Ryon Woods, Fox Run, Lancaster report on letterhead hand-auger test holes included seven test holes at Ryon Woods, ... report in the appendices; Appendix A – Ryon Woods, Appendix

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Fax 410-880-4098

www.hcea.com

ENG

INEERIN

G A

SSOC

IATES

July 16, 2011 Vista Design, Inc. 11634 Worcester Highway Showell, Maryland 21862 Attention: Mr. Richard F. Polk, P.E. Reference: Geotechnical Engineering Report Charles County RFP No. 11-09 Ryon Woods, Lancaster, and Fox Run Stream Restoration Projects Charles County, Maryland HCEA Project Nos. 11237A, 11238A and 11239A

Dear Mr. Polk: Hillis Carnes Engineering Associates, Inc. (HCEA) is pleased to submit the findings of our subsurface exploration and laboratory testing for the Ryon Woods, Lancaster, and Fox Run stream restoration projects in Charles County, Maryland. The three sites studied for this report are all located in northern Charles County in the vicinity of the US 301/MD Route 5 intersection in Waldorf, Maryland. The specific site locations are illustrated on the attached “Study Area Location Map” excerpted from the Charles County RFP No. 11-09, with each site included in the following appendices; Appendix A – Ryon Woods, Appendix B – Lancaster, and Appendix C – Fox Run. Project site plans with test boring locations, test boring logs, and laboratory test results are included in each appendix for the specified project site.

Note: At the time of writing this report, a boring plan was not available for the Lancaster site. If a plan becomes available, this report will be revised and resent to the client.

General Geology of the Project Sites The three project sites are located in an area of Charles County mapped by the Maryland Geological Survey as belonging to the Upland Gravel 3 (UG3) of Lower to Upper Pliocene Age. The soils of Upland Gravel 3 formation are more specifically described as follows: “Predominantly interbedded medium sand and gravel with coarse sand matrix; cobbles in lower part; pebbles floating in poorly sorted sandy silt cap at top in many places. Brick red color common in steeper slopes; orange to tan in flatter land. Fluvial deposits of UG3 cover the highest uplands in Charles County.”

Ryon Woods, Lancaster, and Fox Run Stream Restoration Projects Geotechnical Engineering Report

HCEA Project Nos.11287A, 11288A, and 11289A July 16, 2011

HILLIS-CARNES ENGINEERING ASSOCIATES PAGE 2 OF 6

“Bedding in UG3 is usually subparallel, indistinct, and fairly horizontal. Channels a few meters deep and tens to hundreds of meters wide are present in a few places. Trough crossbeds are sparse. The textures, bedforms, and lack of burrows and fossils indicate a fluvial environment of deposition. The pebbly silt cap may be an overbank deposit, a long term accumulation of windblown material illuviated into the B soil horizon, colluvium, or material gathered by a combination of these processes. (Geologic Map of Charles County, 1989, by Lucy McCartan, U.S. Geological Survey, published by the Maryland Geological Survey). Field Exploration The exploration work for these three sites consisted of the drilling of hand-auger test holes. The hand-auger test holes included seven test holes at Ryon Woods, five at Lancaster and six at Fox Run. The planned depth of each test hole was ten feet. Prior to drilling “Miss Utility” was contacted to locate and mark underground utilities in the vicinity of the test holes. A representative of HCEA’s Specialty Construction Group (SCG) met the “Miss Utility” representatives in the field at each site to point out the test hole locations and to make certain that underground utilities within approximately 20 feet of each test hole were identified and marked on the ground surface. The advancement of hand-auger test holes can be problematic when the soils become excessively granular, higher in density or consistency, and/or when the test holes may cave or collapse during drilling. These situations were all encountered, either singularly or in combination, and therefore the actual drilled depths ranged between 5.0 feet and 10.0 feet. Representative samples of soil, to the depths penetrated, were collected from each test hole and returned to the HCEA laboratory for further visual examination and testing. Records of Exploration were written for each borehole and are included with this report in the appendices; Appendix A – Ryon Woods, Appendix B – Lancaster, and Appendix C – Fox Run. Generally, the soils encountered, when examined visually, contained a higher composition of fine-grained soils than what was described by the Maryland Geological Survey (and cited earlier in this report), but still exhibited primarily granular particles with the variable quantities of silt and/or clay components. The drillers reported that cobbles up to four-inches in nominal size were occasionally encountered and represented the largest diameter particles recovered during the test drilling. The typical soils encountered were varying mixtures of interlayered sand, clayey sand, silt, and clay with a variable gravel component. Interlayering of variously-sized soil particles is common in areas that were fluvially (water-transported) deposited.




Seasonal High Water Table The “Scope of Anticipated Geotechnical Services” for each of these three Charles County sites indicates that the hand auger tests are to be utilized to determine the “seasonal high water table”. The determination of the seasonal high water table cannot be ascertained with accuracy from the groundwater elevations obtained at only one point in time. The monitoring of the groundwater table over a minimum of one year would be required to determine the approximate seasonal high ground water table. Also, accurate monitoring of the groundwater table is best accomplished through the installation of one or more groundwater monitoring wells. This installation requires the use of a drilling machine, performing specific well installation tasks accomplished by following the Maryland Department of the Environment/Charles County Health Department regulations and permit requirements, and obtaining measurements of the groundwater levels in each groundwater monitoring well using manual, electronic, or a combination of manual and electronic measuring techniques and equipment. The installation of groundwater monitoring wells requires the drilling of a borehole using a drilling machine and under the supervision of a Master Well Driller licensed in the State of Maryland. This type of extensive groundwater monitoring was beyond the scope of our study. We did obtain the measurement of groundwater depths at the time of the hand auger tests and these measurements are included on the “Record of Soil Exploration” for each hand auger test and in Table 1. We also researched the available geologic and soils information published by the Maryland Geological Survey (MGS), the United States Department of Agriculture-National Resource Conservation Service (USDA-NRCS), and United States Geological Survey (USGS). The USDA-NRCS Web Soil Survey provided information in the closest proximity to the drill sites. This data indicated that the depth to groundwater was approximately >200 centimeters at the Fox Run site, approximately 61 centimeters at the Lancaster site, and approximately >200 centimeters at the Ryon Woods site.




Table 1 – Summary of Borehole Data

Project No. Project Site

Boring No.

Survey No.

Surface Elevation

Groundwater Notes

Sample Tested

11237A Ryon Woods B-1 4005 205.71 4.0’ (0hr) B-2 4006 206.34 3.0’ (0hr) x B-3 4001 195.2 4.0' (0hr) x B-4 4000 195.28 3.5’ (0hr) B-5 4002 197.84 6.0’ (0hr) x B-6 4003 197.71 Dry at 6.0’ (0hr) B-7 4004 198.06 Dry at 6.4’ (0hr) x 11238A Lancaster B-1 4004 198.60 2.0’ (0hr)

B-2 4003 200.21 Dry x B-3 4002 n/a 2.0’ (0hr) x B-4 4001 n/a 3.0' (0hr) x

B-5 4000 n/a Encountered at 2.9' while drilling

11239A Fox Run B-1 4000 169.81 4.6’ (0hr) B-2 4001 163.85 Dry at 5.0’ (0hr) x B-3 4002 ? Encountered at

1.0’ while drilling

B-4 4003 n/a 3.0’ (0hr) x B-5 4004 ? Dry at 3.6’ (0hr) B-6 4005 n/a 5.0’ (0hr) x

Laboratory Testing The soil samples recovered from the three sites were examined in more detail by a graduate geotechnical engineer/geologist in the HCEA laboratory and from this examination, representative samples were selected for laboratory testing. The testing consisted of natural moisture content determinations, particle size analyses, and Atterberg Limits tests. A summary of the laboratory tests are included in Table 1 and individual test results are included with this report in the appendices; Appendix A – Ryon Woods, Appendix B – Lancaster, and Appendix C – Fox Run.




Table 2 - Laboratory Testing Results

Project Site Boring No./

Survey No.

Depth (ft.)

Natural Moisture Content

Atterberg Limits LL PI

Soil Classification USCS/ AASHTO

Ryon Woods B-2/4006 0’-10’ 12.8% 26 10 CL / A-4(5)

B-3/4001 0’-10’ 13.8% 26 12 SC / A-2-6(0) B-5/4002 0’-10’ 16.0% 24 9 SC / A-4(0) B-7/4004 0’-10’ 16.6% 20 6 SC-SM / A-4(0)

Lancaster B-2/4003 0’-10’ 15.2% 22 5 CL-ML / A-4(1) B-3/4002 0’-10’ 13.3% 22 7 SC-SM / A-2-4(0) B-4/4001 0’-10’ 22.6% 30 11 CL / A-6(3)

Fox Run B-2/4001 0’-10’ 12.7% NP NP SM / A-4(0) B-4/4003 0’-10’ 14.0% 20 1 SM / A-2-4(0) B-6/4005 0’-10’ 15.8% 17 1 SM / A-4(0)

Based on the laboratory test results, the tested samples from Ryon Woods were predominantly classified as CL, SC, SC-SM. The tested samples from Lancaster classified as CL-ML, SC-SM and CL. The test samples from Fox Run all were classified as SM. Natural moisture contents ranged from 12.8% to 16.6% at Ryon Woods, from 13.3% to 22.6% at Lancaster, and from 12.7% to 15.8% at Fox Run. REMARKS This report has been prepared to aid in the evaluation of the site for the proposed construction. It is considered that adequate data has been provided to serve as a basis for design and preparation of plans and specifications. Additional data and/or recommendations can be provided as needed. The exploration program and results are, of necessity, based on the information made available to us at the time of the actual writing of the report and the on-site conditions, surface and subsurface that existed at the time the exploratory borings were drilled. Further assumption has been made that the limited exploratory borings, in relation both to the areal extent of the site and to depth, are representative of conditions across the site.

If subsurface conditions are encountered which differ from those reported herein, this Office should be notified immediately so that the data can be reviewed and/or revised as necessary.




Our professional services have been performed and our findings obtained in accordance with generally accepted engineering principles and practices. This warranty is in lieu of all other warranties either implied or expressed. HCEA assumes no responsibility for interpretations made by others based on work or recommendations by us. Thank you for the opportunity to be of assistance on the design for the Ryon Woods, Lancaster, and Fox Run Stream Restoration Projects. We look forward to assisting you in future phases of the project, as well. In the interim should you have any questions or require additional information, please do no hesitate to contact us.

Very truly yours, HILLIS-CARNES ENGINEERING ASSOCIATES, INC.

Randall B. Fahs Janet L. DeTore Senior Geologist Project Geologist

APPENDIX A

RYON WOODS SITE

0

5

10

15

20

25

30

205

200

195

190

185

180

175

Tan to gray, moist, silty CLAY

Tan/ gray, moist, silty SAND

Tan/ gray, moist, silty CLAY

Bottom of Auger Probe at 10.0'

Topsoil-3"

Groundwaterencountered at 4.0'

while probing

HILLIS - CARNESENGINEERING ASSOCIATES, INC.

RECORD OF SOIL EXPLORATION

Project Name Ryon Woods Stream Restoration Boring No. B-1

Location Charles County, Maryland Job # 11237A

SAMPLER

Datum Hammer Wt. lbs. Hole Diameter Foreman J. Parnell

Surf. Elev. 205.71 Ft. Hammer Drop in. Rock Core Diameter Inspector

Date Started 6/29/2011 Pipe Size in. Boring Method Hand Auger Probe Date Completed 6/29/2011

GROUNDWATER

CAVE INDEPTHSAMPLER TYPE SAMPLE CONDITIONS BORING METHOD

DRIVEN SPLIT SPOON UNLESS OTHERWISE D - DISINTEGRATED AT COMPLETION 4.0 ft. 6.5 ft. HSA - HOLLOW STEM AUGERS

PT - PRESSED SHELBY TUBE I - INTACT AFTER 24 HRS. ft. ft. CFA - CONTINUOUS FLIGHT AUGERS

CA - CONTINUOUS FLIGHT AUGER U - UNDISTURBED AFTER HRS. ft. ft. DC - DRIVING CASING

RC - ROCK CORE L - LOST MD - MUD DRILLING

STANDARD PENETRATION TEST-DRIVING 2" O.D. SAMPLER 1' WITH 140# HAMMER FALLING 30": COUNT MADE AT 6" INTERVALS.

Elevation/

Depth

SOILSYMBOLS/SAMPLE

CONDITIONS

DescriptionBoring and Sampling

NotesRec. NM SPT Blows

N

SPT Blows/FootC u r v e

10 30 50

0

5

10

15

20

25

30

205

200

195

190

185

180

175

Tan, moist, silty CLAY

Tan/ gray, moist, silty CLAY, withsand

Tan/ gray, moist, SAND, with gravel


Topsoil-3"


while probing

Lab Results:PI= 16 LL= 26 PI= 10

USCS= CLAASHTO= A-4(5)Natural Moisture=

12.8%





SAMPLER




GROUNDWATER







Elevation/

Depth

SOILSYMBOLS/SAMPLE

CONDITIONS



N


10 30 50

0

5

10

15

20

25

30

195

190

185

180

175

170

165


Tan/ gray, moist, silty SAND, withclay

Tan/ gray, moist, SAND, with gravel


Topsoil-3"


while probing


USCS= SCAASHTO= A-2-6(0)Natural Moisture=

13.8%





SAMPLER




GROUNDWATER







Elevation/

Depth

SOILSYMBOLS/SAMPLE

CONDITIONS



N


10 30 50

0

5

10

15

20

25

30

195

190

185

180

175

170

165

Brown to tan/ brown, moist, siltyCLAY

Tan/ gray, moist, silty CLAY, withsand

Moist, sandy SILT, with gravel


Topsoil-3"


while probing





SAMPLER




GROUNDWATER







Elevation/

Depth

SOILSYMBOLS/SAMPLE

CONDITIONS



N


10 30 50

0

5

10

15

20

25

30

195

190

185

180

175

170

165

Tan/ brown, moist, silty CLAY

Tan/ gray, moist, silty CLAY, withgravel



while probing


USCS= SCAASHTO= A-4(0)

Natural Moistre= 16.0%





SAMPLER




GROUNDWATER







Elevation/

Depth

SOILSYMBOLS/SAMPLE

CONDITIONS



N


10 30 50

0

5

10

15

20

25

30

195

190

185

180

175

170

165


Tan/ gray, moist, silty CLAY, withgravel

Tan/ gray, moist, silty CLAY, withsand and gravel


Topsoil-3"

No groundwaterencountered during

probe





SAMPLER




GROUNDWATER


DRIVEN SPLIT SPOON UNLESS OTHERWISE D - DISINTEGRATED AT COMPLETION Dry ft. 6.0 ft. HSA - HOLLOW STEM AUGERS





Elevation/

Depth

SOILSYMBOLS/SAMPLE

CONDITIONS



N


10 30 50

0

5

10

15

20

25

30

195

190

185

180

175

170

165

Tan to tan/ gray, moist, silty CLAY

Tan/ gray, moist, silty SAND, withgravel


Topsoil-3"


probe


USCS= SC-SMAASHTO= A-4(0)Natural Moisture=

16.6%





SAMPLER




GROUNDWATER







Elevation/

Depth

SOILSYMBOLS/SAMPLE

CONDITIONS



N


10 30 50

HILLIS-CARNES

ENGINEERING ASSOCIATES, INC.

Annapolis Junction, MD

07/14/11

(no specification provided)

PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Light brown lean clay with sand3"2"

1 - 1/2"1"

3/4"3/8"#4#10#40

#100#200

100.0100.0100.0100.0100.0

99.699.699.598.382.272.7

16 26 10

0.2383 0.1782

CL A-4(5)

Moisture Content: 12.8%

Ryon Woods Stream Restoration

11237A

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B-2. Bulk (4006)Sample Number: 1 Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" % Gravel % Sand % Silt % Clay

0.0 0.4 26.9 72.7

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00

Particle Size Distribution Report

HILLIS-CARNES



07/14/11


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Brown clayey sand with gravel3"2"

1 - 1/2"1"

3/4"3/8"#4#10#40

#100#200

100.0100.0100.0

97.993.378.267.759.849.727.023.4

14 26 12

16.2555 13.0303 2.08150.4311 0.1794

SC A-2-6(0)



11237A


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100


0.0 32.3 44.3 23.4

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00


HILLIS-CARNES



07/14/11


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Brown clayey sand3"2"

1 - 1/2"1"

3/4"3/8"#4#10#40

#100#200

100.0100.0100.0100.0

98.294.891.387.979.145.238.3

15 24 9

3.7533 1.1163 0.24150.1801

SC A-4(0)



11237A


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100


0.0 8.7 53.0 38.3

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00


HILLIS-CARNES



07/14/11


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Brown silty, clayey sand3"2"

1 - 1/2"1"

3/4"3/8"#4#10#40

#100#200

100.0100.0100.0100.0100.0

99.197.495.987.956.644.1

14 20 6

0.5753 0.3777 0.16970.1097

SC-SM A-4(0)



11237A


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100


0.0 2.6 53.3 44.1

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00


APPENDIX B

LANCASTER SITE

0

5

10

15

20

25

30

195

190

185

180

175

170

165

Dark brown to brown, moist, siltyCLAY

Brown, moist, SAND and GRAVEL

Hand Auger refusal at 5.0'

Topsoil-3"


while probing



Project Name Lancaster Stream Restoration Boring No. B-1


SAMPLER




GROUNDWATER







Elevation/

Depth

SOILSYMBOLS/SAMPLE

CONDITIONS



N


10 30 50

0

5

10

15

20

25

30

200

195

190

185

180

175

170


Tan/ brown, moist, SAND andGRAVEL

Bottom of Hand Auger Probe at10.0'

Topsoil-3"


probe


USCS= CL-MLAASHTO= A-4(1)Natural Moisture=

15.2%





SAMPLER




GROUNDWATER


DRIVEN SPLIT SPOON UNLESS OTHERWISE D - DISINTEGRATED AT COMPLETION ft. ft. HSA - HOLLOW STEM AUGERS





Elevation/

Depth

SOILSYMBOLS/SAMPLE

CONDITIONS



N


10 30 50

0

5

10

15

20

25

30


Tan/ brown, moist, SILT

Tan, moist, silty CLAY, with gravel


Topsoil-2"


while probing


USCS= SC-SMAASHTO A-2-4(0)Natural Moisture=

13.3%





SAMPLER


Surf. Elev. Ft. Hammer Drop in. Rock Core Diameter Inspector


GROUNDWATER







Elevation/

Depth

SOILSYMBOLS/SAMPLE

CONDITIONS



N


10 30 50

0

5

10

15

20

25

30


Tan, moist, silty SAND, with gravel

Tan/ gray, moist, sandy SILT, withgravel


Topsoil-3"


while probingLab Results:

PI= 19 LL= 30 PI= 11USCS= CL

AASHTO A-6(3)Natural Moisture=

22.6%





SAMPLER




GROUNDWATER







Elevation/

Depth

SOILSYMBOLS/SAMPLE

CONDITIONS



N


10 30 50

0

5

10

15

20

25

30


Tan, moist, silty SAND, with clay

Tan, moist, SAND, with gravel


Topsoil-4"


while probing





SAMPLER




GROUNDWATER


DRIVEN SPLIT SPOON UNLESS OTHERWISE D - DISINTEGRATED AT COMPLETION ft. ft. HSA - HOLLOW STEM AUGERS





Elevation/

Depth

SOILSYMBOLS/SAMPLE

CONDITIONS



N


10 30 50

HILLIS-CARNES



07/14/11


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Brown sandy silty clay3"2"

1 - 1/2"1"

3/4"3/8"#4#10#40

#100#200

100.0100.0100.0

98.092.491.590.589.484.270.966.6

17 22 5

3.7667 0.4618

CL-ML A-4(1)


Lancaster Stream Restoration

11238A


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100


0.0 9.5 23.9 66.6

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00


HILLIS-CARNES



07/14/11


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Brown silty, clayey sand with gravel3"2"

1 - 1/2"1"

3/4"3/8"#4#10#40

#100#200

100.0100.0100.0

97.794.482.573.064.039.324.022.0

15 22 7

14.4906 10.9639 1.46570.7758 0.2481

SC-SM A-2-4(0)



11238A


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100


0.0 27.0 51.0 22.0

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00


HILLIS-CARNES



07/14/11


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Brown sandy lean clay3"2"

1 - 1/2"1"

3/4"3/8"#4#10#40

#100#200

100.0100.0100.0100.0

97.992.486.680.969.756.954.3

19 30 11

7.1675 3.8516 0.2043

CL A-6(3)



11238A


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100


0.0 13.4 32.3 54.3

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00


APPENDIX C

FOX RUN SITE

0

5

10

15

20

25

30

165

160

155

150

145

140

Brown, moist, silty CLAY

Moist, SAND and GRAVEL

Moist, coarse SAND, with gravel


Topsoil-4"


while probing



Project Name Fox Run Stream Restoration Boring No. B-1


SAMPLER




GROUNDWATER







Elevation/

Depth

SOILSYMBOLS/SAMPLE

CONDITIONS



N


10 30 50

0

5

10

15

20

25

30

160

155

150

145

140

135

130

Moist, silty CLAY

Moist, sandy SILT

Moist, silty CLAY

Brown, moist, silty clayey SAND


Topsoil-4"


probe

Lab Results:PI=NP LL=NP PI=NP

USCS= SMAASHTO= A-4(0)Natural Moisture=

12.7%





SAMPLER




GROUNDWATER







Elevation/

Depth

SOILSYMBOLS/SAMPLE

CONDITIONS



N


10 30 50

0

5

10

15

20

25

30




Topsoil-3"


while probing





SAMPLER




GROUNDWATER


DRIVEN SPLIT SPOON UNLESS OTHERWISE D - DISINTEGRATED AT COMPLETION ft. 4.8 ft. HSA - HOLLOW STEM AUGERS





Elevation/

Depth

SOILSYMBOLS/SAMPLE

CONDITIONS



N


10 30 50

0

5

10

15

20

25

30

Brown, moist, silty CLAY



Topsoil-2"


while probing


USCS= SMAASHTO= A-2-4(0)Natural Moisture =

14.0%





SAMPLER




GROUNDWATER







Elevation/

Depth

SOILSYMBOLS/SAMPLE

CONDITIONS



N


10 30 50

0

5

10

15

20

25

30



Hand Auger refusal at 5.0'

Topsoil-3"


probe





SAMPLER




GROUNDWATER







Elevation/

Depth

SOILSYMBOLS/SAMPLE

CONDITIONS



N


10 30 50

0

5

10

15

20

25

30


Tan, moist, silty SAND, with clay

Moist, sandy SILT

Tan, moist, SAND, with gravel

Tan, moist, SAND and GRAVEL


Topsoil-4"


USCS= SMAASHTO= A-4(0)Natural Moisture =

15.8%


while probing





SAMPLER




GROUNDWATER







Elevation/

Depth

SOILSYMBOLS/SAMPLE

CONDITIONS



N


10 30 50

HILLIS-CARNES



07/14/11


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Brown silty sand with gravel3"2"

1 - 1/2"1"

3/4"3/8"#4#10#40

#100#200

100.0100.0100.0

96.191.786.483.982.680.465.636.7

NP NP NP

16.4577 6.6372 0.12760.1001

SM A-4(0)


Fox Run Stream Restoration

11239A


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100


0.0 16.1 47.2 36.7

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00


HILLIS-CARNES



07/14/11


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Brown silty sand with gravel3"2"

1 - 1/2"1"

3/4"3/8"#4#10#40

#100#200

100.0100.0100.0

95.689.275.867.761.450.937.025.7

19 20 1

19.7143 15.7841 1.55750.3898 0.0974

SM A-2-4(0)



11239A


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100


0.0 32.3 42.0 25.7

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00


HILLIS-CARNES



07/14/11


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Brown silty sand3"2"

1 - 1/2"1"

3/4"3/8"#4#10#40

#100#200

100.0100.0100.0100.0

96.692.688.684.475.956.544.8

16 17 1

5.9603 2.3863 0.17930.1033

SM A-4(0)



11239A


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100


0.0 11.4 43.8 44.8

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00


Documents

Ryon Woods, Fox Run, Lancaster report on letterhead hand-auger test holes included seven test holes at Ryon Woods, ... report in the appendices; Appendix A – Ryon Woods, Appendix