Geotechnical_Recommendations_Memo_Final.pdf

Form FHWA-201 (Rev. 11-67)

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

Use this form in lieu of transmittal slips within Dept. of Trans. When message comment is to be retained as file material. Do not prepare carbons. Not to be used in lieu of Form FHWA-121 for informal correspondence.

cc: TS Reading, Highway Design (J. Johnson), All w/ attachment

SUBJECT: Project AR ERFO BUFF 2015-1(2) Preliminary Geotechnical Recommendations

TO MESSAGE/COMMENT FROM/DATE

S.

Hailegiorgis, PE

Project Manager

This Memorandum presents the results of our subsurface exploration, laboratory testing, and presents our evaluations and recommendations for the low water crossings at Cove Creek and Erbie Crossing, as well as the repair of sections of Compton Erbie Road. The project sites are located in Buffalo National River, Newton County, Arkansas.

GENERAL PROJECT INFORMATION

Project Description

Heavy rain events in 2015 caused damages to the following sites:

Cove Creek Slab

Both ends of the low water crossing (LWC) were covered with mud and debris due to the river flooding. The LWC will be replaced with a multi-span culvert.

Erbie Crossing

Flooding and high water caused Cove Creek to re-channel utilizing the existing road. Major bank erosion and material deposits have resulted in total road bed destruction. A new vented Ford or LWC is recommended for this site.

Compton Erbie Road

Culverts were plugged with debris and high water washed road and ditch lines.

Also some sections of the road aggregate were washed leaving 10 to 18 inch ruts.

Roadway excavation and re-conditioning will be required.

The Project Location Map is provided in Attachment No. 1.

Site Geology

The Geologic Map of Arkansas (1993) and information obtained from United States Geological Survey (USGS) indicate that the project sites are underlined by the Atoka Formation and Bloyd Shale. The Atoka Formation consists primarily of Silty Sandstones and grayish-black Shales.

M.

Abouzakhm, PE

Division Geotechnical Engineer

04/04/2019

PROCEDURES AND RESULTS

General

A subsurface exploration program was conducted between January 11th and 12th, 2017 by the Eastern Federal Land Highway Division (EFLHD) Subsurface Exploration Team. A total of six (6) soil borings were drilled in the vicinities of the impacted areas. The soil borings were staked-out by EFLHD field personnel by referencing ground-surface topography, measuring distances from existing surface features, and estimating right-angles. Ground surface elevations at the boring locations were determined from the topography plans provided by the Survey Division. The boreholes were backfilled with auger cuttings and soil upon completion. The approximate boring locations are shown in the Borings Location Map in Attachment No. 2.

Borings B-1 and B-2 were drilled at the northern and southern approaches of Cove Creek LWC, respectively, and auger refusal was encountered at a depth of 8.1 ft below existing site grades. Borings B-3, B-4, and B-5 were drilled in Erbie Compton Road and extended to depths of 10 ft, 7 ft, 10 ft below existing site grades, respectively. Boring B-6 was drilled in the vicinity of Erbie Crossing LWC and auger refusal was encountered at a depth of 9.1 ft below existing site grades.

Sampling

The borings were drilled with a CME 750 ATV-mounted rotary drill rig. The boreholes were advanced using 3-¾ –in (inside diameter) hollow stem augers

(HSA).

Soil samples were obtained using a 2¼- in (outside diameter) split-barrel (split-spoon) sampler driven during Standard Penetration Tests (SPT) in general accordance with AASHTO T206. Soil samples were typically recovered at 2.0 ft intervals by driving the split-spoon sampler a distance of 24 inches into the undisturbed soil under the impact of a 140 lb. automatic hammer free-falling 30 inches. The total number of blows recorded for the middle twelve inches of the 24-inch sample range is designated as the “Standard Penetration Resistance” or N-value. Spoon refusal is defined by greater than 50 blows per 6-inches of penetration of the split-spoon sampler.

The number of blows required to advance the sampler through each 6-inch interval was recorded on the field boring logs. Upon completion of the SPT, the sampler was removed from the ground and sample recovery measurements were made and recorded for each sampling event. A field description by color, texture, and moisture was made for each recovered sample. Representative portions of split-spoon samples were preserved in glass jars for laboratory testing. The SPT N-values for each sampling event were recorded on the boring logs.

Soil samples collected in the field were delivered to EFLHD Materials Testing facility in Sevierville, TN for laboratory testing and storage. The sampling sequence and associated samples for the boring is presented in Attachment No. 3.

Data Summary

The results of field tests and measurements were recorded on the driller’s logs and appropriate data sheets in the field. These data sheets and logs contain information concerning the boring methods; samples attempted and recovered; indications of the presence of various material such as gravel, pebbles, organic matter, etc.; and observations of groundwater. They also contain interpretations by the exploration team leader of the subsurface conditions based on the performance of the equipment and cuttings brought to the surface by the drilling tools. Therefore, the field data represents both factual and interpretative information.

The boring logs in Attachment No. 3 represent a compilation of field laboratory data and description of the soil samples by a geotechnical engineer. These records occasionally do not include all data recorded on driller’s logs and field data sheets, but do include all information considered relevant to the design and preparation of this report.

Groundwater level readings were made at the times and under the conditions stated in the boring logs. It must be noted that fluctuations in groundwater level may occur due to seasonal variations, rainfall, temperature, and other factors not evident at the time measurements were made.

Laboratory Testing

A laboratory-testing program was conducted on representative soil samples recovered during the subsurface exploration to determine the soil engineering properties required for the design analyses. The laboratory tests included, natural moisture content (AASHTO T-265), Atterberg limits (AASHTO T-89/90), particle size analysis (AASHTO T-88), soil classification (AASHTO M-145). The results of the laboratory testing program are presented in Attachment No.4 and summarized in Table 1.

Table 1 – Summary of Soil Laboratory Testing Results

USCS: Unified Soil Classification System

Findings

Description of the subsurface conditions encountered during our subsurface exploration is provided below. The stratification lines designating the interfaces between soil types on the boring logs in Attachment No. 3 represent approximate boundaries. In the field, the transition between materials may be gradual or may not exist. It should be noted that one or more of the units may be absent at specific locations. Subsurface conditions may vary between the boring locations.

Boring No./Jar

No.

Sample Depth

(ft)

AASHTO

Classification

USCS

Classification

MC

PL

LL

PI

B2/J2 3.0-5.0 A-1-a

Poorly graded gravel with silt and sand Sandy silty clay

B3/J1

0.0-2.0 A-2-7(0) Silty sand with gravel 19.0 29 43 14

B4/J1 0.0-2.0 A-1-a

Poorly graded gravel with silt and sand

B4/J2

3.0-5.0 A-2-7(1) Clayey sand with gravel 15.1 20 42 22

B5/J1

0.0-2.0 A-2-7(0) Silty gravel with sand 27.5 35 59 24

B5/J2

3.0-5.0 A-2-7(0) Silty gravel with sand 15.8 28 47 19

B6/J1

1.0-3.0 A-1-a

Poorly graded sand with silt and gravel

Cove Creek Slab (Borings B-1 and B-2)

The borings encountered medium dense poorly graded Gravel with silt and sand.

Auger refusal was encountered at a depth of 8.1 ft below existing site grades.

Groundwater – Groundwater was encountered at depths of 2.0 and 3.0 ft below existing site grades in Boring B-1and B-2, respectively.

Compton Erbie Road (Borings B-3, B-4, and B-5)

The borings encountered loose to very dense Silty Sand and Gravel, poorly graded Gravel with silt and sand, Clayey Sand with Gravel. Shale was encountered in Boring B-4 at a depth of 3.0 ft below existing site grades and underneath the above-mentioned soil strata in the remaining two borings.

Ground water – No groundwater was encountered during our drilling operations.

Erbie Crossing(Boring B-6)

The boring encountered very loose to medium dense poorly graded Sand with silt and gravel. Auger refusal was encountered at a depth of 9.1 ft below existing site grades.

Ground water – Groundwater was encountered at a depth of 2.0 ft below existing site grades during our drilling operation.

DESIGN ANALYSIS AND RECOMMENDATIONS

Cove Creek Slab

The proposed multi-span culvert can be supported on dense natural deposits or a system of shallow foundations supported on dense natural deposits.

Compton Erbie Road

Our recommendations to repair the impacted areas of the road are listed below:

1. Remove the top 3 ft of the existing road

2. Compact the newly exposed subgrade

3. Place a separation geotextile on top of the newly compacted subgrade. The geotextile should meet the requirements listed in Table 714-1, Class 2, Type B of the FP-14

4. Place the sub-base and base course materials in accordance with the appropriate section of FP-14

Erbie Crossing

The proposed vented Ford or LWC can be supported on dense natural deposits or a system of shallow foundations supported on dense natural deposits.

CONSTRUCTION CONSIDERATIONS

Excavations – All excavations are to be performed in accordance with applicable OSHA, Federal, State, and Local regulations and with Section 204 of the FP-14 Specifications.

Ground and Surface Water Management: Control of storm or seepage water flowing into open excavations and through the cracks between the rocks will be necessary in order to maintain dry conditions during construction. The contractor should control the flow of surface and seepage water into excavations at all times.

Storm water collection and control during construction may be performed using collection trenches and sumps, if accumulation does occur.

Backfill Material: The portion of the on-site excavated material that meets the select granular backfill requirement in accordance with Section 704.10 of the FP- 14 can be used as backfill material. Backfill material should be placed and compacted in accordance with Section 204, and the specified maximum dry density should be achieved within a water content of ±2%.

DISCLAIMER/LIMITATIONS CLAUSE

The subsurface explorations and test described in the section Procedures and Results have been conducted in accordance with standard practices and procedures (except as specifically noted). The results of these exploration and test represent conditions at the specific locations indicated. Subsurface conditions between these locations may vary. The Analysis and Conclusions sections and the Recommendations section of this report include interpretations and recommendations developed by the Government in the process of preparing the design. These interpretations are not intended as a substitute for the personal investigation, independent interpretation, and judgment of the Contractor.

Enclosures:

Attachment No. 1 – Figures Attachment No. 2 – Borings Location Maps Attachment No. 3 – Boring Logs Attachment No. 4 – Laboratory Testing Results Attachment No. 5 – Representative Site Photographs

Attachment No. 1 – Figures

Attachment No. 2 – Borings Location Maps

Attachment No. 3 – Boring Logs

J-1

J-2

J-3

J-4 8.1

0.7

0.5

1.0

0.1

Medium dense, brown to dark brown, Poorly Graded GRAVEL with Silt and sand [A-1-a] (Moist to wet)

Auger Refusal at 8.1 ft

3-8-10-10

1-8-8-9

1-10-18-17

50/1"

Standard Penetration Test Data

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

At Completion:

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/AutomaticHammer Wt. & Type:

Cloudy, 60 F

Encountered at:

After

Northing: 3992572.7 Easting: 479806.3

Caved at:

Hammer Drop:

Project Name:

N o.

Newton County, AR Project Datum:

(Blows / ft)

Undisturbed (UD)

1/11/17

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r D ep th

(f t)

Ty pe

Weather:

SAMPLE

S P

T B lo w s pe r 6 in

. Plastic Limit

Boring was backfilled with drilling cuttings upon completion

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

Penetrometer (PP in tsf) Rock Core (RQD in %)

Surface Elevation:

2.0 ft

Sample Types:

BORING LOG

1/11/17 M. Abouzakhm

G. MoodyOperator:

Low water crossing, Cove Creek hrs

2.0 ft

Remarks:

Auger Cuttings

G ra ph ic

L og

The Buffalo National River

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le

(f t)

E le va tio n (fe et

HSA

B-1

P P

3.75 in.

B O

R

IN

G L

O G

4/

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:5

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C

TS

\B U

FF

\2

5-

1( 2)

\T E

C H

S E

R V

\G E

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TE

C H

\S U

B S

U R

FA

C

E

IN

V E

S

TI

G A

TI

O

N \B

O R

IN

G

L O

G S

\B O

R

IN

G S

L O

G S

M A

.G P

J

Sheet: 1 of 1

1"

J-3

J-4 8.1

1.0

1.0

1.0

0.1

Medium dense, brown to dark brown, Poorly Graded GRAVEL with Silt and sand [A-1-a] (Moist to wet)

Auger Refusal at 8.1 ft

6-6-9-10

10-11-15-11

10-10-7-11

50/1"

Standard Penetration Test Data

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

At Completion:

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/AutomaticHammer Wt. & Type:

Cloudy, 62 F

Encountered at:

After

Northing: 3992556.1 Easting: 479777.5

Caved at:

Hammer Drop:

Project Name:

N o.

Newton County, AR Project Datum:

(Blows / ft)

Undisturbed (UD)

1/11/17

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r D ep th

(f t)

Ty pe

Weather:

SAMPLE

S P

T B lo w s pe r 6 in

. Plastic Limit

Boring was backfilled with drilling cuttings upon completion

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

Penetrometer (PP in tsf) Rock Core (RQD in %)

Surface Elevation:

3.0 ft

Sample Types:

BORING LOG

1/11/17 M. Abouzakhm

G. MoodyOperator:

Low water crossing, Cove Creek hrs

3.0 ft

Remarks:

Auger Cuttings

G ra ph ic

L og

The Buffalo National River

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le

(f t)

E le va tio n (fe et

HSA

B-2

P P

3.75 in.

B O

R

IN

G L

O G

4/

/1

:5

- M

:\P R

O

JE

C

TS

\B U

FF

\2

5-

1( 2)

\T E

C H

S E

R V

\G E

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TE

C H

\S U

B S

U R

FA

C

E

IN

V E

S

TI

G A

TI

O

N \B

O R

IN

G

L O

G S

\B O

R

IN

G S

L O

G S

M A

.G P

J

1"

J-3

J-4

3.0

10.0

1.7

1.6

2.0

2.0

Medium dense, brown and gray, , Silty SAND and

GRAVEL

[A-2-7(0)] (Moist)

Hard, brown to dark brown, SHALE (Moist)

Boring was terminated @ 10.0 ft

2-8-10-14

11-18-22-33

12-23-35-41

14-29-31-43

Standard Penetration Test Data

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

At Completion:

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/AutomaticHammer Wt. & Type:

P. Cloudy, 64 F

Encountered at:

After

Northing: 3992563.9 Easting: 478079.7

Caved at:

Hammer Drop:

Project Name:

N o.

Newton County, AR Project Datum:

(Blows / ft)

Undisturbed (UD)

1/11/17

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r D ep th

(f t)

Ty pe

Weather:

SAMPLE

S P

T B lo w s pe r 6 in

. Plastic Limit

No groundwater was encountered during the drilling operation Boring was backfilled with drilling cuttings upon completion

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

Penetrometer (PP in tsf) Rock Core (RQD in %)

Surface Elevation:

Sample Types:

BORING LOG

1/11/17 M. Abouzakhm

G. MoodyOperator:

Erbie Compton Rd.

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

The Buffalo National River

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le

(f t)

E le va tio n (fe et

HSA

B-3

P P

3.75 in.

B O

R

IN

G L

O G

4/

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:5

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C

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\B U

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\2

5-

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\T E

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S E

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\G E

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C H

\S U

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U R

FA

C

E

IN

V E

S

TI

G A

TI

O

N \B

O R

IN

G

L O

G S

\B O

R

IN

G S

L O

G S

M A

.G P

J

J-3

2.0

7.0

1.0

0.9

1.4 4

Medium dense, brown to dark brown, Poorly Graded GRAVEL with Silt and sand [A-1-a] (Moist)

Medium dense, brown to dark brown, Clayey SAND with Gravel [A-2-7(1)] (Moist)

Boring was terminated @ 7.0 ft

4-7-18-27

4-5-7-9

6-11-13-17

Standard Penetration Test Data

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

At Completion:

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/AutomaticHammer Wt. & Type:

P. Cloudy, 66 F

Encountered at:

After

Northing: 3992611.8 Easting: 477847.5

Caved at:

Hammer Drop:

Project Name:

N o.

Newton County, AR Project Datum:

(Blows / ft)

Undisturbed (UD)

1/12/17

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r D ep th

(f t)

Ty pe

Weather:

SAMPLE

S P

T B lo w s pe r 6 in

. Plastic Limit

No groundwater was encountered during the drilling operation Boring was backfilled with drilling cuttings upon completion

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

Penetrometer (PP in tsf) Rock Core (RQD in %)

Surface Elevation:

Sample Types:

BORING LOG

1/12/17 M. Abouzakhm

J. FarleyOperator:

Erbie Compton Rd.

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

The Buffalo National River

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le

(f t)

E le va tio n (fe et

HSA

B-4

P P

3.75 in.

B O

R

IN

G L

O G

4/

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:5

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IN

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L O

G S

\B O

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IN

G S

L O

G S

M A

.G P

J

J-3

J-4

5.0

10.0

1.4

1.0

1.1

1.7

4.5

Loose to very dense, brown and gray, Silty SAND with GRAVEL [A-2-7(0)] (Moist)

Medium dense to dense, brown to dark brown, Clayey SAND with Gravel [A-2-7(1)] (Moist)

Boring was terminated @ 10.0 ft

1-3-7-10

7-31-22-12

6-8-11-14

10-15-21-24

Standard Penetration Test Data

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

At Completion:

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/AutomaticHammer Wt. & Type:

P. Cloudy, 64 F

Encountered at:

After

Northing: 3992703.7 Easting: 478194.9

Caved at:

Hammer Drop:

Project Name:

N o.

Newton County, AR Project Datum:

(Blows / ft)

Undisturbed (UD)

1/12/17

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r D ep th

(f t)

Ty pe

Weather:

SAMPLE

S P

T B lo w s pe r 6 in

. Plastic Limit

No groundwater was encountered during the drilling operation Boring was backfilled with drilling cuttings upon completion

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

Penetrometer (PP in tsf) Rock Core (RQD in %)

Surface Elevation:

Sample Types:

BORING LOG

1/12/17 M. Abouzakhm

J. FarleyOperator:

Erbie Compton Rd.

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

The Buffalo National River

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le

(f t)

E le va tio n (fe et

HSA

B-5

P P

3.75 in.

B O

R

IN

G L

O G

4/

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:5

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\B U

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5-

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C

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S

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G A

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IN

G

L O

G S

\B O

R

IN

G S

L O

G S

M A

.G P

J

J-3

J-4 9.1

1.0

0.7

0.6

0.3

Loose to medium dense, brown to dark brown Poorly Graded SAND with Silt and Gravel [A-1-a] (Moist to wet)

Auger Refusal at 9.1 ft

6-4-12-11

0-8-18-10

0-1-3-4

0-0-50/4"

Standard Penetration Test Data

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

At Completion:

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/AutomaticHammer Wt. & Type:

P. Cloudy, 60 F

Encountered at:

After

Northing: 3992465.5 Easting: 479718.1

Caved at:

Hammer Drop:

Project Name:

N o.

Newton County, AR Project Datum:

(Blows / ft)

Undisturbed (UD)

1/12/17

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r D ep th

(f t)

Ty pe

Weather:

SAMPLE

S P

T B lo w s pe r 6 in

. Plastic Limit

Boring was backfilled with drilling cuttings upon completion

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

Penetrometer (PP in tsf) Rock Core (RQD in %)

Surface Elevation:

2.0 ft

Sample Types:

BORING LOG

1/12/17 M. Abouzakhm

J. FarleyOperator:

Low water crossing, Erbie Crossing hrs

3.5 ft

Remarks:

Auger Cuttings

G ra ph ic

L og

The Buffalo National River

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le

(f t)

E le va tio n (fe et

HSA

B-6

P P

3.75 in.

B O

R

IN

G L

O G

4/

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:5

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\B U

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G

L O

G S

\B O

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G S

L O

G S

M A

.G P

J

10"

Attachment No. 4 – Laboratory Testing Results

SOIL DATA

NO.

AASHTODESCRIPTION

DEPTHSAMPLE

SOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% + 3"

% GRAVEL

CRS. FINE

% SAND

CRS. MEDIUM FINE

% FINES

SILT CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 0.0 50.4 11.8 8.9 22.4 6.5

(ft.)

AR EFRO BUFF 2015-1(3)

NEWTON COUNTY AR

FHWA/EFLHD

COVE CR B2/J2 3-5 Poorly graded gravel with silt and sand A-1-a

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 40.8 24.2 3.9 15.7 15.4

RT 0223 B3/J1 0-2 Silty sand with gravel A-2-7(0)

0.0 0.0 58.0 20.6 4.3 8.3 8.8

RT 0223 B4/J1 0-2 Poorly graded gravel with silt and sand A-1-a

0.0 0.0 18.5 30.7 8.0 16.6 26.2

RT 0223 B4/J2 3-5 Clayey sand with gravel A-2-7(1)

0.0 0.0 52.7 18.3 1.5 11.8 15.7

RT 0223 B5/J1 0-2 Silty gravel with sand A-2-7(0)

NO.

AASHTODESCRIPTION

DEPTHSAMPLE

SOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% + 3"

% GRAVEL

CRS. FINE

% SAND

CRS. MEDIUM FINE

% FINES

SILT CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 0.0 49.4 19.2 5.1 13.6 12.7

(ft.)

AR EFRO BUFF 2015-1(3)

NEWTON COUNTY AR

FHWA/EFLHD

RT 0223 B5/J2 3-5 Silty gravel with sand A-2-7(0)

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 42.9 15.2 13.9 20.7 7.3

ERBIE B6/J1 01-03 Poorly graded sand with silt and gravel A-1-a

CROSSING

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.)

AASHTO

AR EFRO BUFF 2015-1(3)

NEWTON COUNTY AR

FHWA/EFLHD

A-2-7(0)14432919.00-2B3/J1RT 0223

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

A-2-7(1)22422015.13-5B4/J2RT 0223

A-2-7(0)24593527.50-2B5/J1RT 0223

A-2-7(0)19472815.83-5B5/J2RT 0223

10 30 50 70 90 110

LIQUID LIMIT

P

LA

S T

IC

IT

Y

IN

D E

X

PI

=L

L-

A-4 or A-2-4 A-5 or A-2-5

A-7-6

A-6 or A-2-6

A-7-5 or A-2-7

Attachment No. 5 – Representative Site Photographs

Photo No. 1 Boring B-1, Cove Creek

Photo No. 2 Boring B-2, Cove Creek, note the soil cuttings and depth to groundwater

Photo No. 3 Compton Erbie Road, note the Shale

Photo No. 4 – Compton Erbie Road, disintegrated Shale

Photo No. 5 Boring B-4, Compton Erbie Road

Photo No. 6 Boring B-6, Erbie Crossing