Report_4_GeoTech.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. MEMORANDUM

The borings were drilled using a CME 750 All Terrain Vehicle (ATV)-mounted rotary drill rig. The borings were laid out by EFLHD field personnel by referencing ground-surface topography, measuring distances from existing surface features, and estimating right-angles. Due to the field methods used, boring locations should be considered approximate. Ground surface elevations at the boring locations were determined from topographic plans provided by the Survey Division and should also be considered approximate. The boreholes were backfilled with auger cuttings upon completion. The approximate locations of the soil borings are shown in the Boring Location Map in Appendix No. 2.

Sampling and Field Testing

The borings were advanced using 2¼ -in. (inside diameter) hollow stem augers. Standard Penetration Tests (SPT) were performed using a 2¼-in.

(outside diameter) split-spoon sampler in general accordance with AASHTO T206. SPT soil samples were typically recovered at 2-ft intervals by driving the split-spoon sampler a distance of 24 inches, into the undisturbed soil under the action of a 140-pound automatic hammer free-falling 30 inches. The number of hammer blows required to advance the split-spoon sampler through the middle 12 inches of the 24-inch sample interval is designated as the “Standard Penetration Resistance” or N-value.

The N-values and the number of blows required to advance the sampler through each 6-inch interval was recorded on field boring logs.

Representative portions of split-spoon samples were placed into glass sample jars, labeled, and transported to EFLHD Material Testing Laboratory in Sevierville, Tennessee for testing and storage. The sampling sequence and associated samples for the borings are presented in Appendix No. 3.

Bulk soil samples were collected in the vicinity of INF-1 and INF-3, from depths of 0 to 4 ft below existing site grades. These bulk samples (labeled Bu-1, Bu-2) were collected to provide sufficient sample size for performing laboratory hydraulic conductivity testing.

Groundwater depth readings were made at the times and under the conditions stated on the boring logs. Fluctuations in groundwater elevations due to seasonal and tidal variations, rainfall, temperature, and other factors not evident at the time measurements were made should be expected.

Field Infiltration Testing

In an attempt to evaluate the field infiltration rates, the drilling crew drove 5-ft long, 4-inch diameter, schedule 40, PVC pipes into the ground to a depth of 2± ft below existing site grades and poured water into the pipes.

The pouring water drained quickly and no hydraulic head was established.

Long Term Groundwater Monitoring

To evaluate the effect of the tide at the project site, two (2) piezometers were installed adjacent to INF-1 and INF-3. The piezometers consisted of a 5-foot-long, 1-inch-diameter, 0.01-inch slot screen. Groundwater levels were measured at various time intervals with an electronic water meter.

Piezometer readings are provided in Appendix No. 5. Fluctuations in the order 1.0 inch were observed.

Laboratory Testing

Laboratory testing was performed on representative samples collected and included gradation analysis by sieve and hydrometer (AASHTO T-11, T-27, and T-88) and measurement of hydraulic conductivity using a flexible wall permeameter (ASTM D5084).

Table 1 contains a summary of laboratory test results and copies of the laboratory results are included in Appendix No. 4. USDA soil texture classifications for representative soil samples are provided in Appendix No.

6, which also contains values for coefficient of permeability, k, provided in Appendix B, Hydro-Geotechnical Aids, from the Florida DOT Exfiltration Systems Handbook (2012). The terms hydraulic conductivity and coefficient of permeability can be considered synonymous for this application. Table 2 contains a summary of hydraulic conductivity results obtained from our laboratory testing.

Table 1. Summary of Laboratory Testing Results

Boring Sample Depth

(ft)

Sample Number

Sand1

Silt

Clay

AASHTO/USCS

Soil

Classification

INF-1 0-2 J-1 98.3 0.9 0.8 A-3(0) / SP

INF-1 2-4 J-2 96.7 3.0 0.3 A-3(0) / SP

INF-2 0-2 J-1 98.1 0.7 1.2 A-1-b(0) / SP INF-2 2-4 J-2 98.3 0.5 1.2 A-1-b(0) / SP INF-3 0-2 J-1 98.4 0.3 1.3 A-1-b(0) / SP

INF-3 2-4 J-2 98.3 0.4 1.3 A-3(0) / SP

1 Percent gravel included in percent sand for purposes of USDA classification.

Table 2. Laboratory Hydraulic Conductivity Results

Boring Sample Depth

(ft)

Sample Number

Hydraulic Conductivity

(cm/s)

Hydraulic Conductivity

(ft/day) INF-1 0-4 Bu-1 & Bu-2 6.4x10-4 1.8 INF-3 0-4 Bu-1 & Bu-2 2.4x10-3 6.8

FINDINGS

Data Summary

Boring logs include the sampling sequence and associated jar samples for each boring along with the description of each soil stratum.

Subsurface Conditions

Fine to medium white Sand (SP) was encountered in all of the borings and extended to their termination depths. SPT N-values ranged from 2 to 23 blows per foot (bpf) indicating very loose to medium dense relative densities.

The highest groundwater was encountered at depths of 1.6 ft and 1.8 ft below existing site grades in the borings during our drilling operations.

GEOTECHNICAL EVALUATION

As mentioned earlier, the field personnel tried to establish a hydraulic head by pouring water inside the 4-inch diameter pipes but were not successful due to the fast dissipation of the poured water. Although no permeability values can be recommended, one would conclude that the soils at the site exhibit high infiltration rates.

Subsurface soils were classified as “Sand” according to the USDA Classification. Coefficient of permeability of such soils is typically in the range of 3 to 300 ft/day (Appendix 6); however, the falling head permeability tests yielded coefficient of permeability of 1.8 and 6.8 ft/day (Appendix 4).

RECOMMENDATIONS

Our recommendations for design purposes are listed below:

Vertical Saturated Permeability: 6 feet/day for (SP) soils Horizontal Saturated Permeability: 12 feet/day for (SP) soils Seasonal High Groundwater Level: 1.6 feet below existing grade Depth to Base of Aquifer: 4 feet Fillable Porosity: 0.30 for (SP) soils

Unsaturated permeability is estimated at about 2/3 of that value based on prior research and experience. Consequently, we recommend the following values for unsaturated soils:

Vertical Unsaturated Permeability: 4 feet/day for (SP) soils

Horizontal Unsaturated Permeability: 8 feet/day for (SP) soils

Appendices Appendix No. 1 – Figures Appendix No. 2 – Borings Location Maps Appendix No. 3 – Boring Logs Appendix No. 4 – Laboratory Test Results Appendix No. 5 – Piezometer Data Appendix No. 6 – USDA Soil Texture Classifications Appendix No. 7 – Selected Photographs

Appendix No. 1

Figures

4FL

FIGURE 1

Site Location and Vicinity Map

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA SE

SHEET

NO. PROJECT

STATEREG

GUIS 12(2)

TOTAL

SHEETS

http://mrdata.usgs.gov/geology/state/state.php?state=FL

FL

FIGURE 2

GEOLOGIC MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

STATEREG

Holocene Sediments (Qh)

Description: the Holocene sediments in Florida occur near the present coastline at elevations generally less than 5 feet (1.5 meters). The sediments include quartz sands, carbonate sands and muds, and organics.

Primary Rock Type: beach sand Secondary Rock Type: clay or mud Other Rock Types: biogenic sediment

SE

SHEET

NO. PROJECT

TOTAL

SHEETS

4GUIS 12(2)

GUIS 12(2)

Qh

Qh

TOTAL

SHEETS

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

SE FL GUIS 12(2) 3 4STERLING, VIRGINIA

Source: Soil Survey of Escambia County, FL (2014), Web Soil Survey, USDA

FIGURE 3

SOIL SURVEY MAP

REG STATE PROJECT SHEET

NO.

INF-1

INF-2

3 - Corolla-Duckston sands, gently undulating, flooded 8 - Newhan-Corolla complex, rolling, rarely flooded Typical profile Typical profile

A - 0 to 5 inches: sand A - 0 to 3 inches: sand C - 5 to 80 inches: sand C - 3 to 80 inches: sand

6 - 99 - Water Typical profile

Oa - 0 to 35 inches: muck 100 - Waters of the Gulf of Mexico 2Cg - 35 to 80 inches: fine sand

Diego muck, tidal

TOTAL

SHEETS

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

SE FL GUIS 12(2) 4 4STERLING, VIRGINIA

Source: Soil Survey of Escambia County, FL (2014), Web Soil Survey, USDA

FIGURE 3

SOIL SURVEY MAP

REG STATE PROJECT SHEET

NO.

INF-3

Appendix No. 2

Borings Locations Maps

Appendix No. 3

Boring Logs

J-1

J-2

4.0

1.2

1.1

Very loose to medium dense, fine to medium, white SAND, with trace silt and clay. (Moist to wet)

- NATURAL SOILS -

0-1-3-3

9-9-14-17

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:

Warm, Sunny

Encountered at:

After

Northing: 490394 Easting: 1104655

Caved at:

Hammer Drop:

Project Name:

N o.

Gulf Islands National Seashore, Escambia County, FL Project Datum:

(Blows / ft)

3.3 ft

Undisturbed (UD)

6/8/15

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

T yp e

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

Boring was backfilled with auger cuttings upon completion.

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

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

Surface Elevation:

1.6 ft

Sample Types:

BORING LOG

N/A

6/8/15 D. Hutchins R. KingsleyOperator:

Fort Pickens Road Realignment, Route 0012 hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

GUIS 12(2)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

INF-1

P P

US State Plane NAD 1983, FL North 0903

2.3 in.

B O

R

IN

G L

O G

/1

7/

:4

M

:\P R

O

JE

C T

S \G

U

IS

\1 2(

2) \T

E C

H S

E R

V \G

E O

T E

C H

\S U

B S

U R

F A

C E

I N

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\G U

IS

2( 2)

B O

R

IN

G L

O G

S .G

P J

-0.7

Sheet: 1 of 1

4.0

1.1

1.0

Very loose, fine to medium, white SAND, with trace silt and clay. (Moist to wet)

- NATURAL SOILS -

0-1-1-3

1-1-3-6

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:

Warm, Sunny

Encountered at:

After

Northing: 490794 Easting: 1108800

Caved at:

Hammer Drop:

Project Name:

N o.

Gulf Islands National Seashore, Escambia County, FL Project Datum:

(Blows / ft)

3.8 ft

Undisturbed (UD)

6/8/15

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

T yp e

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

Boring was backfilled with auger cuttings upon completion.

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

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

Surface Elevation:

1.6 ft

Sample Types:

BORING LOG

N/A

6/8/15 D. Hutchins R. KingsleyOperator:

Fort Pickens Road Realignment, Route 0012 hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

GUIS 12(2)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

INF-2

P P

US State Plane NAD 1983, FL North 0903

2.3 in.

B O

R

IN

G L

O G

/1

7/

:4

M

:\P R

O

JE

C T

S \G

U

IS

\1 2(

2) \T

E C

H S

E R

V \G

E O

T E

C H

\S U

B S

U R

F A

C E

I N

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\G U

IS

2( 2)

B O

R

IN

G L

O G

S .G

P J

-0.2

4.0

1.1

0.7

Very loose to loose, fine to medium, white SAND, with trace silt and clay. (Moist to wet)

- NATURAL SOILS -

1-2-4-6

1-2-8-16

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:

Warm, Sunny

Encountered at:

After

Northing: 492180 Easting: 1118038

Caved at:

Hammer Drop:

Project Name:

N o.

Gulf Islands National Seashore, Escambia County, FL Project Datum:

(Blows / ft)

3.3 ft

Undisturbed (UD)

6/8/15

R ec ft)

Water Content %

Project Location: Boring Location:

La ye r

D ep th ft)

T yp e

Weather:

SAMPLE

S P

T B lo w s pe r in . Plastic Limit

Boring was backfilled with auger cuttings upon completion.

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

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

Surface Elevation:

1.8 ft

Sample Types:

BORING LOG

N/A

6/8/15 D. Hutchins R. KingsleyOperator:

Fort Pickens Road Realignment, Route 0012 hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

GUIS 12(2)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

E le va tio n (f ee t)

HSA

INF-3

P P

US State Plane NAD 1983, FL North 0903

2.3 in.

B O

R

IN

G L

O G

/1

7/

:4

M

:\P R

O

JE

C T

S \G

U

IS

\1 2(

2) \T

E C

H S

E R

V \G

E O

T E

C H

\S U

B S

U R

F A

C E

I N

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\G U

IS

2( 2)

B O

R

IN

G L

O G

S .G

P J

-0.7

Appendix No. 4

Laboratory Test Results

SOIL DATA

NO. AASHTODESCRIPTIONDEPTHSAMPLESOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T

FI

N 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 2.8 1.0 27.6 66.9 0.9 0.8

(ft.)

GUIS 12(2)

Fort Pickens Rd. Rt. 0012

FHWA/EFLHD

Rt. 0012 PT-1/J-1 0-2

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 0.0 0.3 21.9 74.5 3.0 0.3

Rt. 0012 PT-1/J-2 2-4

0.0 0.0 0.0 0.3 50.1 48.0 0.3 1.3

Rt. 0012 PT-3/J-1 0-2

0.0 0.0 0.3 0.3 48.4 49.3 0.4 1.3

Rt. 0012 PT-3/J-2 2-4

Poorly graded sand A-3(0)

Poorly graded sand

Poorly graded sand

Poorly graded sand

A-3(0)

A-3(0)

A-1-b(0)

SOIL DATA

NO. AASHTODESCRIPTIONDEPTHSAMPLESOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T

FI

N 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 2.5 1.4 47.7 46.5 0.7 1.2

(ft.)

GUIS 12(2)

Fort Pickens Rd. Rt. 0012

FHWA/EFLHD

Rt. 0012 PT-2/J-1 0-2

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 1.8 0.7 50.5 45.3 0.5 1.2

Rt. 0012 PT-2/J-2 2-4

A-1-b(0)Poorly graded sand

Poorly graded sand A-1-b(0) hout1

22.2

Factor

38.00

Corrected K-Value

K-Value (cm/sec) Effluent Pressure (psi):

Sample Info:

ASTM D5084 Flex Wall Perm Method C

Test Data

Form No. WS-D5084-1 Revision No. : 0 Revision Date: 03/11/15

S&ME, Inc. Knoxville Branch, 1431 Topside Road, Louisville, Tennessee 37777 Project No:

Project Name:

Client Name:

Client Address:

Sample ID:

Description:

Remold

TNP

Sample Type:

2.65 Plastic Index:

PT-1

Plastic Limit:TNPLiquid Limit:

Assumed SG:

FHWA-EFLHD

972.8 773.4 hin1

90.0

25.8 h2

Void Ratio: 0.760 0.432

27.8

11.1%

Position:

0.9488

Jeffery A. Abston, P.E.

Due to the nature of the material, 95% specimen saturation was unable to be met. Consequently, the test was performed on a sample at 89.9% saturation.

Maximum Particle Size:TNP signature

37.00

3743-15-038 Report Date: 7/1/2015 Test Date: 6/30/2015

10:48 10:49 25 22.2 22.2

Wet weight (grams) Dry Weight (grams)

94.0

Final Specimen Conditions 118.2

Influent Pressure (psi):

h1

1.95

Deaired Water

0.76Void Ratio:

15.00 21.6 19.6 1.64

11.05

22.2

12.00 2.10

14.00 34.0035.00 14.0013.00

C15-110

TNP

89.9%

13.20 7.04

Porosity: 0.43

90.0

White sand

Log No:Sevierville, TN

Time (24-hr)

859.5

773.4 Porosity:Dry Weight (grams)

Wet weight (grams)

37.000.9488 25.8

21.6

1.48 6.58E-04 6.25E-04

1.87

Michael D. Kelso

6.70E-041.72

Measurements

25.8%

91.5 Test Parameters:

Start End

10:47 10:47 18

Final

22.2 22.2

Time (sec)

Cell Pressure (psi):

Ave. hout2 hin2

Burette Area (cm2): 0.970 Temperature (oC)

Initial

Permeant Liquid Used:

36.00

Length (cm):

Diameter (cm):

13.20 7.04

Percent Saturation: Area (cm2)38.92 Volume (cm3) 513.73513.73Volume (cm3)

Dry Density (PCF):

Area (cm2)

Wet Density (PCF):

38.8% Dry Density (PCF):

23.7

Initial Gradient

Final Gradient Uncorrected

K-Value

10:48 10:48 23 22.2 22.2 22.2 0.9488

22.2 22.2 22.22010:47 10:48 0.9488 13.00

Percent Moisture:

Effective Consolidation Stress (psi):

12.00

104.4 Initial Specimen Conditions

Federal Highway Administration

6.51E-04

TNP

Percent Saturation:

Percentage Passing 200:

94.0 Length (cm):

Diameter (cm):

38.92

Percent Moisture:

1.5

1.79

1.95 1.79

1.64

6.86E-04

23.736.00 35.00

Notes: TNP: Test not performed. Averages:

Technician:

Technical Responsibility:

6.51E-04

6.17E-04 6.86E-04 6.51E-04

Wet Density (PCF):

6.4E-04

Project Engineer hout1

22.1

Factor

23.00

Corrected K-Value

K-Value (cm/sec) Effluent Pressure (psi):

Sample Info:

ASTM D5084 Flex Wall Perm Method C

Test Data

Form No. WS-D5084-1 Revision No. : 0 Revision Date: 03/11/15

S&ME, Inc. Knoxville Branch, 1431 Topside Road, Louisville, Tennessee 37777 Project No:

Project Name:

Client Name:

Client Address:

Sample ID:

Description:

Remold

TNP

Sample Type:

2.65 Plastic Index:

PT-3

Plastic Limit:TNPLiquid Limit:

Assumed SG:

FHWA-EFLHD

970.1 767.0 hin1

90.0

15.3 h2

Void Ratio: 0.826 0.452

17.5

11.7%

Position:

0.9510

Jeffery A. Abston, P.E.

Due to the nature of the material, 95% specimen saturation was unable to be met. Consequently, the test was performed on a sample at 85.0% saturation.

Maximum Particle Size:TNP signature

22.00

3743-15-038 Report Date: 7/1/2015 Test Date: 6/30/2015

10:36 10:37 14 22.1 22.1

Wet weight (grams) Dry Weight (grams)

90.6

Final Specimen Conditions 114.6

Influent Pressure (psi):

h1

1.12

Deaired Water

0.83Void Ratio:

11.00 11.0 8.8 0.81

7.10

22.1

8.10 1.28

10.00 19.0020.00 10.009.00

C15-111

TNP

85.0%

13.62 7.03

Porosity: 0.45

90.0

White sand

Log No:Sevierville, TN

Time (24-hr)

857.0

767.0 Porosity:Dry Weight (grams)

Wet weight (grams)

22.000.9510 15.3

11.0

0.65 2.55E-03 2.42E-03

1.05

Michael D. Kelso

2.49E-030.89

Measurements

26.5%

91.5 Test Parameters:

Start End

10:36 10:36 9

Final

22.1 22.1

Time (sec)

Cell Pressure (psi):

Ave. hout2 hin2

Burette Area (cm2): 0.910 Temperature (oC)

Initial

Permeant Liquid Used:

21.00

Length (cm):

Diameter (cm):

13.62 7.03

Percent Saturation: Area (cm2)38.80 Volume (cm3) 528.50528.50Volume (cm3)

Dry Density (PCF):

Area (cm2)

Wet Density (PCF):

37.6% Dry Density (PCF):

13.2

Initial Gradient

Final Gradient Uncorrected

K-Value

10:36 10:36 12 22.1 22.1 22.1 0.9510

22.1 22.1 22.1910:36 10:36 0.9510 9.00

Percent Moisture:

Effective Consolidation Stress (psi):

8.10

101.2 Initial Specimen Conditions

Federal Highway Administration

2.48E-03

TNP

Percent Saturation:

Percentage Passing 200:

90.6 Length (cm):

Diameter (cm):

38.80

Percent Moisture:

1.5

0.97

1.12 0.97

0.81

2.39E-03

13.221.00 20.00

Notes: TNP: Test not performed. Averages:

Technician:

Technical Responsibility:

2.27E-03

2.31E-03 2.61E-03 2.43E-03

Wet Density (PCF):

2.4E-03

Project Engineer x o o x o o x o x

ASTM D698

Bulk Gravity

Absorption

Sieve Size used to separate the Oversize Fraction:

Dry Preparation

Fine Fraction

Jeffery A. Abston, P.E. Project Engineer Date

7/1/2015

Mechanical Rammer Manual Rammer

Technical Responsibility Signature

Moist Preparation References / Comments / Deviations: ASTM D698 The specific gravity value of the 100% saturation curve is assumed.

Position

3.2%

Corrected for Oversize Fraction (ASTM D 4718) 3/4 inch Sieve

Opt. MC

% Oversize

MDD

3/8 inch Sieve#4 Sieve

Soil Properties

Optimum Moisture Content

Depth: 0 - 4 ft

Moisture-Density Curve Displayed:

Oversize Fraction

% Passing

Method B

Project Name:

Client Name:

Client Address:

Sample Description:

6/22/15 - 6/23/15 Federal Highway Administration Sevierville, TN

FHWA-EFLHD

98.7Maximum Dry Density

White sand

Boring No.: PT-1 Sample Date:

Quality Assurance

S&ME, Inc., 1413 Topside Road, Louisville, TN 37777 S&ME Project #:

97%

11.2%PCF.

Report Date: 6/23/20153743-15-038 Test Date(s):

6/8/2015

Revision Date: 11/21/07

Sample Log No.: C15-110

Form No. TR-D698-2

Moisture - Density Report Revision No. : 0

3/8"

This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.

2.58

90.0

95.0

100.0

105.0

110.0

0.0 5.0 10.0 15.0 20.0 25.0 30.0

D ry

D en si ty

(P C

F)

Moisture Content (%)

Moisture-Density Relations of Soil and Soil-Aggregate Mixtures

100% Saturation Curve

NA

S&ME,Inc. - Corporate 3201 Spring Forest Road

Raleigh, NC. 27616

ASTM D698 (PT-1).xls x o o x o o x o x

ASTM D698

Bulk Gravity

Absorption

Sieve Size used to separate the Oversize Fraction:

Dry Preparation

Fine Fraction

Jeffery A. Abston, P.E. Project Engineer Date

7/1/2015

Mechanical Rammer Manual Rammer

Technical Responsibility Signature

Moist Preparation References / Comments / Deviations: ASTM D698 The specific gravity value of the 100% saturation curve is assumed.

Position

0.4%

Corrected for Oversize Fraction (ASTM D 4718) 3/4 inch Sieve

Opt. MC

% Oversize

MDD

3/8 inch Sieve#4 Sieve

Soil Properties

Optimum Moisture Content

Depth: 0 - 4 ft

Moisture-Density Curve Displayed:

Oversize Fraction

% Passing

Method B

Project Name:

Client Name:

Client Address:

Sample Description:

6/19/2015 Federal Highway Administration Sevierville, TN

FHWA-EFLHD

98.3Maximum Dry Density

White sand

Boring No.: PT-3 Sample Date:

Quality Assurance

S&ME, Inc., 1413 Topside Road, Louisville, TN 37777 S&ME Project #:

100%

11.3%PCF.

Report Date: 6/23/20153743-15-038 Test Date(s):

6/8/2015

Revision Date: 11/21/07

Sample Log No.: C15-111

Form No. TR-D698-2

Moisture - Density Report Revision No. : 0

3/8"

This report shall not be reproduced, except in full, without the written approval of S&ME, Inc.

2.58

90.0

95.0

100.0

105.0

110.0

0.0 5.0 10.0 15.0 20.0 25.0 30.0

D ry

D en si ty

(P C

F)

Moisture Content (%)

Moisture-Density Relations of Soil and Soil-Aggregate Mixtures

NA

S&ME,Inc. - Corporate 3201 Spring Forest Road

Raleigh, NC. 27616

ASTM D698 (PT-3).xls

Appendix No. 5

Piezometer Data

Piezometer Data at INF-1

Well consisted of (2) 5.0-ft lengths of 1-inch-diameter PVC pipe 10-ft total pipe with (1) 5.0-ft riser and (1) 5.0-ft 0.01" slot screen at bottom All times are given in Central Standard Time

Elevation of ground surface (ft) 3.28 Height of top-of-pipe above ground surface (ft) 3.15 Depth of bottom-of-pipe below ground surface (ft) 6.85 Elevation of bottom of pipe (ft) -3.57 Elevation of top of pipe (ft) 6.43

Pipe set at 6-8-2015 11:55AM

Date and Time Groundwater Elevation (ft)

Groundwater Depth Below Ground Surface

(ft)

6/8/2015 11:59AM 1.46 1.82

6/8/2015 12:47PM 1.48 1.80

6/8/2015 15:20PM 1.48 1.80

6/9/2015 07:17AM 1.42 1.86

6/9/2015 08:41AM 1.42 1.86

6/9/2015 09:35AM 1.40 1.88

Depth of Groundwater below Top-of-Pipe (ft)

5.03 5.01 5.01 4.95 4.95 4.97

6/8/2015

11:59AM

6/8/2015

12:47PM

6/8/2015

15:20PM

6/9/2015

07:17AM

6/9/2015

08:41AM 6/9/2015

09:35AM

1.70

1.80

1.90

G ro un dw at er

D ep th B el ow

G ro un d

Su rf ac e( ft

Piezometer Data at INF-1

Piezometer Data at INF-3

Well consisted of (2) 5.0-ft lengths of 1-inch-diameter PVC pipe 10-ft total pipe with (1) 5.0-ft riser and (1) 5.0-ft 0.01" slot screen at bottom All times are given in Central Standard Time

Elevation of ground surface (ft) 3.26 Height of top-of-pipe above ground surface (ft) 1.80 Depth of bottom-of-pipe below ground surface (ft) 8.20 Elevation of bottom of pipe (ft) -4.94 Elevation of top of pipe (ft) 5.06

Pipe set at 6-8-2015 14:30PM

Date and Time Groundwater Elevation (ft)

Groundwater Depth Below Ground Surface

(ft)

6/8/2015 14:33PM 2.77 0.51

6/8/2015 14:47PM 2.80 0.48

6/8/2015 15:35PM 2.81 0.47

6/9/2015 07:33AM 2.79 0.49

6/9/2015 08:55AM 2.78 0.50

6/9/2015 09:50AM 2.77 0.513.66

Depth of Groundwater below Top-of-Pipe (ft)

3.66 3.63 3.62 3.64 3.65

6/8/2015

14:33PM

6/8/2015

14:47PM

6/8/2015

15:35PM 6/9/2015

07:33AM 6/9/2015

08:55AM 6/9/2015

09:50AM

0.40

0.50

0.60

G ro un dw at er

D ep th B el ow

G ro un d

Su rf ac e( ft

Piezometer Data at INF-3

Appendix No. 6

USDA Soil Texture Classifications

Sample Depth

(ft)

Sample Number

Sand1

Silt

Clay

USDA Texture Classification Plot Color Soil Classification

0-2 J-1 98.3 0.9 0.8 Fine Sand Red Natural Deposits 2-4 J-2 96.7 3.0 0.3 Fine Sand Blue Natural Deposits

1 Percent gravel included in percent sand for purposes of USDA classification.

2 Provided by Appendix B, Hydro-Geotechnical Aids, Florida DOT Exfiltration Systems Handbook (2012).

USDA Classification Project GUIS 12(2)

Boring INF-1

Coefficient of Permeability, k , for

Saturated and Compacted Laboratory Soil

Specimens2 (ft/day)

300 to 3 300 to 3

(ft)

Sample Number

Sand1

Silt

Clay

USDA Texture Classification Plot Color Soil Classification

0-2 J-1 98.1 0.7 1.2 Fine Sand Red Natural Deposits 2-4 J-2 98.3 0.5 1.2 Fine Sand Green Natural Deposits

1 Percent gravel included in percent sand for purposes of USDA classification.

2 Provided by Appendix B, Hydro-Geotechnical Aids, Florida DOT Exfiltration Systems Handbook (2012).

USDA Classification Project GUIS 12(2)

Boring INF-2

300 to 3 300 to 3

Coefficient of Permeability, k , for

Saturated and Compacted Laboratory Soil

Specimens2 (ft/day)

(ft)

Sample Number

Sand1

Silt

Clay

USDA Texture Classification Plot Color Soil Classification

0-2 J-1 98.4 0.3 1.3 Fine Sand Blue Natural Deposits 2-4 J-2 98.3 0.4 1.3 Fine Sand Green Natural Deposits

1 Percent gravel included in percent sand for purposes of USDA classification.

2 Provided by Appendix B, Hydro-Geotechnical Aids, Florida DOT Exfiltration Systems Handbook (2012).

USDA Classification Project GUIS 12(2)

Boring INF-3

300 to 3 300 to 3

Coefficient of Permeability, k , for

Saturated and Compacted Laboratory Soil

Specimens2 (ft/day)

Appendix No. 7

Selected Photographs

Photo 1. Bulk sample removal location adjacent to site INF-1.

Photo 2. Boring INF-1, sample J-2.

Photo 3. Drilling for boring INF-3.

Photo 4. Monitoring well adjacent to boring INF-3.