100.0

1" 25.4 0.0 0.0 0.0 0.0 100.0

3/4" 19.1 0.0 0.0 0.0 0.0 100.0

1/2" 12.7 0.0 0.0 0.0 0.0 100.0

3/8" 9.52 0.0 0.0 0.0 0.0 100.0

#4 4.76 3.0 2.9 3.0 2.9 97.1

#10 2.36 2.5 2.4 5.5 5.3 94.7

#40 0.43 19.0 18.5 24.5 23.8 76.2

#100 0.149 35.0 34.0 59.5 57.8 42.2

#200 0.074 16.1 15.6 75.6 73.5 26.5

Pan 0 27.3 26.5 102.9 100.0 0.0






Froehling and

Robertson, Inc.

PLAN AND PROFILE OF PLAN AND PROFILE OF PROPOSED STRAIGHTSTONE PROPOSED STRAIGHTSTONE

CREEK RESTORATION PROJECTCREEK RESTORATION PROJECT

Federal Project number: STP-510-8(142)

Route: 265

State Project Number: 0265-071-104, L801

PURPOSE AND NEEDPURPOSE AND NEED

•• Straightstone Creek Straightstone Creek Restoration Project will provide offsite stream compensation for the unavoidable stream impacts associated with the Route 265 Franklin Turnpike Project, located in Pittsylvania County, near Danville, Virginia.

•• 1,675 linear feet of stream enhancement and Priority 1 1,675 linear feet of stream enhancement and Priority 1 stream restoration stream restoration

•• 10.37 acres of buffer planting10.37 acres of buffer planting

•• 2,330 linear feet of livestock exclusion fencing2,330 linear feet of livestock exclusion fencing

Straightstone CreekProject

Location

PRESENTATION OUTLINEPRESENTATION OUTLINE

•• Existing ConditionsExisting Conditions

•• Proposed Conditions / Project WalkthroughProposed Conditions / Project Walkthrough–– Longitudinal ProfileLongitudinal Profile–– InIn--stream Structuresstream Structures–– Cattle Stream CrossingCattle Stream Crossing–– Livestock ExclusionLivestock Exclusion

•• Planting, Seeding, and WarrantyPlanting, Seeding, and Warranty

•• Environmentally Sensitive AreasEnvironmentally Sensitive Areas

•• Working in the DryWorking in the Dry

•• Sequence of ConstructionSequence of Construction

Existing ConditionsExisting Conditions

Palustrine emergent

(PEM) wetlands

A B

C

Existing Conditions

Existing Conditions (cont.)

F

D E

Existing Conditions (cont.)

G

I

H

New stream alignment

Proposed ConditionsProposed Conditions

Proposed Conditions / Proposed Conditions / Project WalkthroughProject Walkthrough

Longitudinal ProfileLongitudinal Profile

• The Contractor shall notify Columbia Gas two weeks prior to beginning construction in the vicinity of the existing gas lines (this includes installation of livestock fencing).

• The Contractor shall notify Miss Utility at 800-552-7001 three (3) working days prior to any land disturbance on the project.

InIn--stream Structuresstream Structures

•• Plunge Pool, CrossPlunge Pool, Cross--vane, Jvane, J--hook vanes, hook vanes, Constructed Riffles, and Rock Toe ProtectionConstructed Riffles, and Rock Toe Protection

•• Detailed stone specificationsDetailed stone specifications

•• Detailed installation procedures Detailed installation procedures

•• See Details on Sheets 2FSee Details on Sheets 2F--2H2H

•• See See ““Virginia Department of Transportation Virginia Department of Transportation Special Provision for Stream ConstructionSpecial Provision for Stream Construction”” Pages 96Pages 96--107107

Plunge PoolPlunge Pool

Rock CrossRock Cross--VaneVane

• Stone Specifications

• Flat or nearly flat on three sides

• Natural color

• Obtained from an approved source

• Minimum unit weight of 150 lbs/ft3

• Dimensions specified in plans

• The Engineer or Department’s Environmental representative must be present during construction of the rock cross-vane

• Upstream face of rock cross-vane to be sealed with clay specified for Clay Plug

• Measured & paid for per each

JJ--HookHook VaneVane

• Stone Specifications

• Materials same as those used for Cross-Vane

• Obtain from an approved source

• The Engineer or Department’s Environmental representative must be present during construction of the j-hook

• Completed “hook” has gaps ½ diameter of rock

• Specified invert elevations


Constructed RiffleConstructed Riffle• Stone Specifications

• Natural river rock

• Median particle size

of 3 to 5 inches

• Riprap not an acceptable

substitute

• Dry Class II Riprap

• Sills

• Upstream/downstream

of the constructed riffles

• Subgrade must be stable/suitable material

• Upon completion of the sills, natural river rock will be placed to a depth of 12”


Rock Toe ProtectionRock Toe Protection

• Dry Riprap Class II

• Footer rocks shall be flat and rectangular

• Coir fiber matting shall be secured under/behind the boulders once topsoil and seed have been spread on graded streambanks

• Measured & paid for per linear foot

Cattle Stream CrossingCattle Stream Crossing

•• Detailed stone specificationsDetailed stone specifications

•• Detailed installation procedures Detailed installation procedures

•• See Detail on Sheet 2G See Detail on Sheet 2G

•• See See ““Virginia Department of Transportation Special Virginia Department of Transportation Special Provision for Livestock ExclusionProvision for Livestock Exclusion”” Pages 90Pages 90--9292

•• Measured & paid for per ton. Includes labor, grading, Measured & paid for per ton. Includes labor, grading, equipment, and incidentalsequipment, and incidentals

•• Does not include fence or gatesDoes not include fence or gates

Cattle Cattle Stream Stream

CrossingCrossing

Materials:

• VDOT aggregate material #1

• VDOT #57 stone

• VDOT Dry Riprap Class II

Livestock ExclusionLivestock Exclusion

Cattle Exclusion Fence:

• 5 strand tensile fence with wood posts. Wood posts shall be treated in accordance with road and bridge specs for installation in wet soils.

• Tensile wire shall be galvanized 12 ½ gage, 200,000 PSI.

• Line Brace spacing = 500’ max. and at the end of each line.

• Corner Braces placed on angles 15˚

or greater. Except near Cattle Crossing.

Fence Gates:

• Standard FE-G, 12’ metal gates with wood posts and conform to Section 242 of the Specifications.

• 5 metal gates required.

Water Gates:

• Standard FE-4 Type III Water Gates.

• Custom fabricated to match the proposed channel cross section dimensions at the installation locations.

Planting, Seeding, and WarrantyPlanting, Seeding, and Warranty

•• Two (2) seed mixesTwo (2) seed mixes

•• Two (2) Planting Zones + Live StakesTwo (2) Planting Zones + Live Stakes–– American Association of Nurserymen standardsAmerican Association of Nurserymen standards–– Hardiness Zones 6 & 7Hardiness Zones 6 & 7–– Planting season = December 1 Planting season = December 1 –– March 30March 30–– Two (2) year Establishment PeriodTwo (2) year Establishment Period–– Substitution requirementsSubstitution requirements

•• See See –– Planting Zones and Planting Summary, Notes & Details Planting Zones and Planting Summary, Notes & Details

on Sheets 4 and 4Aon Sheets 4 and 4A–– ““Virginia Department of Transportation Special Provision Virginia Department of Transportation Special Provision

for Section 605 Planting (2for Section 605 Planting (2--year Establishment Period)year Establishment Period)”” Pages 93Pages 93--9595

– “Virginia Department of Transportation Special Provisions for Stream Construction” pages 96-107

Planting PlanPlanting Plan

LivestakesLivestakes andand MattingMatting

Livestakes:

• Silky Dogwood, Black Willow, and Common Elderberry

• 2-3 ft in length and ½ to 2” in diameter

• Planted in 3 rows on 3’ centers

Matting:

• EC-2 shall be from Department’s approved products list for CM-700 matting or equivalent

• Hardwood stakes required to secure bottom of slope

• Staples (steel wire formed into “U” shape) required to secure all other areas

Environmentally Sensitive AreasEnvironmentally Sensitive Areas

Permanent Wetland Impact

Temporary Wetland Impact

Working in the DryWorking in the Dry

•• Cofferdam, Pump Around Diversions, and Cofferdam, Pump Around Diversions, and DewateringDewatering

•• Clay Plug and Rock PlugClay Plug and Rock Plug

•• See Details on Sheets 2D and 2HSee Details on Sheets 2D and 2H

•• See See ““Virginia Department of Transportation Virginia Department of Transportation Special Provisions for Stream ConstructionSpecial Provisions for Stream Construction”” Pages 96Pages 96--107107

•• Measured & paid for per Summaries and Measured & paid for per Summaries and Quantities Sheet 2AQuantities Sheet 2A

Clay Plug and Rock PlugClay Plug and Rock Plug

• Soil for clay plugs shall be CL, CH, MH, or SC in accordance with ASTM D 2487

• Clay plug constructed in 6 (six) inch lifts, compacted to 95% Standard Proctor

• Rock plug uses Dry Riprap Class I

•Measured & paid for per each

Sequence of ConstructionSequence of Construction

1. Install livestock exclusion fencing

2. Stake centerline of stream

5. Install applicable perimeter controls

6. Construct new channel segment

7. Install pump around and construct downstream portion and cattle crossing

4. Install construction entrance and staging area

3. Flag non- impacted wetlands

8. Install pump around and construct plunge pool and upstream reach

9. Dewater, Grade and fill in old channel

10. Remove temporary stream crossing

11. Scarify or till soil in all disturbed or compacted areas within the riparian buffer

Questions?Questions?

froehling & robertson, inc

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