Soils and Foundation Report No. 01-20.pdf

SOILS AND FOUNDATION REPORT

NO. 01-20

PROJECT NP-GRSM 126(1)

REPLACEMENT OF FIVE BRIDGES ON

FORGE CREEK ROAD

GREAT SMOKEY MOUNTAINS NATIONAL PARK

BLOUNT COUNTY, TENNESSEE

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division 21400 Ridgetop Circle

Sterling, VA 20166

April 2020

TABLE OF CONTENTS

REPORT PAGE

INTRODUCTION

General Project Description

GEOLOGIC SETTING

PROCEDURES AND RESULTS

General Sampling Field Tests and Measurements Data Summary Laboratory Testing

FINDINGS

Bridge Borings

- Mill Creek Bridge

- Forge Creek Bridges Groundwater

RECOMMENDATIONS

Bridge Foundations Foundation Settlement Lateral Resistance Parameters Scour Results

DISCLAIMER/LIMITATIONS CLAUSE

APPENDICES

APPENDIX A – Figures APPENDIX B – Boring Location Plans and Subsurface Profiles APPENDIX C – Boring Logs APPENDIX D – Laboratory Data APPENDIX E – Selected Photographs

Note: Design changes subsequent to publication of this report and prior to the project’s advertisement will be documented by a memo inserted after the title page.

Project: NP-GRSM 126(1) Bridge Replacement Great Smokey Mountains National Park Soils and Foundation Report Blount County, TN No. 01-20

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VA

SOILS AND FOUNDATION REPORT

NO. 01-20

PROJECT NP-GRSM 126(1)

REPLACEMENT OF FIVE BRIDGES ON

FORGE CREEK ROAD

GREAT SMOKEY MOUNTAINS NATIONAL PARK

BLOUNT COUNTY, TENNESSEE

INTRODUCTION

General

This report summarizes the results of our subsurface exploration, laboratory testing, and design analyses and presents recommendations for five (5) bridges replacement. The project is located along the Forge Creek Road in Great Smokey Mountains National Park in Blount County, Tennessee. The general site location is shown on Figure 1, Site Location Map, in Appendix A.

Project Description

Project NP-GRSM 126(1) consists of replacing five (5) timber deck bridges along Forge Creek Road, and other miscellaneous work. The locations and structure numbers of the bridges are listed in Table 1 below.

Table 1 - Locations and Designations of Bridges

Approximate Milepost*

Bridge

Designation

EFLHD

Structure Number Waterway Crossed

0.18 Mill Creek Bridge 5460-032P Mill Creek

1.50 Forge Creek Bridge #1 5460-033P Forge Creek

1.56 Forge Creek Bridge #2 5460-034P Forge Creek

1.65 Forge Creek Bridge #3 5460-035P Forge Creek

1.73 Forge Creek Bridge #4 5460-036P Forge Creek

* Mileage is measured from the existing metal gate at the start of Forge Creek Road near Cades Cove Loop Road.

GEOLOGIC SETTING

Based on Tennessee Division of Geology (2000), the Forge Creek bridges sites are in the Snowbird Group of the Precambrian age. This group includes formations of Pigeon Siltstone, Roaring Fork Sandstone, Metcalf Phyllite, Longarm Quartzite, and Wading Branch Formation. The Mill Creek bridge is in the Cades Sandstone of the Precambrian age, which includes Cades sandstone includes gray, well-bedded, fine- to medium-grained feldspathic

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VA

metasandstone, with interbeds of dark slate and metasiltstone. Site geology is shown in Fig 2, Appendix 1

PROCEDURES AND RESULTS

General

The Eastern Federal Lands Highway Division’s (EFLHD) Subsurface Exploration Team performed the drilling and coring operations for this project in August of 2019. The field operations included drilling nine (9) soil borings (BH19-01 through BH10-09) to the termination depths of the soil borings, or auger refusal, whichever encountered first.

Soil borings were staked out by EFLHD field personnel by referencing ground-surface topography, measuring distances from existing surface features, estimating right-angles, and the use of a hand-held GPS unit. Ground surface elevations at the boring locations were determined from the topography plans provided by the Survey Division. Prior to rock coring, borings were advanced to auger refusal or boring termination depths using hollow-stem augers by a CME 750 ATV-mounted rotary drill rig. Rock coring was performed and core samples were retrieved using an NQ core barrel and wireline. Upon completion of rock coring, the boreholes were backfilled with auger cuttings and patched with cold asphalt mix. The approximate locations of borings and cores drilled at the site are graphically depicted on the Boring Location Plans and Subsurface Profiles presented in Appendix B.

Sampling

Borings were advanced to the auger refusal or their termination depths using 3¾-in. (inside diameter) hollow stem augers. Standard Penetration Testing (SPT) was performed using a 2¼-in. (outside diameter) split-spoon sampler in accordance with AASHTO T206. SPT soil samples were typically recovered at 2.5 and 5-foot intervals. Samples were obtained by driving the split-spoon sampler a distance of 24-in., into the undisturbed soil under the impact of a 140-lb. automatic hammer free-falling 30 inches. The number of hammer blows required to advance the split-spoon sampler the middle foot of the 24-in. sample interval is designated as the “Standard Penetration Resistance” or N-value. The number of blows required to advance the sampler through each 6-in. interval was recorded on field boring logs.

Representative portions of split-spoon samples were preserved in glass jars for laboratory testing. Rock cores were placed in wooden boxes. All soil samples and cores were later transported to EFLHD’s Materials Testing Laboratory in Sevierville, Tennessee for laboratory testing and storage. The sampling sequence and associated jar samples for each boring are presented on its appropriate Boring Log in Appendix C.

Water levels, if present, were measured at the time of completion of drilling. Since water was introduced as coolant agent during rock coring, no subsequent water levels were measured.

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VA

Field Tests and Measurements

The EFLHD geotechnical crew performed field tests and took measurements during the course of the subsurface exploration. A field description by color and texture was made for each recovered sample. Percent core recovery (CR) and Rock Quality Designation (RQD) were determined for each core run.

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 materials such as gravel, pebbles, organic matter, and observations of groundwater. They also contain interpretations by the exploration foreman 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 Appendix C represent a compilation of field and laboratory data and descriptions of the soil and rock samples by a geotechnical engineer. These records occasionally may 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 in the boreholes at the times and under the conditions stated on the boring logs. Fluctuations in groundwater level due to seasonal variations, rainfall, temperature, and other factors not evident at the time measurements were made should be expected.

Laboratory Testing

A laboratory testing program was conducted on representative soil samples and rock cores recovered during the subsurface exploration. The primary purpose of the testing program was to aid in classification and evaluation of the engineering properties of soils and rock present at the site. Laboratory tests included natural moisture content (AASHTO T-265), Atterberg limits (AASHTO T-89 & T-90), particle size analysis (AASHTO T-88), and classification (AASHTO M-145) on soil samples. Unconfined compressive strength (ASTM 2938) tests were performed on representative rock core samples to evaluate their strength parameters.

All tests were conducted in accordance with applicable ASTM/AASHTO standard test methods. The results of the laboratory testing program are presented in Appendix D and summarized in Tables 2 and 3 below:

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VA

Table 2 - Summary of Laboratory Test Results - Soil Samples

Boring No.

Sample No.

Sample Depth

(ft)

Moisture Content Fines AASHTO

Classification

BH 18-01 J-5 10.0-12.0 19.0 39.0 A-4(0)

BH 18-01 J-9 20.0-22.0 18.0 27.0 A-2-4(0)

BH 18-02 J-5 10.0-12.0 18.8 33.5 A-2-4(0)

BH 18-02 J-8 18.0-20.0 2.7 31.4 A-2-4(0)

BH 18-03 J-3 5.0-7.0 6.1 8.6 A-1-a

BH 18-04 J-3 5.0-7.0 21.0 16.1 A-1-b

BH 18-05 J-3 5.0-7.0 7.2 18.5 A-1-b

BH 18-06 J-3 5.0-7.0 20.2 22.0 A-1-b

BH 18-07 J-2 3.0-5.0 15.0 25.8 A-2-4(0)

BH 18-07 J-3 5.0-7.0 14.0 20.3 A-1-b

BH 18-09 J-3 5.0-7.0 10.0 28.0

Table 3 - Summary of Laboratory Test Results - Rock Cores

Boring No.

Run Depth

(ft)

Unconfined Compressive Strength (psi)

Location Remarks

BH18-06 13.2-18.2 3350 Northern Side Depth 16 ft. 7 in.

BH18-08 8.5-13.5 7320 Northern Side Depth 8 ft. 5 in.

BH18-09 8.6-13.6 6910 Southern Side Depth 10 ft. 1 in.

FINDINGS

Boring logs describing the subsurface conditions encountered in each boring are located in Appendix C of this report. The Boring Location Plan and Subsurface Profile sheets in Appendix B represent generalized subsurface profile illustrating the general soil conditions that may be anticipated at the bridge locations. A general description of the soil conditions encountered in the borings is presented below. The stratification lines designating soil types and the interfaces between soil and rock types in the boring logs in Appendix C represent approximate boundaries. The transition between materials may be gradual. It should be noted that one or more of the units may be absent at specific locations.

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VA

Bridge Borings

A total of nine (9) soil borings (BH18-01 through BH18-09) were drilled with one boring in the proximity of north and south abutments of the five bridges. In general, the borings encountered similar conditions at each bridge location. Beneath the asphalt pavement, there were two basic soil strata overlying weathered bedrock within the termination depths. Each of the soil types has been grouped according to its engineering properties and classification.

These strata are described briefly in the following paragraphs:

- Mill Creek Bridge

Stratum I-FILL: SILTY SAND (SM) AND GRAVEL

Fill material was encountered beneath the pavement and extended to approximately 5.0 ft.

depth below existing grade. Fill at the site consisted primarily of silty sand and gravel. SPT N-values recorded within the fill materials ranged from 8 to 26 blows/ft. (bpf), indicating loose to medium dense relative densities.

Stratum II-RESIDUAL SOIL: SILTY SAND (SM)

Underneath the fill material, residual soils were encountered and extended to auger refusal depths. Residual soils at the site consisted primarily of silty sand. N-values recorded within the residual soils ranged from 13 blows/ft. (bpf) to 98 blows/in, indicating loose to very dense relative densities.

Bedrock-SANDSTONE

Bedrock encountered at the site consisted primarily of sandstone. Rock Quality Designation (RQD) values obtained from the cores was 0 percent, indicating very poor rock quality.

- Forge Creek Bridges

Stratum I-FILL: SILTY SAND (SM)

Fill material was encountered beneath the existing pavement and extended to depths ranging from 3.0 ft. to 5.0 ft. below existing grades. Fill at the site consisted primarily of well-graded sand with silt and gravel, silty sand and gravel. SPT N-values recorded within the fill materials ranged from 3 to 75 blows/ft. (bpf), indicating very lose to very dense relative densities.

Stratum II-RESIDUAL SOIL: WELL GRADED SAND, SILTY SAND AND GRAVEL

Underneath the fill material, residual soils were encountered and extended to auger refusal depths of approximately 6.6 ft and 8.0 ft. Residual soils at the site consisted of well graded sand, silt sand and gravel N-values recorded within the residual soils ranged from 3 blows/ft.

(bpf) to 35 blows/in, indicating very loose to dense relative densities.

Bedrock-SANDSTONE

Bedrock encountered at the site consisted primarily of sandstone. RQD values recorded obtained from the cores raged from approximately 5 to 90 percent, indicating very poor to excellent rock qualities.

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VA

Groundwater

Groundwater was encountered at depths of 8 ft. to 22 ft. below existing site grades. However, fluctuations in the groundwater conditions due to seasonal weather changes should be anticipated.

RECOMMENDATIONS

Design analyses for the new abutments were performed based on the strength parameters of onsite soils and bedrock encountered within the depths of our subsurface exploration. Based on the anticipated design loads, we concluded that a shallow foundation system represents the most cost-effective foundation system to support the new abutments for the Forge Creek Bridges. For the Mill Creek bridge, we recommend the new abutment to be supported on system of micropiles due to scour concerns.

Bridge Foundations

Mill Creek Bridge:

A system micropiles founded 10-ft minimum into competent rock is recommended to support the abutments of the new bridge. Table 4 provides a summary of micropile design properties and assumption considered for design.

Table 1 - Micropile Design Properties and Assumptions

Property Abutment

Number of Micropiles per abutment, Nx 14 to 20 Minimum Micropile Center-to-Center Spacing (in.) 36 inches

Micropile Outside Diameter (in.) 9 5/8” Micropile Insider Diameter (in.) 9” Wall Thickness (in.) 5/8” Micropile Casing Yield Stress, fy.casing (ksi) 80 Reinforcing Bar Diameter (in [mm]) 2 ½” Reinforcing Bar Yield Stress, fy.bar (ksi) 75 Minimum Depth of Bond Zone Embedment in Rock (ft) 10.0

Micropile design was evaluated in general accordance with AASHTO Article 10.9. A resistance factor for compression resistance of a single micropile (φstat) of 0.55 was utilized for side resistance in the bond zone, as listed in AASHTO Table 10.5.5.2.5-1.

Side resistance along the cased length of micropiles and tip resistance along the uncased length of micropiles were neglected for the determination of compression resistances. We estimated the nominal bearing resistance to be 100 kips.

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VA

Forge Creek Bridges:

Our geotechnical analyses indicated that a factored bearing resistance of 8 ksf can be used for Forge Creek bridges. We followed AASHTO LRFD Bridge Design Specifications, 2017 procedures.

We recommend that the bridge foundations be supported at or near the top of the bedrock elevations at the Forge Creek bridge locations. Table 5 below summarizes our recommendations for minimum bottom of footing elevation.

Table 5 - Recommended Minimum Bottom of Footing Elevation

Bridge Abutment Location (STA.)

Recommended Minimum Bottom of Footing Elevation (feet)

Forge Creek #1 102+29.09 1867.00 101+89.09 1867.00

Forge Creek #2 105+40.95 1878.00 104+85.95 1878.00

Forge Creek #3 110+05.45 1893.00

Pier 1886.00 109+30.45 1886.00

Forge Creek #4 114+09.03 1899.00 113+49.03 1899.00

Foundation Settlement Based on the above proposed shallow foundation design, the settlement of the bridge foundation has been estimated to be less than 1 in.

Lateral Resistance Parameters Lateral loads can be resisted by lateral soil pressure and the friction between the foundation and bearing soil or bedrock. Based on the soil information obtained at the site, the parameters listed in Table 6 can be used for lateral earth pressure computations.

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VA

Table 6 - Soil Parameters for Lateral Resistance Computations

Soil Parameter Recommended Value Forge Creek Bridges

Unit weight 125 pcf

Friction angle 34 degrees

Coefficient of friction between footing and bearing material 0.70

Coefficient of active earth pressure 0.35

Coefficient of passive earth pressure 3.00

Bearing resistance factor 0.45

Scour Results

No scour effects are anticipated for the Forge Creek bridges, since the proposed spread footing will be set on rock. For the Mill Creek bridge, it was recommended that the top of the footing to not be higher than EL 1,760 ft; therefore, a system of micropiles embedded a minimum of 10 feet into bedrock was utilized. Refer to Hydraulic Memo for more information.

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VA

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 tests 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 this report.

These interpretations are not intended as a substitute for the personal investigation, independent interpretation, and judgment of the Contractor.

Prepared by:

Majed Abdelhadi P.E.

Geotechnical Engineer

Reviewed by:

Mounir Abouzakhm, P.E.

Division Geotechnical Engineer

References:

AASHTO, 2017. AASHTO LRFD Bridge Design Specification. 8th ed.

Washington, D.C.: American Association of State Highway and Transportation Officials.

FHWA, 2014. Standard Specifications For Construction of Roads and Bridges on Federal Highway Projects, Washington D.C.: US Department of Transportation.

FLH, 2017. Rock Characterization Guidelines, Washington D.C.: US Department of Transportation - FHWA.

FLH, 2017. Soil Description and Identification Guidelines, Washington D.C.: US Department of Transportation - FHWA.

Geologic Map of Tennessee: Division of Geology, Tennessee Department of Environment and Conservation, (1966). Superfund GIS - 1:250,000 Geology of Tennessee, USGS (2000).

APPENDIX A – FIGURES

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY

DIVISION

STERLING, VIRGNIA

FIGURE NO. 1

Site Location and Vicinity

Map

STATE PROJECT SHEET

NO.

TOTAL

SHEET

S

TN NP-GRSM 126(1) 1 2

Snowbird Group, including Pigeon Siltstone, Roaring Fork Sandstone, Metcalf Phyllite, Longarm Quartzite, and Wading Branch Formation.

Pigeon Siltstone: laminated, greenish quartzose and feldspathic siltstone; minor fine-grained gray sandstone. Roaring Fork Sandstone: interbedded massive feldspathic sandstone, greenish siltstone, and greenish phyllite. Metcalf Phyllite: lustrous, pale-green and silvery sericitic and chloritic phyllite; siltstone interbeds abundant. Longarm Quartzite:

feldspathic quartzite and arkose, conspicuously light-colored. Wading Branch Formation:

medium- to dark-gray sandy slate to coarse, pebbly feldspathic sandstone and graywacke;

basal part is quartz-sericite phyllite.

Cades Sandstone Gray, well-bedded, fine- to medium-grained feldspathic metasandstone, with interbeds of dark slate and metasiltstone; precise stratigraphic position unknown.

Source:

Geologic Map of Tennessee: Division of Geology, Tennessee Department of Environment and Conservation, (1966).

Superfund GIS - 1:250,000 Geology of Tennessee, USGS (2000).

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY

DIVISION

STERLING, VIRGNIA

FIGURE NO. 2

Geologic Map

STATE PROJECT SHEET

NO.

TOTAL

SHEET

S

TN NP-GRSM 126(1) 2 2

Project: NP-GRSM 126(1)

APPENDIX B – BORING LOCATION MAPS AND SUBSURFACE PROFILE

1,715

1,720

1,725

1,730

1,735

1,740

1,745

1,750

1,755

1,760

1,765

1,770

1,775

1,715

1,720

1,725

1,730

1,735

1,740

1,745

1,750

1,755

1,760

1,765

1,770

1,775

1.4

1.2

1.8

0.7

1.7

1.8

1.8

0.9

0.9

0.7

0.8

1.2

0.8

1.4

1.4

1.9

1.2

1.8

0.8

LEGEND

N SUBSURFACE PROFILE

SHEET NO.

E le va tio n (f t)

Groundwater depth encountered during drilling.

Rec.

STATE PROJECT

Rock Quality Designation (%)

E le va tio n (f t)

Recovery (ft)

RQD

Standard Penetration Test Resistance in Blows per Foot

Groundwater depth at boring completion. FILL SM SANDSTONE

THE BORING LOGS ON THIS SHEET REPRESENT THE SUBSURFACE CONDITIONS ENCOUNTERED

AT THE BORING LOCATIONS SHOWN. SUBSURFACE CONDITIONS MAY VARY BETWEEN THESE LOCATIONS.

Groundwater depth monitored after boring completion.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

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Depth (ft) N

BH 18-01

Rec.

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Depth (ft) N

BH 18-02

Rec.

BH 18-01BH 18-02

1,855

1,856

1,857

1,858

1,859

1,860

1,861

1,862

1,863

1,864

1,865

1,866

1,867

1,868

1,869

1,870

1,871

1,872

1,873

1,874

1,875

1,876

1,877

1,878

1,879

1,880

1,855

1,856

1,857

1,858

1,859

1,860

1,861

1,862

1,863

1,864

1,865

1,866

1,867

1,868

1,869

1,870

1,871

1,872

1,873

1,874

1,875

1,876

1,877

1,878

1,879

1,880

1.5

0.9

1.4

0.3

0.1

1.2

1.2

1.1

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LEGEND

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SHEET NO.

E le va tio n (f t)

Groundwater depth encountered during drilling.

Rec.

STATE PROJECT

Rock Quality Designation (%)

E le va tio n (f t)

Recovery (ft)

RQD

Standard Penetration Test Resistance in Blows per Foot

Groundwater depth at boring completion. FILL SW-SM SANDSTONE SM

THE BORING LOGS ON THIS SHEET REPRESENT THE SUBSURFACE CONDITIONS ENCOUNTERED

AT THE BORING LOCATIONS SHOWN. SUBSURFACE CONDITIONS MAY VARY BETWEEN THESE LOCATIONS.

Groundwater depth monitored after boring completion.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

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Depth (ft) N

BH 18-03

Rec.

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Depth (ft) N

BH 18-04

BH 18-03BH 18-04

1,865

1,866

1,867

1,868

1,869

1,870

1,871

1,872

1,873

1,874

1,875

1,876

1,877

1,878

1,879

1,880

1,881

1,882

1,883

1,884

1,885

1,886

1,887

1,888

1,889

1,890

1,865

1,866

1,867

1,868

1,869

1,870

1,871

1,872

1,873

1,874

1,875

1,876

1,877

1,878

1,879

1,880

1,881

1,882

1,883

1,884

1,885

1,886

1,887

1,888

1,889

1,890

0.8

0.8

1.3

0.1

1.1

0.7

1.0

1.1

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LEGEND

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Groundwater depth encountered during drilling.

Rec.

STATE PROJECT

Rock Quality Designation (%)

E le va tio n (f t)

Recovery (ft)

RQD

Standard Penetration Test Resistance in Blows per Foot

Groundwater depth at boring completion. FILL SM SANDSTONE

THE BORING LOGS ON THIS SHEET REPRESENT THE SUBSURFACE CONDITIONS ENCOUNTERED

AT THE BORING LOCATIONS SHOWN. SUBSURFACE CONDITIONS MAY VARY BETWEEN THESE LOCATIONS.

Groundwater depth monitored after boring completion.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

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Depth (ft) N

BH 18-05

Rec.

7.1

8.2

13.2

18.2

Depth (ft) N

BH 18-06

BH 18-05BH 18-06

1,875

1,876

1,877

1,878

1,879

1,880

1,881

1,882

1,883

1,884

1,885

1,886

1,887

1,888

1,889

1,890

1,891

1,892

1,893

1,894

1,895

1,896

1,897

1,898

1,899

1,900

1,875

1,876

1,877

1,878

1,879

1,880

1,881

1,882

1,883

1,884

1,885

1,886

1,887

1,888

1,889

1,890

1,891

1,892

1,893

1,894

1,895

1,896

1,897

1,898

1,899

1,900

1.5

1.7

1.6

0.8

4.8

LEGEND

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SHEET NO.

E le va tio n (f t)

Groundwater depth encountered during drilling.

Rec.

STATE PROJECT

Rock Quality Designation (%)

E le va tio n (f t)

Recovery (ft)

RQD

Standard Penetration Test Resistance in Blows per Foot

Groundwater depth at boring completion. FILL SM SANDSTONE

THE BORING LOGS ON THIS SHEET REPRESENT THE SUBSURFACE CONDITIONS ENCOUNTERED

AT THE BORING LOCATIONS SHOWN. SUBSURFACE CONDITIONS MAY VARY BETWEEN THESE LOCATIONS.

Groundwater depth monitored after boring completion.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

NPS_GRSM_126(1)

X

S

U B

S U

R F

A C

E P

R O

F

IL

E

/9 /2

:0

M

:\P R

O

JE

C T

S \G

R S

M \1

(1

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

IN

T \G

R S

M _1

(1

G

P J

9.9

Depth (ft) N

BH 18-07

Rec.

3.7

13.5

Depth (ft) N

BH 18-08

BH 18-07BH 18-08

1,885

1,886

1,887

1,888

1,889

1,890

1,891

1,892

1,893

1,894

1,895

1,896

1,897

1,898

1,899

1,900

1,901

1,902

1,903

1,904

1,905

1,906

1,907

1,908

1,909

1,910

1,885

1,886

1,887

1,888

1,889

1,890

1,891

1,892

1,893

1,894

1,895

1,896

1,897

1,898

1,899

1,900

1,901

1,902

1,903

1,904

1,905

1,906

1,907

1,908

1,909

1,910

1.3

1.6

1.8

2.6

LEGEND

N SUBSURFACE PROFILE

SHEET NO.

E le va tio n (f t)

Groundwater depth encountered during drilling.

Rec.

STATE PROJECT

Rock Quality Designation (%)

E le va tio n (f t)

Recovery (ft)

RQD

Standard Penetration Test Resistance in Blows per Foot

Groundwater depth at boring completion. FILL SM SANDSTONE

THE BORING LOGS ON THIS SHEET REPRESENT THE SUBSURFACE CONDITIONS ENCOUNTERED

AT THE BORING LOCATIONS SHOWN. SUBSURFACE CONDITIONS MAY VARY BETWEEN THESE LOCATIONS.

Groundwater depth monitored after boring completion.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

NPS_GRSM_126(1)

X

S

U B

S U

R F

A C

E P

R O

F

IL

E

/9 /2

:4

M

:\P R

O

JE

C T

S \G

R S

M \1

(1

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

IN

T \G

R S

M _1

(1

G

P J

6.6

8.6

13.6

16.6

Depth (ft) N

BH 18-09

BH 18-09

APPENDIX C – BORING LOG

1.4

1.2

1.8

2.0

2.0

0.7

1.7

1.8

Silty SAND (SM) with gravel, loose to medium dense, brown, slightly moist. Fill.

Silty SAND (SM), medium dense, gray, moist, fine to medium, drilling action indicates boulders encountered from 5 to 7 feet. A-4(0).

Silty SAND (SM), dense, gray-brown, moist, fine to medium. A-2-4(0).

1-3-5-5

5-8-18-49

50/4"

6-7-6-11

9-8-10-14

7-7-13-14

9-16-15-20

8-50/5"

12-29-18-18

5-16-16-18

J-1

J-2

J-3

J-4

J-5

J-6

J-7

J-8

J-9

J-10

5.0

15.0

30.0

Surface Elevation:

Boring Location:

La ye r

D ep th ft)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

Project Location:

Encountered at:

After

Northing: 462441.919 Easting: 2610982.616

Caved at:

Hammer Drop:

Rock Core (RQD in %)

T yp e

Weather:

SAMPLE

Plastic Limit

Groundwater was encountered at a depth of 9' during our drilling operation.

Boring was backfilled with auger cuttings.

Standard Penetration Test Data

Project Datum:

(Blows / ft)

1772.0 ft

Undisturbed (UD)

8/15/19

R ec ft)

Project Name:

N o.

hrs

9.0 ft

Remarks:

Auger Cuttings

G ra ph ic

L og

NPS_GRSM_126(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

8/29/19 Doug Hutchins Jason FarleyOperator:

NAD83

HSA

BH 18-01

Hammer Wt. & Type:

Partly cloudy, 90°F

Mill Creek Bridge

S P

T B lo w s pe r in

Great Smoky National Park - Blount County, TN

E le va tio n (f ee t)

3 3/4" Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

Boring Method:

P P

/R Q

D

B O

R

IN

G L

O G

2/

5/

:4

M

:\P R

O

JE

C T

S \G

R S

M \1

(1

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

IN

T \G

R S

M _1

(1

G

P J

1767.0

1757.0

1742.0

Sheet: 1 of 2

4"

5"

1.8

0.9

1.0

0.9

0.7

Silty SAND (SM), very dense, brown, moist, fine to medium.

SANDSTONE, brown to gray, highly weathered rock.

RQD = 0%. Auger refusal at depth 43.2'.

SANDSTONE, brown to gray, highly weathered rock.

RQD = 0%

Boring was terminated at 53.0'

5-45-46-34

19-34-50/2"

25-38-50/5"

J-11

J-12

J-13

42.0

43.2

53.0

Surface Elevation:

Boring Location:

La ye r

D ep th ft)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

Project Location:

Encountered at:

After

Northing: 462441.919 Easting: 2610982.616

Caved at:

Hammer Drop:

Rock Core (RQD in %)

T yp e

Weather:

SAMPLE

Plastic Limit

Groundwater was encountered at a depth of 9' during our drilling operation.

Boring was backfilled with auger cuttings.

Standard Penetration Test Data

Project Datum:

(Blows / ft)

1772.0 ft

Undisturbed (UD)

8/15/19

R ec ft)

Project Name:

N o.

hrs

9.0 ft

Remarks:

Auger Cuttings

G ra ph ic

L og

NPS_GRSM_126(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

8/29/19 Doug Hutchins Jason FarleyOperator:

NAD83

HSA

BH 18-01

Hammer Wt. & Type:

Partly cloudy, 90°F

Mill Creek Bridge

S P

T B lo w s pe r in

Great Smoky National Park - Blount County, TN

E le va tio n (f ee t)

3 3/4" Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

Boring Method:

P P

/R Q

D

B O

R

IN

G L

O G

2/

5/

:4

M

:\P R

O

JE

C T

S \G

R S

M \1

(1

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

IN

T \G

R S

M _1

(1

G

P J

1730.0

1728.8

1719.0

Sheet: 2 of 2

8"

11"

0.8

0.8

1.4

1.4

1.9

1.2

1.8

0.8

Silty SAND (SM), loose to medium dense, reddish brown, slightly moist. Fill.

Silty SAND (SM), medium dense, brown-gray, moist, fine to medium. A-2-4(0).

Silty SAND (SM), very dense, brown-gray, moist, fine to medium. A-2-4(0).

Auger refusal at depth 21.9'.

1-3-10-6

3-3-5-5

3-10-18-11

2-5-12-17

5-8-17-44

17-31-37-50/4"

17-48-50/5"

13-33-40-50/5"

14-50/4"

J-1

J-2

J-3

J-4

J-5

J-6

J-7

J-8

J-9

5.0

12.0

21.9

Surface Elevation:

Boring Location:

La ye r

D ep th ft)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

Project Location:

Encountered at:

After

Northing: 462386.617 Easting: 2611008.836

Caved at:

Hammer Drop:

Rock Core (RQD in %)

T yp e

Weather:

SAMPLE

Plastic Limit

Groundwater was encountered at a depth of 8' during our drilling operation.

Boring was backfilled with auger cuttings.

Standard Penetration Test Data

Project Datum:

(Blows / ft)

1772.0 ft

Undisturbed (UD)

9/9/19

R ec ft)

Project Name:

N o.

hrs

8.0 ft

Remarks:

Auger Cuttings

G ra ph ic

L og

NPS_GRSM_126(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

9/10/19 Glenn Moody Jason FarleyOperator:

NAD83

HSA

BH 18-02

Hammer Wt. & Type:

Clear, 90°F

Mill Creek Bridge

S P

T B lo w s pe r in

Great Smoky National Park - Blount County, TN

E le va tio n (f ee t)

3 3/4" Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

Boring Method:

P P

/R Q

D

B O

R

IN

G L

O G

2/

5/

:4

M

:\P R

O

JE

C T

S \G

R S

M \1

(1

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

IN

T \G

R S

M _1

(1

G

P J

1767.0

1760.0

1750.1

Sheet: 1 of 1

11"

Silty SAND (SM), brown, slightly moist. Fill

Silty SAND (SM), brown, moist.

Auger refusal at depth 22.2'.

5.0

22.2

Surface Elevation:

Boring Location:

La ye r

D ep th ft)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

Project Location:

Encountered at:

After

Northing: 462386.617 Easting: 2611008.836

Caved at:

Hammer Drop:

Rock Core (RQD in %)

T yp e

Weather:

SAMPLE

Plastic Limit

Groundwater was encountered at a depth of 22' during our drilling operation.

Boring was backfilled with auger cuttings.

This probe was drilled 2' East from BH 18-02 to confirm that bedrock was encountered.

Standard Penetration Test Data

Project Datum:

(Blows / ft)

1772.0 ft

Undisturbed (UD)

9/16/19

R ec ft)

Project Name:

N o.

hrs

22.0 ft

Remarks:

Auger Cuttings

G ra ph ic

L og

NPS_GRSM_126(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

9/16/19 Doug Hutchins Jason FarleyOperator:

NAD83

HSA

BH 18-02A

Hammer Wt. & Type:

Clear, 86°F

Mill Creek Bridge BH 18-02 offset 2' East

S P

T B lo w s pe r in

Great Smoky National Park - Blount County, TN

E le va tio n (f ee t)

3 3/4" Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

Boring Method:

P P

/R Q

D

B O

R

IN

G L

O G

2/

5/

:4

M

:\P R

O

JE

C T

S \G

R S

M \1

(1

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

IN

T \G

R S

M _1

(1

G

P J

1767.0

1749.8

Sheet: 1 of 1

1.5

0.9

1.4

0.3

0.1

Well-graded SAND with silt and gravel (SW-SM), loose to medium dense, reddish brown, slightly moist. Fill.

Well-graded SAND with silt and gravel (SW-SM), dense to very dense, brown, slightly moist, fine to coarse. A-1-a.

SANDSTONE, gray, highly weathered rock.

Auger refusal at depth 10.5'.

4-8-8-10

13-5-4-45

16-16-19-15

5-50/3"

50/3"

J-1

J-2

J-3

J-4

J-5

5.0

8.0

10.5

Surface Elevation:

Boring Location:

La ye r

D ep th ft)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

Project Location:

Encountered at:

After

Northing: 457516.912 Easting: 2608488.786

Caved at:

Hammer Drop:

Rock Core (RQD in %)

T yp e

Weather:

SAMPLE

Plastic Limit

Groundwater was not encountered during our drilling operation.

Boring was backfilled with auger cuttings.

Standard Penetration Test Data

Project Datum:

(Blows / ft)

1874.0 ft

Undisturbed (UD)

9/17/19

R ec ft)

Project Name:

N o.

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NPS_GRSM_126(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

9/17/19 Doug Hutchins Jason FarleyOperator:

NAD83

HSA

BH 18-03

Hammer Wt. & Type:

Clear, 79°F

Forge Creek Bridge #1

S P

T B lo w s pe r in

Great Smoky National Park - Blount County, TN

E le va tio n (f ee t)

3 3/4" Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

Boring Method:

P P

/R Q

D

B O

R

IN

G L

O G

2/

5/

:4

M

:\P R

O

JE

C T

S \G

R S

M \1

(1

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

IN

T \G

R S

M _1

(1

G

P J

1869.0

1866.0

1863.5

Sheet: 1 of 1

3"

3"

1.1

0.4

0.1

Silty SAND (SM), loose, reddish brown, slightly moist.

Fill.

Silty SAND (SM), very loose, brown-gray, moist, fine to medium. A-1-b.

SANDSTONE, gray, highly weathered rock.

Auger refusal at depth 10.9'.

4-5-5-4

2-2-1-2

3-2-1-3

21-50/2"

50/2"

J-1

J-2

J-3

J-4

J-5

5.0

8.0

10.9

Surface Elevation:

Boring Location:

La ye r

D ep th ft)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

Project Location:

Encountered at:

After

Northing: 457441.716 Easting: 2608536.364

Caved at:

Hammer Drop:

Rock Core (RQD in %)

T yp e

Weather:

SAMPLE

Plastic Limit

Groundwater was not encountered during our drilling operation.

Boring was backfilled with auger cuttings.

Standard Penetration Test Data

Project Datum:

(Blows / ft)

1875.0 ft

Undisturbed (UD)

9/17/19

R ec ft)

Project Name:

N o.

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NPS_GRSM_126(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

9/17/19 Doug Hutchins Jason FarleyOperator:

NAD83

HSA

BH 18-04

Hammer Wt. & Type:

Clear, 90°F

Forge Creek Bridge #1

S P

T B lo w s pe r in

Great Smoky National Park - Blount County, TN

E le va tio n (f ee t)

3 3/4" Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

Boring Method:

P P

/R Q

D

B O

R

IN

G L

O G

2/

5/

:4

M

:\P R

O

JE

C T

S \G

R S

M \1

(1

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

IN

T \G

R S

M _1

(1

G

P J

1870.0

1867.0

1864.1

Sheet: 1 of 1

2"

2"

1.3

0.1

Silty SAND (SM) with gravel, loose, gray, slightly moist.

Fill.

Silty SAND (SM) with gravel, medium dense, gray-brown, slightly moist, fine to coarse. A-1-b.

SANDSTONE, gray, highly weather rock.

Auger refusal at depth 9.2'.

3-4-5-5

10-8-5-7

3-10-18-50/3"

50/4"

J-1

J-2

J-3

J-4

3.0

8.0

9.2

Surface Elevation:

Boring Location:

La ye r

D ep th ft)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

Project Location:

Encountered at:

After

Northing: 457257.085 Easting: 2608664.393

Caved at:

Hammer Drop:

Rock Core (RQD in %)

T yp e

Weather:

SAMPLE

Plastic Limit

Groundwater was not encountered during our drilling operation.

Boring was backfilled with auger cuttings.

Standard Penetration Test Data

Project Datum:

(Blows / ft)

1884.0 ft

Undisturbed (UD)

9/18/19

R ec ft)

Project Name:

N o.

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NPS_GRSM_126(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

9/19/19 Doug Hutchins Glenn MoodyOperator:

NAD83

HSA

BH 18-05

Hammer Wt. & Type:

Clear, 75°F

Forge Creek Bridge #2

S P

T B lo w s pe r in

Great Smoky National Park - Blount County, TN

E le va tio n (f ee t)

3 3/4" Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

Boring Method:

P P

/R Q

D

B O

R

IN

G L

O G

2/

5/

:4

M

:\P R

O

JE

C T

S \G

R S

M \1

(1

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

IN

T \G

R S

M _1

(1

G

P J

1881.0

1876.0

1874.8

1.1

0.7

1.0

1.1

4.8

5.0

Silty SAND (SM) with gravel, loose, reddish brown, slightly moist. Fill.

Silty SAND (SM) with gravel, very loose to loose, reddish brown, moist, fine to coarse. A-1-b.

Auger refusal at depth 7.1'.

SANDSTONE, gray, highly weathered rock. RQD = 0%

SANDSTONE, gray, highly weathered rock.

RQD ~ 5%

SANDSTONE, gray, highly weathered rock.

Qunconfined = 3,350 psi

RQD ~ 10%

Boring was terminated at 18.2'

5-6-4-4

3-2-1-1

0-2-3-3

J-1

J-2

J-3

3.0

7.1

8.2

13.2

18.2

Surface Elevation:

Boring Location:

La ye r

D ep th ft)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

Project Location:

Encountered at:

After

Northing: 457174.723 Easting: 2608691.248

Caved at:

Hammer Drop:

Rock Core (RQD in %)

T yp e

Weather:

SAMPLE

Plastic Limit

Groundwater was not encountered during our drilling operation.

Boring was backfilled with auger cuttings.

Standard Penetration Test Data

Project Datum:

(Blows / ft)

1885.0 ft

Undisturbed (UD)

9/19/19

R ec ft)

Project Name:

N o.

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NPS_GRSM_126(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

9/30/19 Glenn Moody

Doug HutchinsOperator:

NAD83

HSA

BH 18-06

Hammer Wt. & Type:

Clear, 75°F

Forge Creek Bridge #2

S P

T B lo w s pe r in

Great Smoky National Park - Blount County, TN

E le va tio n (f ee t)

3 3/4" Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

Boring Method:

P P

/R Q

D

B O

R

IN

G L

O G

2/

5/

:4

M

:\P R

O

JE

C T

S \G

R S

M \1

(1

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

IN

T \G

R S

M _1

(1

G

P J

1882.0

1877.9

1876.8

1871.8

1866.8

1.5

1.7

1.0

1.0

Silty SAND (SM), loose to very loose, reddish brown, moist, fine to medium. Fill. A-2-4(0).

Silty SAND (SM) with gravel, medium dense, reddish brown-gray, moist, fine to coarse. A-1-b.

Silty SAND (SM) with gravel, dense, gray, moist.

Auger refusal at depth 9.9'.

5-5-4-3

4-2-1-1

2-3-8-21

0-12-22-50/2"

J-1

J-2

J-3

J-4

5.0

8.0

9.9

Surface Elevation:

Boring Location:

La ye r

D ep th ft)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

Project Location:

Encountered at:

After

Northing: 456859.82 Easting: 2608717.028

Caved at:

Hammer Drop:

Rock Core (RQD in %)

T yp e

Weather:

SAMPLE

Plastic Limit

Groundwater was encountered at a depth of 8.35' during our drilling operation.

Boring was backfilled with auger cuttings.

Standard Penetration Test Data

Project Datum:

(Blows / ft)

1894.0 ft

Undisturbed (UD)

9/19/19

R ec ft)

Project Name:

N o.

hrs

8.4 ft

Remarks:

Auger Cuttings

G ra ph ic

L og

NPS_GRSM_126(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

9/19/19 Glenn Moody

Doug HutchinsOperator:

NAD83

HSA

BH 18-07

Hammer Wt. & Type:

Clear, 75°F

Forge Creek Bridge #3

S P

T B lo w s pe r in

Great Smoky National Park - Blount County, TN

E le va tio n (f ee t)

3 3/4" Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

Boring Method:

P P

/R Q

D

B O

R

IN

G L

O G

2/

5/

:4

M

:\P R

O

JE

C T

S \G

R S

M \1

(1

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

IN

T \G

R S

M _1

(1

G

P J

1889.0

1886.0

1884.1

1.6

4.8

5.0

Silty SAND (SM), medium dense to very dense, reddish brown, slightly moist. Fill.

Auger refusal at depth 3.7'.

SANDSTONE, gray, highly weathered rock.

RQD ~ 75%

SANDSTONE, gray, moderately weathered rock.

RQD ~ 90%

Qunconfined = 7,320 psi

Boring was terminated at 13.5'

6-9-6-6

10-25-50/0"

J-1

J-23.7

13.5

Surface Elevation:

Boring Location:

La ye r

D ep th ft)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

Project Location:

Encountered at:

After

Northing: 456675.242 Easting: 2608785.318

Caved at:

Hammer Drop:

Rock Core (RQD in %)

T yp e

Weather:

SAMPLE

Plastic Limit

Groundwater was not encountered during our drilling operation.

Boring was backfilled with auger cuttings.

Standard Penetration Test Data

Project Datum:

(Blows / ft)

1897.0 ft

Undisturbed (UD)

9/24/19

R ec ft)

Project Name:

N o.

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NPS_GRSM_126(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

9/24/19 Glenn Moody

Doug HutchinsOperator:

NAD83

HSA

BH 18-08

Hammer Wt. & Type:

Clear, 75°F

Forge Creek Bridge #3

S P

T B lo w s pe r in

Great Smoky National Park - Blount County, TN

E le va tio n (f ee t)

3 3/4" Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

Boring Method:

P P

/R Q

D

B O

R

IN

G L

O G

2/

5/

:4

M

:\P R

O

JE

C T

S \G

R S

M \1

(1

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

IN

T \G

R S

M _1

(1

G

P J

1893.3

1883.5

6"

1.3

1.0

1.6

1.8

5.0

2.6

Silty SAND (SM), medium dense, reddish brown, slightly moist. Fill.

Silty SAND (SM), medium dense, reddish brown, slightly moist, fine to medium.

Auger refusal at depth 6.6'.

SANDSTONE, fine grained, reddish brown, highly to moderately weathered rock. RQD ~ 45%

SANDSTONE, gray, slightly high weathered rock.

Qunconfined = 6,910 psi

RQD ~ 75%

SANDSTONE, gray, moderately weathered rock.

RQD ~ 20%

Boring was terminated at 16.6'

9-9-7-9

3-2-3-7

6-4-19-23

J-1

J-2

J-3

5.0

6.6

8.6

13.6

16.6

Surface Elevation:

Boring Location:

La ye r

D ep th ft)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

Project Location:

Encountered at:

After

Northing: 456456.363 Easting: 2608843.306

Caved at:

Hammer Drop:

Rock Core (RQD in %)

T yp e

Weather:

SAMPLE

Plastic Limit

Groundwater was not encountered during our drilling operation.

Boring was backfilled with auger cuttings.

A probe boring was drilled 1' North from boring to confirm that bedrock was encountered.

Standard Penetration Test Data

Project Datum:

(Blows / ft)

1905.0 ft

Undisturbed (UD)

9/24/19

R ec ft)

Project Name:

N o.

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NPS_GRSM_126(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

9/24/19 Glenn Moody

Doug HutchinsOperator:

NAD83

HSA

BH 18-09

Hammer Wt. & Type:

Clear, 80°F

Forge Creek Bridge #4

S P

T B lo w s pe r in

Great Smoky National Park - Blount County, TN

E le va tio n (f ee t)

3 3/4" Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

Boring Method:

P P

/R Q

D

B O

R

IN

G L

O G

2/

5/

:4

M

:\P R

O

JE

C T

S \G

R S

M \1

(1

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

IN

T \G

R S

M _1

(1

G

P J

1900.0

1898.4

1896.4

1891.4

1888.4

Silty SAND (SM), reddish brown-gray, slightly moist.

Auger refusal at depth 6.1'.

6.1

Surface Elevation:

Boring Location:

La ye r

D ep th ft)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

Project Location:

Encountered at:

After

Northing: 456456.363 Easting: 2608843.306

Caved at:

Hammer Drop:

Rock Core (RQD in %)

T yp e

Weather:

SAMPLE

Plastic Limit

Groundwater was not encountered during our drilling operation.

Boring was backfilled with auger cuttings.

This probewas drilled 1' North from BH 18-09 to confirm that bedrock was encountered.

Standard Penetration Test Data

Project Datum:

(Blows / ft)

1905.0 ft

Undisturbed (UD)

9/24/19

R ec ft)

Project Name:

N o.

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NPS_GRSM_126(1)

Density, Color, Plasticity, Size, Proportions, Moisture

D ep th S ca le ft)

Inspector:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

9/24/19 Glenn Moody

Doug HutchinsOperator:

NAD83

HSA

BH 18-09A

Hammer Wt. & Type:

Clear, 80°F

Forge Creek Bridge #4 BH 18-09 offset 1' North

S P

T B lo w s pe r in

Great Smoky National Park - Blount County, TN

E le va tio n (f ee t)

3 3/4" Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

Boring Method:

P P

/R Q

D

B O

R

IN

G L

O G

2/

5/

:4

M

:\P R

O

JE

C T

S \G

R S

M \1

(1

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

IN

T \G

R S

M _1

(1

G

P J

1898.9

APPENDIX D – LABORATORY TEST RESULTS

APPENDIX D – LABORATORY TEST RESULTS

Remarks:Client:

AASHTOUSCSMATERIAL DESCRIPTION

CuCcD10D15D30D50D60D85PLLL

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

% COBBLES

% 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 0.0 0.7 20.3 40.0 39.0

A-4(0)SMSilty sand

0.1150.1730.615

Project No. GRSM Project: Forge Creek and Mill Creek Bridges

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 4.0 1.8 36.0 31.2 27.0

A-2-4(0)SMSilty sand

0.08970.2800.4641.39

0.0 1.9 6.1 5.5 24.0 29.0 33.5

A-2-4(0)SMSilty sand

0.2060.3691.72

Location: E-19-0705 BH 18-01 J-5 Location: E-19-0706 BH 18-01 J-9 Location: E-19-0707

0.0 1.0 7.8 1.9 25.2 32.7 31.4

A-2-4(0)SMSilty sand

0.2060.3461.33

Location: E-19-0708

0.0 20.1 24.8 15.1 18.9 12.5 8.6

A-1-aSW-SMWell-graded sand with silt and gravel

65.921.650.09380.1990.9783.606.1825.4

Location: E-19-0709 lourdes.boulware Typewritten Text

BH 18-02 J-5

lourdes.boulware Typewritten Text

BH 18-02 J-8

lourdes.boulware Typewritten Text

BH 18-03 J-3

Project:

Remarks:Client:Project No.

AASHTOUSCSMATERIAL DESCRIPTION

CuCcD10D15D30D50D60D85PLLL

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

% COBBLES

% 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 7.3 4.9 37.7 34.0 16.1

GRSM

A-1-bSMSilty sand

0.1690.4230.6111.66

Forge Creek and Mill Creek Bridges

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Location: E-19-0710

0.0 5.0 27.8 12.4 17.3 19.0 18.5

A-1-bSMSilty sand with gravel

0.2121.352.9413.1

Location: E-19-0711

0.0 3.6 19.8 13.3 24.0 17.3 22.0

0.1860.8751.628.20

Location: E-19-0712

0.0 0.0 1.4 1.9 26.7 44.2 25.8

A-2-4(0)SMSilty sand

0.08790.1890.2810.848

Location: E-19-0714

0.0 11.5 16.8 7.2 19.1 25.1 20.3

A-1-bSMSilty sand with gravel

0.1450.5971.3316.3

Location: E-19-0715

Silty sand with gravel A-1-bSM lourdes.boulware Typewritten Text

BH 18-04 --- J-3

lourdes.boulware Typewritten Text

BH 18-05 --- J-3

lourdes.boulware Typewritten Text

BH 18-06 --- J-3

lourdes.boulware Typewritten Text

BH 18-07 --- J-2

lourdes.boulware

BH 18-07 --- J-3

Project:

Remarks:Client:Project No.

AASHTOUSCSMATERIAL DESCRIPTION

CuCcD10D15D30D50D60D85PLLL

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

% COBBLES

% 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 1.9 6.1 5.5 26.6 31.9 28.0

GRSM

0.08400.2550.4271.74

Forge Creek and Mill Creek Bridges

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Location: E-19-0717 lourdes.boulware Typewritten Text

BH 18-09 --- J-3

lourdes.boulware Typewritten Text Silty Sand lourdes.boulware

SM

Federal Lands Highway Office

Ea ste rn Fe de ra l La nds Hig hw a y D iv is io n

Ma te ria ls Te s ting La bo ra to ry

1 8 2 7 Ja c k D e lo zie r D riv e , Se v ie rv i l le , TN 3 7 8 7 6

Great Smoky National Park

GRSM 126(1)

Majed Abdelhadi

10/15/2019

BH 18-06

Project Name:

Submitted By:

Date Sample Receiv ed:

Field Sample No:

Boring No:

Project Number:

Depth: 13.2-18.2 ft.BH 18-06

*Disclaimer: EFLHD Materials Laboratory is responsible for the quality of the tests upon receipt of the sampled materials. However, EFHLD Materials

Laboratory has no control over field material sampling and therefore has no responsibility for any sampling error, the sample integrity, and shipping methods prior to receipt in the laboratory.

Report of Unconfined Compressive S trength of Intact Rock Cores

Unconfined Compressive Strength of Intact Rock Core (ASTM D 7012)-Not AAP accredited test

Method A

Unconfined Compressive Strength, psi 3350

Depth 16FT 7INRemarks:

Page 1 of 1 10/24/2019 06:50 AM

Jason A. Moore. - Laboratory Team Leader Date

Lab Control No: E-19-0713

Federal Lands Highway Office

Ea ste rn Fe de ra l La nds Hig hw a y D iv is io n

Ma te ria ls Te s ting La bo ra to ry

1 8 2 7 Ja c k D e lo zie r D riv e , Se v ie rv i l le , TN 3 7 8 7 6

Great Smoky National Park

GRSM 126(1)

Majed Abdelhadi

10/15/2019

BH 18-08

Project Name:

Submitted By:

Date Sample Receiv ed:

Field Sample No:

Boring No:

Project Number:

Depth: 8.5-13.5 ft.BH 18-08

*Disclaimer: EFLHD Materials Laboratory is responsible for the quality of the tests upon receipt of the sampled materials. However, EFHLD Materials

Laboratory has no control over field material sampling and therefore has no responsibility for any sampling error, the sample integrity, and shipping methods prior to receipt in the laboratory.

Report of Unconfined Compressive S trength of Intact Rock Cores

Unconfined Compressive Strength of Intact Rock Core (ASTM D 7012)-Not AAP accredited test

Method A

Unconfined Compressive Strength, psi 7320

Depth 8FT 5 inRemarks:

Page 1 of 1 10/24/2019 06:50 AM

Lab Control No: E-19-0716

Federal Lands Highway Office

Ea ste rn Fe de ra l La nds Hig hw a y D iv is io n

Ma te ria ls Te s ting La bo ra to ry

1 8 2 7 Ja c k D e lo zie r D riv e , Se v ie rv i l le , TN 3 7 8 7 6

Great Smoky National Park

GRSM 126(1)

Majed Abdelhadi

10/15/2019

BH 18-09

Project Name:

Submitted By:

Date Sample Receiv ed:

Field Sample No:

Boring No:

Project Number:

Depth: 8.6-13.6 ft.BH 18-09

*Disclaimer: EFLHD Materials Laboratory is…