B08_GRSM158579_202623_Solit_Attach_09_GeotechReport_081820.pdf

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SUBMITTED TO:

Jacobs Engineering 9191 South Jamaica Street Englewood, Colorado 80112

BY:

Shannon & Wilson, Inc.

1321 Bannock St. Suite 200 Denver, Colorado 80204

(303) 825-3800 www.shannonwilson.com

GEOTECHNICAL REPORT

National Park Service GRSM Look Rock Rehabilitation

BLOUNT COUNTY, TENNESSEE

May 2020

Shannon & Wilson No: 103881-001

DRAFT

DRAFT Geotechnical Report

103881-001 May 2020 5/7/2020-103881-001_R1.docx i

Submitted To: Jacobs Engineering 9191 South Jamaica Street Englewood, Colorado 80112 Attn: Mr. Torsten Lienau, PE

Subject: DRAFT GEOTECHNICAL REPORT, NATIONAL PARK SERVICE

GRSM LOOK ROCK REHABILITATION, BLOUNT COUNTY, TENNESSEE

We are pleased to submit this report for the above-referenced project. This report presents our geotechnical recommendations for the waterline rehabilitation aspects of the project and was prepared by the undersigned. Our scope of services was specified in Agreement Number 148007653 with Jacobs Engineering Group, Inc. dated October 2, 2019.

We appreciate the opportunity to be of service to you on this project. If you have questions concerning this report, or we may be of further service, please contact us.

Sincerely, SHANNON & WILSON, INC.

Joseph C. Goode III Senior Geotechnical Staff

Gerard J. Buechel, P.E.

President

JCG:ARR:GRF:GJB/jcg

DRAFT Geotechnical Report ii

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CONTENTS

1 Introduction

2 Project and Site Description

3 Subsurface Exploration and Laboratory Testing

3.1 Field Investigation

3.2 Geotechnical Laboratory Testing

4 Regional Geology and Subsurface Conditions

4.1 Regional Geology

4.2 Subsurface Conditions

5 Conclusions and Recommendations

5.1 Corrosive Soil

5.2 Excavation and Subgrade Preparation

5.3 Backfill Material

6 Closure

7 References

Exhibits Exhibit 5-1: Corrosivity Ratings Based on Soil Resistivity Exhibit 5-2: Corrosivity Ratings Based on Water Soluble Sulfate Exposure Exhibit 5-3: Depth to Bedrock and Refusal by Test Pit

Figures Figure 1: Vicinity Map Figure 2: Site and Exploration Plan

Appendices Appendix A: Subsurface Explorations Appendix B: Laboratory Test Results Important Information

DRAFT Geotechnical Report

103881-001 May 2020

1 INTRODUCTION

This report summarizes the results of our subsurface exploration and laboratory testing program and presents recommendations for the Great Smoky Mountain National Park (GRSM) Look Rock Rehabilitation Project (the Project) in Blount County, Tennessee. Our services were completed in general accordance with our Professional Services Agreement No. 148007653 with Jacobs Engineering, Inc. (Jacobs) dated October 2, 2019. Our conclusions and recommendations in this report are based on:

The limitations of our approved scope, schedule, and budget described in our contract;

Our understanding of the Project and information provided by Jacobs;

Subsurface conditions observed in the test pits at the time our explorations were completed; and

The results of testing performed on samples collected from the explorations.

The objective of our geotechnical studies was to provide recommendations and considerations, as presented herein, for the Project. The authorized scope of services was based on this objective and this report should not be used for other purposes without Shannon & Wilson’s review. If a service is not specifically indicated in this report, do not assume that it was performed.

2 PROJECT AND SITE DESCRIPTION

The Project is located at the north-west corner of the GRSM, south of Maryville, in Blount County, Tennessee (Figure 1). We understand that new waterlines are proposed throughout the Look Rock Campground area to replace the existing waterline and provide new services to the comfort stations, yard hydrants, and RV Sites. Based on preliminary plans provided by Jacobs, the waterlines will generally consist of 6-inch ductile iron pipe (DIP) and 2- to 3-inch high-density polyethylene (HDPE) pipe installed within the same trench. We understand that the depth of the proposed waterlines will generally be less than 5 feet below the existing ground surface (bgs).

DRAFT Geotechnical Report

103881-001 May 2020

3 SUBSURFACE EXPLORATION AND LABORATORY

TESTING

3.1 Field Investigation

Shannon & Wilson conducted a field exploration program on January 22 and 23, 2020, to explore subsurface conditions at the project site. The subsurface exploration program consisted of 23 exploratory excavations (test pits), designated TP-01 through TP-23. The locations of the test pits are shown in Figure 2.

Appendix A presents a discussion of the excavation and sampling procedures used in completing the test pits. Appendix A also presents the individual test pit logs, excavation photographs, and an explanation of the symbols and terminology used.

3.2 Geotechnical Laboratory Testing

Shannon & Wilson completed geotechnical laboratory testing to determine index properties of selected samples from the test pits. The laboratory program included tests for natural water content, Atterberg limits, mechanical gradation, and corrosion testing. Laboratory test methods and results are provided in Appendix B.

4 REGIONAL GEOLOGY AND SUBSURFACE

CONDITIONS

4.1 Regional Geology

Geologic mapping in the area indicates that surficial deposits at the site are Late Pleistocene aged colluvial deposits consisting of clayey, silty, sandy loam (Colquhoun and others., 1987). These deposits are underlain by the Hesse quartzite (previously referred to as Hesse Sandstone), the Murray Shale, or the Nebo quartzite (previously referred to as Nebo sandstone). The Hesse Quartzite is comprised of lower Cambrian aged medium- to coarse-grained quartzite, the Murray Shale is comprised of lower Cambrian aged siltstone and fine-grained sandstone, and the Nebo Quartzite is comprised of lower Cambrian aged medium-to coarse-grained quartzite and fine grained sandstone (Neuman & Wilson, 1960).

4.2 Subsurface Conditions

Based on our explorations, surficial subsurface conditions along the proposed waterline alignment generally consisted of topsoil, fill, and colluvium. The soils were typically

DRAFT Geotechnical Report

103881-001 May 2020 classified as clayey sands, sandy clays, and isolated layers of gravel. Underlying the surficial soils, residual soils and bedrock at the project site generally consisted of sandstone and claystone. During excavating, 9 of the 23 test pits encountered bedrock refusal. Refer to Exhibit 5-3 for a summary of bedrock and bedrock refusal depths by test pit. Cobbles, large boulders, debris, and asphalt were occasionally encountered during our explorations.

Groundwater was encountered at a depth of 5 feet in test pits TP-17 and TP-19. The remaining of the test pits did not encounter groundwater during excavating. It should be noted that groundwater level fluctuations are possible and depend on many factors, including seasonal variations and local precipitation.

The explorations were performed to evaluate geotechnical subsurface conditions for the proposed waterlines. Our observations are specific to the locations, depths, and dates noted on the exploration logs in Appendix A and may not be applicable to all areas of the site.

There is no amount of explorations or laboratory testing that can precisely predict the characteristics, quality, or distribution of subsurface conditions at every location throughout the site. Variations in the subsurface conditions may occur between and below the test pits.

Also, the passage of time or intervening causes (natural and manmade) may result in changes to the conditions of the site and subsurface conditions.

5 CONCLUSIONS AND RECOMMENDATIONS

5.1 Corrosive Soil

The soil/rock encountered at the project site can be corrosive to substructure elements. To assist in estimating the corrosion potential at the site, selected samples were tested for pH, resistivity, water soluble sulfates, and chlorides. The results are presented in Table B-1 in Appendix B.

The resistivity measured in the samples ranged from 8,518 to 9,881 ohm-centimeters. Based on correlations developed by Roberge (2012) as shown in Exhibit 5-1, these values suggest moderately corrosive subsurface conditions for metallic pipe in contact with subsurface materials across the site.

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103881-001 May 2020

Exhibit 5-1: Corrosivity Ratings Based on Soil Resistivity

Soil Resistivity (ohm-cm)

Corrosivity Rating

>20,000 Essentially Noncorrosive

10,000-20,000 Mildly Corrosive

5,000-10,000 Moderately Corrosive

3,000-5,000 Corrosive

1,000-3,000 Highly Corrosive

<1,000 Extremely Corrosive

The concentration of water-soluble sulfates measured in the samples was 0.001% to 0.004%.

percent by weight. Based on classifications as defined by ACI-318-19 (ACI, 2019) as shown in Exhibit 5-2, these test results suggest an exposure class S0 on concrete exposed to site soils.

Exhibit 5-2: Corrosivity Ratings Based on Water Soluble Sulfate Exposure

Water Soluble Sulfate in Soil (Percent by Weight)

Sulfate Severity (Class)

<0.10 Negligible (S0)

0.10-<0.20 Moderate (S1)

0.20-2.00 Severe (S2)

>2.00 Very Severe (S3)

The test results and the above discussion are provided to assist the designer in the selection of project materials, concrete type, or other features with respect to corrosion. As appropriate, the designer should consider protective measures, such as coatings, upsizing for section loss, or using alternative materials to reduce the corrosion potential.

5.2 Excavation and Subgrade Preparation

We understand that the depth to the proposed utilities will generally be less than 5 feet.

Based on our subsurface explorations, trench excavation will generally be performed within fill and colluvium. Excavation in these materials is expected to encounter clayey sands, sandy clays, isolated layers of gravel, and shallow bedrock.

Shallow bedrock was encountered in multiple test pits and can be expected to be encountered throughout the alignment. We anticipate that some layers of the shallow bedrock can be excavated using conventional excavating equipment, such as a rubber-tired backhoe or a tracked hydraulic excavator with ripper attachments; however, where bedrock

DRAFT Geotechnical Report

103881-001 May 2020 is encountered, excavation may be slow and difficult. During excavation, the Case 580 backhoe encountered bedrock refusal in nine test pits. While no strength testing was completed, we estimated the strength of the bedrock encountered to range from extremely weak to medium strong (36 to 7,200 psi) based on field classification methods. Depending on the equipment used during construction, excavation below the refusal depths may require additional measures such as blasting. Refer to Exhibit 5-3 for the depth to bedrock and depth to bedrock refusal by test pit location.

Exhibit 5-3: Depth to Bedrock and Refusal by Test Pit

Test Pit

Depth to Bedrock

(feet)

Bedrock Refusal

Test Pit

Bedrock

Bedrock Refusal

(feet)

TP-01 2.6 2.7 TP-13 1.0 1.1

TP-02 NE NE TP-14 1.0 NE

TP-03 NE NE TP-15 4.3 NE

TP-04 NE NE TP-16 NE NE

TP-05 NE NE TP-17 4.0 NE

TP-06 2.0 3.0 TP-18 4.0 NE

TP-07 NE NE TP-19 3.5 NE

TP-08 0.8 2.0 TP-20 4.0 NE

TP-09 1.5 1.8 TP-21 4.0 4.1

TP-10 3.0 4.0 TP-22 5.0 NE

TP-11 2.5 4.0 TP-23 1.5 NE

TP-12 1.5 1.6

NOTES:

NE = Not Encountered

5.3 Backfill Material

Fill and colluvial clayey sand and sandy clay soils excavated from within the waterline trench are expected to be suitable for re-use as backfill. We do not recommend the use of high content clay soils as backfill under roadways or adjacent to any improved areas where post-construction settlement would be undesirable. In addition, any organic and deleterious materials, such as topsoil, organic soil, debris, or large cobbles and boulders should not be used as backfill.

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103881-001 May 2020

6 CLOSURE

This report was prepared for the exclusive use of Jacobs and the National Park Service for specific application to their design of the Project at this site as it relates to the geotechnical aspects discussed herein. The purpose of this report was to provide information on factual data only, and it should not be construed as a warranty of subsurface conditions, such as those interpreted from the logs and discussions of subsurface conditions in this report.

The conclusions and recommendations presented in this report are based on the site conditions as they presently exist. These opinions further assume that explorations are representative of the subsurface conditions beneath the site; that is, the subsurface conditions everywhere are not significantly different than those disclosed by the explorations.

Within the limitations of the scope and budget, the analyses, conclusions, and recommendations presented in this report were prepared in accordance with generally accepted professional geotechnical engineering principles and practice in this area at the time this report was prepared. We make no other warranty, either express or implied.

Shannon & Wilson has prepared the attached "Important Information About Your Geotechnical Report," to assist you and others in understanding the use and limitations of our reports.

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103881-001 May 2020

7 REFERENCES

American Concrete Institute (ACI), 2019, Building code requirements for structural concrete and commentary, Farmington Hills, Michigan, ACI 318-19.

Colquhoun, D.J., Friddell, M.S., Wheeler, W.H., Daniels, R.B., Gregory, J.P., Miller, R.A., Van Nostrand, A.K., Richmond, G.M., Fullerton, D.S., and Weide, D.L., 1987, Quaternary geologic map of the Savannah 4 degrees x 6 degrees quadrangle, United States: U.S. Geological Survey, Miscellaneous Investigations Series Map I- 1420(NI-17), scale 1:1,000,000.

Neuman, R.B., and Wilson, R.L., 1960, Geology of the Blockhouse quadrangle, Tennessee:

U.S. Geological Survey, Geologic Quadrangle Map GQ-131, scale 1:24,000.

Roberge, P.R., 2012, Handbook of corrosion engineering, Second Edition: McGraw-Hill, New York, New York.

Foothills

Parkw ay

0 3 6

Miles

National Park Service GRSM Look Rock Rehabilitation

Blount County, Tennessee

May 2020

VICINITY MAP

FIG. 1

103881-001

LEGEND

Project Area Great Smoky Mountains National Park

!Nashville Knoxville

§̈¦75 §̈¦40

TENNESSEE Project Location

SHANNON & WILSON, INC.

Geotechnical and Environmental Consultants

Service Layer Credits: Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, (c) OpenStreetMap contributors, and the GIS User Community

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103881-001

SITE AND EXPLORATION PLAN

May 2020

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SHANNON & WILSON, INC.

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Test Pit Designation and

Approximate Location

TP-02

National Park Service

GRSM Look Rock Rehabilitation

Blount County, Tennessee

FIG. 2

120 240

Scale in Feet

TP-01

TP-02

CAMPGROUND MAINTENANCE BUILDING

CAMPGROUND OFFICE BUILDING

MAINTENANCE ACCESS ROAD

CAMPGROUND AND

PICNIC ACCESS ROAD

Map adapted from aerial imagery provided by

Google Earth Pro, reproduced by permission granted by Google Earth ™ Mapping Service.

NOTE

MT

CAMPGROUND ROAD

LOOP A

CAMPGROUND ROAD

LOOP B

CAMPGROUND ROAD

LOOP A

CAMPGROUND ROAD

LOOP A

PICNIC ACCESS ROAD

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LOOK ROCK MAINTENANCE

ACCESS ROAD

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Appendix A: Subsurface Explorations

Appendix A

Subsurface Explorations

CONTENTS

A.1 Introduction ........................................................................................................................... A-1

A.2 Explorations ........................................................................................................................... A-1

A.3 Soil and Rock Classification System ................................................................................... A-1

Figures Figure A-1: Soil Description and Log Key Figure A-2: Rock Classification and Log Key Figure A-3 through A-25: Log of Test Pit TP-01 through TP-23

A-1

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A.1 INTRODUCTION

Shannon & Wilson's field exploration program was conducted on January 22 and 23, 2020 and consisted of excavating 23 test pits (TP-01 through TP-23) at the locations shown in Figure 2. The methods used to conduct the test pit field exploration program are described below. One planned test pit was eliminated from the program due to access constraints.

A.2 EXPLORATIONS

The test pits were coordinated (including subcontractor coordination and utility locates) and observed by Shannon & Wilson. Individual test pit logs are presented in Figures A-3 through A-25. Test pit locations were staked and located by Jacobs prior to excavating and the corresponding latitudes and longitudes provided by Jacobs are shown on individual test pit logs. Test pit TP-16 was moved approximately 8 feet to the east of the initially proposed location to prevent damaging an existing trail and test pit TP-01 was moved approximately 15 feet to the southeast due to the original location being inaccessible. The new locations for these test pits, as shown on the logs, were collected on a recreational-grade GPS by Shannon & Wilson.

The test pits were excavated by Foothills Excavating of Maryville, Tennessee (under subcontract to Shannon & Wilson) using a Case 580 backhoe with a 36-inch wide bucket.

The excavations were generally 6- to 8-feet long and advanced into the subsurface to depths ranging from 1.1 to 6 feet below ground surface (bgs). Where groundwater was encountered, our field representative measured the approximate depth to groundwater.

Foothills Excavating used the excavated soil to backfill each test pit by placing the soil in 1 to 2-foot-thick lifts and tamping each lift with the bucket of the backhoe to approximately match the original ground surface.

Following sampling, representative portions of the excavation samples were placed in airtight plastic containers and transported to our laboratory in Denver, Colorado for further observation and testing.

A.3 SOIL AND ROCK CLASSIFICATION SYSTEM

During exploration, our representative collected samples and prepared field logs of the explorations. Soil classification for this project was based on ASTM International (ASTM) Designation: D2487, Standard Practice for Classification of Soils for Engineering Purposes

A-2

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(Unified Soil Classification System), and ASTM Designation: D2488, Standard Practice for Description and Identification of Soils (Visual-Manual Procedure). The Unified Soil Classification System is summarized in Figure A-1.

Some bedrock encountered in the test pits was found to be very dense and hard when considered as a lithified soil material. However, when compared with other types of bedrock using the International Society for Rock Mechanics (ISRM) classification of rock strength, the rock resembles a very low strength rock. Therefore, for completeness, selected test pit logs contain dual descriptions of the bedrock using the Unified Soil Classification System (USCS) and rock classification shown in Figure A-2, where appropriate.

May 2020 103881-001

GRSM Look Rock Rehabilitation

Blount County, Tennessee

Silts and Clays

Gravels with Fines

Primarily organic matter, dark in color, and organic odor

HIGHLY-

ORGANIC SOILS

Poorly graded gravels, gravel-sand mixtures, little or no fines

Silty gravels, gravel-sand-silt mixtures

Clayey gravels, gravel-sand-clay mixtures

Well-graded sands, gravelly sands, little or no fines

GW

Organic silts and organic silty clays of low plasticity

Inorganic clays or medium to high plasticity, sandy fat clay, or gravelly fat clay

Inorganic silts, micaceous or diatomaceous fine sands or silty soils, elastic silt

Organic clays of medium to high plasticity, organic silts

Peat, humus, swamp soils with high organic content (see ASTM D 4427)

Gravels

Geotechnical and Environmental Consultants

Well-graded gravels, gravels, gravel/sand mixtures, little or no fines

MAJOR constituents compose more than 40 percent, by weight, of the soil. Major consituents are capitalized (i.e., SAND).

GP

(more than 50% of coarse fraction retained on No. 4 sieve)

FIG. A-1

(liquid limit less than 50)

SC

(more than 50% retained on No.

200 sieve)

SW

Poorly graded sand, gravelly sands, little or no fines

Silty sands, sand-silt mixtures

Clayey sands, sand-clay mixtures

Inorganic silts of low to medium plasticity, rock flour, sandy silts, gravelly silts, or clayey silts with slight plasticity Inorganic clayss of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays

Clean Sands

ML

Inorganic

GW

(less than 5% fines)

MAJOR DIVISIONS

CL

(liquid limit 50 or more)

SHANNON & WILSON, INC.

SP

SM

GRAVEL*

- Fine

- Coarse

#4 to 3/4 inch (5 to 19 mm) 3/4 to 3 inches (19 to 76 mm)

SIEVE NUMBER AND/OR SIZEDESCRIPTION

FINES < #200 (0.8 mm)

SAND*

- Fine

- Medium

- Coarse

#200 to #40 (0.8 to 0.4 mm) #40 to #10 (0.4 to 2 mm) #10 to #4 (2 to 5 mm)

COBBLES 3 to 12 inches (76 to 305 mm) BOULDERS > 12 inches (305 mm)

Dry

Moist

Wet

Absence of moisture, dusty, dry to the touch

Damp but no visible water

Visible free water, from below water table

GROUP/GRAPHIC

SYMBOL TYPICAL DESCRIPTION

OH

PT

MH

CH

Inorganic

OL

(50% or more passes the No.

200 sieve)

(less than 5% fines)

Clean Gravels

SOIL CLASSIFICATION

AND LOG KEY

Sands

Organic

Organic

Silts and Clays

UNIFIED SOIL CLASSIFICATION SYSTEM (USCS)

(From ASTM D 2487 & 2488)

Minor constituents compose 12 to 50 percent of the soil and precede the major constituents (i.e., silty SAND). Minor constituents preceded by "slightly" compose 5 to 12 percent of the soil (i.e., slightly silty

SAND).

Trace constituents compose 0 to 5 percent of the soil (i.e., slightly silty SAND, trace of gravel).

S&W CLASSIFICATION OF SOIL CONSTITUENTS

GC

(more than 12% fines)

Sands with Fines

(more than 12% fines)

(50% or more of coarse fraction passes the No. 4 sieve)

FINE-GRAINED

SOILS

COARSE-

GRAINED

SOILS

GRAIN SIZE DEFINITIONShannon & Wilson, Inc. (S&W), uses a soil classification system modified from the Unified Soil Classification System (USCS). Elements of the USCS and other definitions are provided on this page. Soil descriptions are based on visual-manual procedures (ASTM D 2488) unless otherwise noted.

MOISTURE CONTENT DEFINITIONS

* Unless otherwise noted, grain size varies from fine to coarse.

NOTES

1. Dual symbols (symbols separated by a hyphen, i.e., SP-SM, slightly silty fine SAND) are used for soils with between 5% and 12% fines or when the liquid limit and plasticity index values plot in the CL-ML area of the plasticity chart.

2. Borderline symbols (symbols separated by a slash, i.e., CL/ML, silty CLAY/clayey SILT; GW/SW, sandy GRAVEL/ gravelly SAND) indicate that the soil may fall into one of two possible basic groups.

Blount County, Tennessee

103881-001May 2020

SHANNON & WILSON, INC.

ROCK CLASSIFICATION

AND LOG KEY

Sheet 1 of 2

JOINT (JT) - Planar break with little or no displacement

FRACTURE - Collective term for any natural break excluding shears, shear zones, and faults

FOLIATION JOINT (FJ) or BEDDING JOINT (BJ) - Joint along foliation or bedding

INCIPIENT JOINT (IJ) or INCIPIENT FRACTURE (IF) - Joint or fracture not evident until wetted and dried;

breaks along existing surface

RANDOM FRACTURE (RF) - Natural, very irregular fracture that does not belong to a set

BEDDING PLANE SEPARATION or PARTING - A separation along bedding after extraction from stress relief or slaking

FRACTURE ZONE (FZ) - Planar zone of broken rock without gouge

Extremely Close

Close

Moderate

Wide

Very Wide

Extremely Wide

2.5 to 8 in

6 to 20 ft

MECHANICAL BREAK (MB) - Breaks due to drilling or handling; drilling break (DB), hammer break (HB)

SHEAR (SH) - Surface of differential movement evident by presence of slickensides, striations, or polishing

SHEAR ZONE (SZ) - Zone of gouge and rock fragments bounded by planar shear surfaces

FAULT (FT) - Shear zone of significant extent;

differentiation from shear zone may be site-specific

DISCONTINUITY DATA

14 to 20

10 to 14

6 to 10

2 to 6

0 to 2

VERY ROUGH: Near vertical edges evident

ROUGH: Smooth ridges, surface abrasion

SLIGHTLY ROUGH: Asperities on surface can be felt

SMOOTH: Appears and feels smooth

SLICKENSIDED: Visible polishing, striated surface

JOINT ROUGHNESS COEFFICIENT (JRC)

DISCONTINUITY TERMS

Geotechnical and Environmental Consultants

FIG. A-2

Very Close

< 1 in

1 to 2.5 in

8 to 24 in

24 in to 6 ft

> 20 ft

36 to 145

>36,250

R0

Tight

Partly Open

145 to 700

700 to 3,600

Very Weak RockR1

R2

Very Tight

Open

Moderately Wide

Wide

Very Wide

Extremely Wide

Cavernous

<0.1mm

0.1 to 0.25mm

0.5 to 2.5mm

10mm to 1cm

1 to 10cm

10 to 100cm

>1m

0.25 to 0.5mm

2.5 to 10mm

Weak Rock

Fresh

Slight discoloration on surface

Rock reduced to a soil with relict rock texture

Extremely Strong Rock

No visible sign of rock material weathering

Residual Soil

Highly Weathered

Completely Weathered

Moderately Weathered

Slightly Weathered

Discoloring evident;

Less than half of the rock material is decomposed

WEATHERING

Entire rock mass discolored;

More than half of the rock material is decomposed

All rock material is converted to soil

R3

R4

R5

R6

STRENGTH

Medium Strong Rock

Strong Rock

Very Strong Rock 14,500 to 36,250

7,200 to 14,500

3,600 to 7,200

Extremely Weak Rock

R O

C K

C

LA

S S

K E

Y

P

(N E

W S

T R

E N

G T

H S

N P

S G

R S

M L

O O

K R

O C

K .G

P J

S H

A N

_W

IL

.G D

T

/1 2/

SPACING

SPACING

APERTURE WIDTH

DESCRIPTION

DESCRIPTION

DESCRIPTIONGRADE

APPROX. UCS

(psi)

TERM SPACING

COEFFICIENT

DESCRIPTIONTERM

103881-001May 2020

GRSM Look Rock Rehabilitation

Blount County, Tennessee

GRAPHIC

SYMBOL

Conglomerate

Sandstone

Siltstone

Claystone

Shale

Breccia

Coal

Limestone

Dolomite

Coral

Gypsum

Halite

Calcite

Tuff

Rhyolite

Dacite

Andesite

Basalt

Granite

Grano-diorite

Diorite

Gabbro

Marble

Quartzite

Slate

Phyllite

Schist

Gneiss

Metamorphic Rocks

Intrusive Igneous Rocks

Extrusive Igneous Rocks

Evaporite Rocks

Carbonate Sedimentary

Rocks

Clastic Sedimentary

Rocks

BEDROCK TYPE ROCK NAME

Geotechnical and Environmental Consultants

FIG. A-2SHANNON & WILSON, INC.

ROCK CLASSIFICATION

AND LOG KEY

Sheet 2 of 2

R O

C K

C

LA

S S

K E

Y

P

N

P S

G R

S M

L O

O K

R O

C K

.G P

J S

H A

N _W

IL

.G

D T

/1

2/

ROCK CLASSIFICATION SYMBOLS

LOG OF TEST PIT TP-01

SOIL DESCRIPTION

JOB NO: 103881-001

PROJECT: NPS GRSM Look Rock

Horizontal Distance in Feet

G r o u n d

W a t e r

S a m p l e s

D e p t h

F t

Brown, Poorly Graded Sand with Clay

(SP-SC); moist; some organics.

Topsoil

File: I:\EF\DEN\103000s\103881 NPS GRSM Look R\Drafting\Look Rock Test Pits.dwg Date: 05-04-2020 Author: bwv

W a t e r

C o n t e n t

EXCAVATION DATE:

2 8

Red-brown, Clayey Sand with Gravel (SC);

moist; trace to few cobbles.

Colluvium

SANDSTONE: medium strong; moderately to highly weathered.

Nebo Quartzite

1/23/2020 LOCATION:35.639040 N, 83.938012 W

12.6

Sketch of ________ Pit Side Northwest

F I G

A

G r o u n d w a t e r n o t e n c o u n t e r e d w h i l e e x c a v a t i n g

Approximate

Ground

Surface

NOTE

Unable to excavate below 2.7 feet due to bedrock refusal.

Cobbles

Organics

S-1

LOG OF TEST PIT TP-02

JOB NO: 103881-001

PROJECT: NPS GRSM Look Rock

Horizontal Distance in Feet

G r o u n d

W a t e r

S a m p l e s

D e p t h

F t

Brown, Clayey Sand (SC); moist;

occasional organics; occasional construction debris.

Fill

File: I:\EF\DEN\103000s\103881 NPS GRSM Look R\Drafting\Look Rock Test Pits.dwg Date: 05-04-2020 Author: bwv

W a t e r

C o n t e n t

EXCAVATION DATE:

Red-brown, Clayey Sand (SC); moist; few boulders, little cobbles, few gravel.

Fill

- Two pipes at 3' (one PVC one Ductile)

- Sample S-2 is from sand surrounding pipes

1/22/2020 LOCATION:35.638932834 N,

83.937859644 W

Sketch of ________ Pit SideSoutheast

G r o u n d w a t e r n o t e n c o u n t e r e d w h i l e e x c a v a t i n g

4 8

F I G

A

Cobbles

Organics

Debris

NOTE

Sample S-1 from 0.5 feet to 5.0 feet.

9.9 S-2

17.2 S-1

LOG OF TEST PIT TP-03

JOB NO: 103881-001

PROJECT: NPS GRSM Look Rock

Horizontal Distance in Feet

G r o u n d

W a t e r

S a m p l e s

D e p t h

F t

Red-brown, Clayey Sand (SC); moist; little cobbles and boulders (up to 1.5-feet in diameter), occasional organics in upper 2 feet.

Fill

- 6-inch PVC pipe at 3 feet

- 4-inch ductile pipe at 3 feet

File: I:\EF\DEN\103000s\103881 NPS GRSM Look R\Drafting\Look Rock Test Pits.dwg Date: 05-04-2020 Author: bwv

W a t e r

C o n t e n t

EXCAVATION DATE: 1/22/2020 LOCATION:35.637904089 N,

83.939336334 W

Sketch of ________ Pit SideSoutheast

G r o u n d w a t e r n o t e n c o u n t e r e d w h i l e e x c a v a t i n g

4 8

F I G

A

Cobbles

Organics

Approximate

Ground

Surface

17.7 S-1

LOG OF TEST PIT TP-04

JOB NO: 103881-001

PROJECT: NPS GRSM Look Rock

Horizontal Distance in Feet

G r o u n d

W a t e r

S a m p l e s

D e p t h

F t

Brown, Clayey Sand (SC); moist;

occasional organics.

Fill

File: I:\EF\DEN\103000s\103881 NPS GRSM Look R\Drafting\Look Rock Test Pits.dwg Date: 05-04-2020 Author: bwv

W a t e r

C o n t e n t

EXCAVATION DATE:

Red-brown, Clayey Sand (SC); moist; few boulders (up to 2-feet in diameter), little cobbles, few to little gravel.

Fill

- 2-inch PVC pipe at 2 feet.

1/22/2020 LOCATION:35.637305780 N,

83.939884881 W

Sketch of ________ Pit SideSoutheast

G r o u n d w a t e r n o t e n c o u n t e r e d w h i l e e x c a v a t i n g

Approximate

Ground

Surface

Boulder

4 8

F I G

A

Cobbles

Organics

20.6

LOG OF TEST PIT TP-05

JOB NO: 103881-001

PROJECT: NPS GRSM Look Rock

Horizontal Distance in Feet

G r o u n d

W a t e r

S a m p l e s

D e p t h

F t

Brown, Clayey Sand (SC); moist;

occasional organics.

Fill

File: I:\EF\DEN\103000s\103881 NPS GRSM Look R\Drafting\Look Rock Test Pits.dwg Date: 05-04-2020 Author: bwv

W a t e r

C o n t e n t

EXCAVATION DATE:

Red-brown, Clayey Sand (SC); moist; few gravel; occasional debris.

Fill

Brown, Sandy Silt (ML); moist; occasional organics.

Colluvium

1/22/2020 LOCATION:35.636911553 N,

83.940898620 W

Sketch of ________ Pit SideSoutheast

G r o u n d w a t e r n o t e n c o u n t e r e d w h i l e e x c a v a t i n g

4 8

F I G

A

Organics

Debris

19.1 S-1

34.0 S-2

LOG OF TEST PIT TP-06

JOB NO: 103881-001

PROJECT: NPS GRSM Look Rock

Horizontal Distance in Feet

G r o u n d

W a t e r

S a m p l e s

D e p t h

F t

Brown, Sandy Lean Clay (CL); moist;

occasional organics.

Fill

File: I:\EF\DEN\103000s\103881 NPS GRSM Look R\Drafting\Look Rock Test Pits.dwg Date: 05-04-2020 Author: bwv

W a t e r

C o n t e n t

EXCAVATION DATE:

Gray, Poorly Graded Gravel with Sand

(GP); moist; trace to few clay.

Fill

Red-brown, Clayey Sand with Gravel (SC);

moist.

Colluvium

SANDSTONE: medium strong to very strong; slightly weathered.

Nebo Quartzite

1/22/2020 LOCATION:35.637728907 N,

83.938419739 W

Sketch of ________ Pit SideSouth

G r o u n d w a t e r n o t e n c o u n t e r e d w h i l e e x c a v a t i n g

4 8

NOTE

Unable to excavate below 3 feet due to bedrock refusal.

F I G

A

Organics

10.3 S-0

S-111.0

LOG OF TEST PIT TP-07

JOB NO: 103881-001

PROJECT: NPS GRSM Look Rock

Horizontal Distance in Feet

G r o u n d

W a t e r

S a m p l e s

D e p t h

F t

Brown, Clayey Sand (SC); moist;

occasional organics.

Topsoil

File: I:\EF\DEN\103000s\103881 NPS GRSM Look R\Drafting\Look Rock Test Pits.dwg Date: 05-04-2020 Author: bwv

W a t e r

C o n t e n t

EXCAVATION DATE:

Red-brown, Clayey Sand (SC); moist; few to little boulders, few to little cobbles.

Colluvium

1/22/2020 LOCATION:35.637518638 N,

83.937809483 W

Sketch of ________ Pit SideSouth

G r o u n d w a t e r n o t e n c o u n t e r e d w h i l e e x c a v a t i n g

NOTE

Ceased excavating at 3 feet due to boulders risking damaging asphalt when removed.

4 8

F I G

A

Cobbles

Organics

12.4 S-1

LOG OF TEST PIT TP-08

JOB NO: 103881-001

PROJECT: NPS GRSM Look Rock

Horizontal Distance in Feet

G r o u n d

W a t e r

S a m p l e s

D e p t h

F t

Brown, Clayey Sand (SC); moist;

occasional organics.

Topsoil

File: I:\EF\DEN\103000s\103881 NPS GRSM Look R\Drafting\Look Rock Test Pits.dwg Date: 05-04-2020 Author: bwv

W a t e r

C o n t e n t

EXCAVATION DATE:

Red-brown to yellow-brown, Clayey Sand

(SC); moist; trace gravel.

Colluvium

CLAYSTONE: weak to medium strong;

slightly to moderately weathered.

Murray Shale

1/22/2020 LOCATION:35.637529456 N,

83.937528575 W

Sketch of ________ Pit Side North

G r o u n d w a t e r n o t e n c o u n t e r e d w h i l e e x c a v a t i n g

4 8

NOTE

Unable to excavate below 2 feet due to bedrock refusal.

F I G

A

Organics

18.0 S-1

LOG OF TEST PIT TP-09

JOB NO: 103881-001

PROJECT: NPS GRSM Look Rock

Horizontal Distance in Feet

G r o u n d

W a t e r

S a m p l e s

D e p t h

F t

Brown, Clayey Sand (SC); moist; abundant organics.

Topsoil

File: I:\EF\DEN\103000s\103881 NPS GRSM Look R\Drafting\Look Rock Test Pits.dwg Date: 05-04-2020 Author: bwv

W a t e r

C o n t e n t

EXCAVATION DATE:

Yellow-brown, Silty Sand (SM); moist; few gravel, trace clay.

Colluvium

SANDSTONE: weak to medium strong;

moderately weathered.

Hesse Quartzite

1/22/2020 LOCATION:35.636661909 N,

83.936466079 W

Sketch of ________ Pit Side Northwest

G r o u n d w a t e r n o t e n c o u n t e r e d w h i l e e x c a v a t i n g

4 8

NOTE

Unable to excavate below 1.8 feet due to bedrock refusal.

F I G

A

Organics

13.7 S-1

LOG OF TEST PIT TP-10

JOB NO: 103881-001

PROJECT: NPS GRSM Look Rock

Horizontal Distance in Feet

G r o u n d

W a t e r

S a m p l e s

D e p t h

F t

Red-brown, Silty Sand (SM); moist; few cobbles, few gravel, abundant organics.

Colluvium

File: I:\EF\DEN\103000s\103881 NPS GRSM Look R\Drafting\Look Rock Test Pits.dwg Date: 05-04-2020 Author: bwv

W a t e r

C o n t e n t

EXCAVATION DATE:

SANDSTONE: very weak to medium strong; yellow to red-yellow; highly to completely weathered.

Hesse Quartzite

[Poorly Graded Sand (SP); moist.]

1/22/2020 LOCATION:35.636641937 N,

83.936292092 W

Sketch of ________ Pit SideSoutheast

G r o u n d w a t e r n o t e n c o u n t e r e d w h i l e e x c a v a t i n g

4 8

NOTE

Unable to excavate below 4 feet due to bedrock refusal.

F I G

A

Cobbles

Organics

11.6 S-1

LOG OF TEST PIT TP-11

JOB NO: 103881-001

PROJECT: NPS GRSM Look Rock

Horizontal Distance in Feet

G r o u n d

W a t e r

S a m p l e s

D e p t h

F t

Brown, Clayey Sand (SC); moist;

occasional organics.

Topsoil

File: I:\EF\DEN\103000s\103881 NPS GRSM Look R\Drafting\Look Rock Test Pits.dwg Date: 05-04-2020 Author: bwv

W a t e r

C o n t e n t

EXCAVATION DATE:

Red-brown, Clayey Sand (SC); moist;

trace to few gravel; iron oxide staining.

Colluvium

Light red to red-yellow, Lean Clay (CL);

moist; iron oxide staining.

Colluvium

SANDSTONE: extremely weak to medium strong; light red to red-yellow; completely to moderately weathered.

Hesse Quartzite

[Poorly Graded Sand (SP); moist.]

1/23/2020 LOCATION:35.637695793 N,

83.935553040 W

Sketch of ________ Pit Side Northwest

G r o u n d w a t e r n o t e n c o u n t e r e d w h i l e e x c a v a t i n g

4 8

NOTE

Unable to excavate below 4 feet due to bedrock refusal.

F I G

A

Organics

Approximate

Ground

Surface

26.4 S-1

S-235.3

LOG OF TEST PIT TP-12

JOB NO: 103881-001

PROJECT: NPS GRSM Look Rock

Horizontal Distance in Feet

G r o u n d

W a t e r

S a m p l e s

D e p t h

F t

Brown, Sandy Lean Clay (CL); moist;

occasional organics.

Topsoil

File: I:\EF\DEN\103000s\103881 NPS GRSM Look R\Drafting\Look Rock Test Pits.dwg Date: 05-04-2020 Author: bwv

W a t e r

C o n t e n t

EXCAVATION DATE:

Red-brown to brown, Silty Sand (SM);

moist; few gravel, trace clay, occasional organics.

Colluvium

SANDSTONE: medium strong; moderately weathered.

Hesse Quartzite

1/23/2020 LOCATION:35.638496019 N,

83.934235567 W

Sketch of ________ Pit SideSoutheast

G r o u n d w a t e r n o t e n c o u n t e r e d w h i l e e x c a v a t i n g

4 8

NOTES

Unable to excavate below 1.6 feet due to bedrock refusal.

Sample S-3 from 1.5 to 1.6 feet.

F I G

A

Organics

22.8 S-1

23.9 S-2

3.6 S-3

LOG OF TEST PIT TP-13

JOB NO: 103881-001

PROJECT: NPS GRSM Look Rock

Horizontal Distance in Feet

G r o u n d

W a t e r

S a m p l e s

D e p t h

F t

Brown, Silty Sand (SM); moist; trace clay, abundant organics.

Topsoil

File: I:\EF\DEN\103000s\103881 NPS GRSM Look R\Drafting\Look Rock Test Pits.dwg Date: 05-04-2020 Author: bwv

W a t e r

C o n t e n t

EXCAVATION DATE:

SANDSTONE: medium strong; highly to completely weathered.

Hesse Quartzite

1/23/2020 LOCATION:35.638620697 N,

83.934157880 W

Sketch of ________ Pit Side Northwest

G r o u n d w a t e r n o t e n c o u n t e r e d w h i l e e x c a v a t i n g

4 8

NOTE

Unable to excavate below 1.1 feet due to bedrock refusal.

F I G

A

Organics

15.3 S-1

LOG OF TEST PIT TP-14

JOB NO: 103881-001

PROJECT: NPS GRSM Look Rock

Horizontal Distance in Feet

G r o u n d

W a t e r

S a m p l e s

D e p t h

F t

Brown, Sandy Lean Clay (CL); moist;

occasional organics.

Topsoil

File: I:\EF\DEN\103000s\103881 NPS GRSM Look R\Drafting\Look Rock Test Pits.dwg Date: 05-04-2020 Author: bwv

W a t e r

C o n t e n t

EXCAVATION DATE:

Yellow, Poorly Graded Sand (SP); moist;

few gravel; iron oxide staining.

Hesse Quartzite

[SANDSTONE: extremely weak;

completely weathered.]

1/22/2020 LOCATION:35.639250329 N,

83.932835667 W

Sketch of ________ Pit SideSoutheast

G r o u n d w a t e r n o t e n c o u n t e r e d w h i l e e x c a v a t i n g

4 8

F I G

A

Organics

9.6 S-1

LOG OF TEST PIT TP-15

JOB NO: 103881-001

PROJECT: NPS GRSM Look Rock

Horizontal Distance in Feet

G r o u n d

W a t e r

S a m p l e s

D e p t h

F t

Brown, Sandy Lean Clay (CL); moist;

occasional organics.

Fill

File: I:\EF\DEN\103000s\103881 NPS GRSM Look R\Drafting\Look Rock Test Pits.dwg Date: 05-04-2020 Author: bwv

W a t e r

C o n t e n t

EXCAVATION DATE:

Gray, Poorly Graded Gravel (GP); moist;

few sand, trace to few clay.

Fill

Yellow-brown to red-brown, Lean Clay with

Sand (CL); moist; occasional organics.

Residual Soil

CLAYSTONE: extremely to very weak;

light gray; completely to highly weathered.

Murray Shale

[Fat Clay (CH); moist.]

1/22/2020 LOCATION:35.640469371 N,

83.931946449 W

Sketch of ________ Pit Side Northwest

G r o u n d w a t e r n o t e n c o u n t e r e d w h i l e e x c a v a t i n g

4 8

F I G

A

Organics

Approximate

Ground

Surface

20.3 S-1

LOG OF TEST PIT TP-16

JOB NO: 103881-001

PROJECT: NPS GRSM Look Rock

Horizontal Distance in Feet

G r o u n d

W a t e r

S a m p l e s

D e p t h

F t

Brown, Sandy Lean Clay (CL); moist; few gravel, occasional organics.

Fill

File: I:\EF\DEN\103000s\103881 NPS GRSM Look R\Drafting\Look Rock Test Pits.dwg Date: 05-04-2020 Author: bwv

W a t e r

C o n t e n t

EXCAVATION DATE:

Asphalt.

Gray, Lean Clay with Sand (CL); moist to wet; iron oxide staining.

Residual Soil

- 4-inch PVC pipe below asphalt flooded pit with water.

1/22/2020 LOCATION:35.641096 N, 83.932477 W

22.3

Sketch of ________ Pit SideSouth

G r o u n d w a t e r n o t e n c o u n t e r e d w h i l e e x c a v a t i n g

4 8

F I G

A

Organics

LOG OF TEST PIT TP-17

JOB NO: 103881-001

PROJECT: NPS GRSM Look Rock

Horizontal Distance in Feet

G r o u n d

W a t e r

S a m p l e s

D e p t h

F t

Brown, Clayey Sand (SC); moist; trace cobbles.

Topsoil

File: I:\EF\DEN\103000s\103881 NPS GRSM Look R\Drafting\Look Rock Test Pits.dwg Date: 05-04-2020 Author: bwv

W a t e r

C o n t e n t

EXCAVATION DATE:

Yellow-brown, Fat Clay with Sand (CH);

moist.

Colluvium

Gray, Fat Clay (CH); moist; iron oxide staining.

Residual Soil

[CLAYSTONE: extremely weak;

completely weathered.]

1/22/2020 LOCATION:35.641440319 N,

83.931812910 W

Sketch of ________ Pit Side North

4 8

F I G

A

Cobbles

Organics

28.5 S-1

S-228.1

LOG OF TEST PIT TP-18

JOB NO: 103881-001

PROJECT: NPS GRSM Look Rock

Horizontal Distance in Feet

G r o u n d

W a t e r

S a m p l e s

D e p t h

F t

Brown, Sandy Lean Clay (CL); moist;

occasional organics.

Topsoil

File: I:\EF\DEN\103000s\103881 NPS GRSM Look R\Drafting\Look Rock Test Pits.dwg Date: 05-04-2020 Author: bwv

W a t e r

C o n t e n t

EXCAVATION DATE:

Red-brown, Lean Clay (CL); moist; few sand.

Residual Soil

[CLAYSTONE: extremely weak;

completely weathered.]

1/22/2020 LOCATION:35.640354472 N,

83.933743459 W

Sketch of ________ Pit SideSoutheast

G r o u n d w a t e r n o t e n c o u n t e r e d w h i l e e x c a v a t i n g

4 8

F I G

A

Organics

24.0 S-1

S-228.8

LOG OF TEST PIT TP-19

JOB NO: 103881-001

PROJECT: NPS GRSM Look Rock

Horizontal Distance in Feet

G r o u n d

W a t e r

S a m p l e s

D e p t h

F t

Brown, Sandy Lean Clay (CL); moist;

occasional organics.

Fill

File: I:\EF\DEN\103000s\103881 NPS GRSM Look R\Drafting\Look Rock Test Pits.dwg Date: 05-04-2020 Author: bwv

W a t e r

C o n t e n t

EXCAVATION DATE:

Red-brown, Lean Clay with Sand (CL);

moist; trace gravel; trace debris (charred wood).

Fill

Dark brown, Lean Clay (CL); moist; few sand, occasional organics.

Colluvium

Yellow to yellow-brown, Lean Clay (CL);

moist; iron oxide staining.

Residual Soil

[CLAYSTONE: extremely weak;

completely weathered.]

1/22/2020 LOCATION:35.639609857 N,

83.933631988 W

Sketch of ________ Pit Side West

4 8

F I G

A

Organics

Debris

Approximate

Ground

Surface

22.4 S-1

28.5 S-2

28.6 S-3

LOG OF TEST PIT TP-20

JOB NO: 103881-001

PROJECT: NPS GRSM Look Rock

Horizontal Distance in Feet

G r o u n d

W a t e r

S a m p l e s

D e p t h

F t

Brown, Clayey Sand (SC); moist; some organics.

Topsoil

File: I:\EF\DEN\103000s\103881 NPS GRSM Look R\Drafting\Look Rock Test Pits.dwg Date: 05-04-2020 Author: bwv

W a t e r

C o n t e n t

EXCAVATION DATE:

Red-brown to yellow-brown, Sandy Lean

Clay (CL); moist; iron oxide staining.

Colluvium

SANDSTONE: very weak; red-brown to light red; highly weathered; iron oxide staining.

Hesse Quartzite

[Silty Sand (SM); moist.]

1/22/2020 LOCATION:35.640440264 N,

83.932450263 W

Sketch of ________ Pit Side West

G r o u n d w a t e r n o t e n c o u n t e r e d w h i l e e x c a v a t i n g

4 8

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Organics

Approximate

Ground

Surface

S-220.2

24.2 S-1

LOG OF TEST PIT TP-21

JOB NO: 103881-001

PROJECT: NPS GRSM Look Rock

Horizontal Distance in Feet

G r o u n d

W a t e r

S a m p l e s

D e p t h

F t

Brown to green-brown, Poorly Graded

Sand (SP); moist; few silt, some organics.

Topsoil

File: I:\EF\DEN\103000s\103881 NPS GRSM Look R\Drafting\Look Rock Test Pits.dwg Date: 05-04-2020 Author: bwv

W a t e r

C o n t e n t

EXCAVATION DATE:

Red-brown, Clayey Sand (SC); moist;

trace gravel.

Colluvium

SANDSTONE: medium strong; moderately to highly weathered.

Hesse Quartzite

1/23/2020 LOCATION:35.635467490 N,

83.936706821 W

Sketch of ________ Pit Side North

G r o u n d w a t e r n o t e n c o u n t e r e d w h i l e e x c a v a t i n g

4 8

NOTE

Unable to excavate below 4.1 feet due to bedrock refusal.

F I G

A

Organics

S-217.0

S-113.0

LOG OF TEST PIT TP-22

JOB NO: 103881-001

PROJECT: NPS GRSM Look Rock

Horizontal Distance in Feet

G r o u n d

W a t e r

S a m p l e s

D e p t h

F t

Brown, Poorly Graded Sand (SP); moist;

trace to few clay, few to little silt, occasional organics.

Topsoil

File: I:\EF\DEN\103000s\103881 NPS GRSM Look R\Drafting\Look Rock Test Pits.dwg Date: 05-04-2020 Author: bwv

W a t e r

C o n t e n t

EXCAVATION DATE:

4 8

Red-brown to yellow-brown, Clayey Sand

(SC); moist; few gravel.

Colluvium

Brown to dark brown, Silty, Clayey Sand

(SC-SM); moist; occasional organics.

Colluvium

- Boulders (~1.5 feet in diameter near upper contact.)

Dark gray, Poorly Graded Sand (SP);

moist; few clay; iron oxide staining.

Residual Soil

[SANDSTONE: extremely weak;

completely weathered.]

1/23/2020 LOCATION:35.639108495 N,

83.933161716 W

Sketch of ________ Pit Side Northwest

G r o u n d w a t e r n o t e n c o u n t e r e d w h i l e e x c a v a t i n g

F I G

A

Cobbles

Organics

14.5 S-1

19.1 S-2

19.0 S-3

LOG OF TEST PIT TP-23

JOB NO: 103881-001

PROJECT: NPS GRSM Look Rock

Horizontal Distance in Feet

G r o u n d

W a t e r

S a m p l e s

D e p t h

F t

Red-brown to brown, Sandy Lean Clay

(CL); moist; few to little gravel, occasional organics.

Topsoil

File: I:\EF\DEN\103000s\103881 NPS GRSM Look R\Drafting\Look Rock Test Pits.dwg Date: 05-04-2020 Author: bwv

W a t e r

C o n t e n t

EXCAVATION DATE:

4 8

CLAYSTONE: extremely weak; red-brown to gray; completely weathered.

Murray Shale

[Lean Clay (CL); moist; iron oxide staining.]

1/22/2020 LOCATION:35.640958306 N,

83.931561525 W

Sketch of ________ Pit SideSouth

G r o u n d w a t e r n o t e n c o u n t e r e d w h i l e e x c a v a t i n g

F I G

A

Organics

S-224.3

S-118.2

4/29/2020-103881-001_AB.docx B-i

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Appendix B: Laboratory Test Results

Appendix B

Laboratory Test Results

CONTENTS

B.1 Introduction ............................................................................................................................ B-1

B.2 Geotechnical Laboratory Tests ............................................................................................. B-1

B.2.1 Water Content ............................................................................................................ B-1

B.2.2 Grain Size Analysis ................................................................................................... B-1

B.2.3 Atterberg Limits ........................................................................................................ B-1

B.2.4 Corrosion .................................................................................................................... B-2

Tables Table B-1: Summary of Laboratory Test Results by Test Pit

Figures Figure B-1: Grain Size Distribution Figure B-2: Plasticity Chart

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B.1 INTRODUCTION

Laboratory tests were completed on soil samples retrieved from the test pits in general accordance with American Association of State Highway and Transportation Officials (AASHTO) test methods and ASTM International (ASTM). The laboratory testing program was performed to classify the materials into similar geologic groups and provide data that can be used for design of the project. The geotechnical laboratory testing was performed at our laboratory in Denver, Colorado and Colorado Analytical Laboratories, Inc. of Brighton, Colorado. A summary of the laboratory test results is presented in Table B-1. The following sections describe the laboratory testing procedures.

B.2 GEOTECHNICAL LABORATORY TESTS

B.2.1 Water Content

Water content was determined for selected samples in general accordance with ASTM Designation: D2216, Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass. To perform this test, a sample was weighed before and after oven-drying, and the water content was calculated. Water content determinations are summarized in Table B-1.

B.2.2 Grain Size Analysis

The grain size distribution of selected samples was determined in general accordance with ASTM D6913, Standard Test Methods for Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis. Results of these analyses are presented as grain size distribution curves on Figure B-1 and summarized in Table B-1.

Selected samples were also tested for the percentage of material passing the No. 200 sieve in general accordance with ASTM D1140, Standard Test Method for Amount of Material in Soils Finer than the No. 200 (75-μm) Sieve. The percent fines (silt- and clay-sized particles passing the No. 200 sieve) are summarized in Table B-1.

B.2.3 Atterberg Limits

Soil plasticity was determined by performing Atterberg limits tests on selected fine-grained samples. The tests were completed in general accordance with ASTM D4318, Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils. The Atterberg limits include liquid limit (LL), plastic limit (PL), and plasticity index (PI equals LL minus PL) and

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are generally used to assist in classification of soils, to indicate soil consistency (when compared to natural water content), and to provide correlation to soil properties. The results of the Atterberg limits tests are plotted on a plasticity chart on Figure B-2 and summarized in Table B-1.

B.2.4 Corrosion

Corrosion testing of select samples was performed for pH, resistivity, sulfate content, and chloride content by Colorado Analytical Laboratories, Inc. of Brighton, Colorado. Testing for pH was completed in general accordance with ASTM G51, Standard Test Method for Measuring pH of Soil for Use in Corrosion Testing. Resistivity testing was completed in accordance with AASHTO T288, Standard Method of Test for Determining Minimum Laboratory Soil Resistivity. Sulfate content testing was completed in general accordance with AASHTO T290-91, Standard Method of Test for Determining Water-Soluble Sulfate Ion Content in Soil. Chloride content testing was completed in general accordance with AASHTO T291, Standard Method of Test for Determining Water-Soluble Chloride Ion Content in Soil. Test results for sulfate and chloride content are given in units of percent by weight. The test results are summarized in Table B-1.

DRAFT Geotechnical Report

Top Bottom

TP-01 S-1 1.0 2.6 SC 12.6 23 53 24

S-1 0.5 5.0 17.2 S-2 2.5 3.5 9.9

TP-03 S-1 0.0 5.0 17.7

TP-04 S-1 0.2 5.0 20.6

S-1 0.5 4.0 19.1

S-2 4.0 5.5 ML 34.0 51 42 26 16 7.6 8,518 <0.001 0.0002

S-0 0.5 1.0 10.3

S-1 1.0 2.0 SC 11.0 37 48 15

TP-07 S-1 0.5 3.0 12.4

TP-08 S-1 0.5 0.7 SC 18.0 38 41 22 19

TP-09 S-1 0.8 1.5 13.7

TP-10 S-1 0.0 3.0 11.6

S-1 0.5 2.0 26.4 S-2 2.0 2.5 35.3 4.8 9,881 0.004 0.0012 S-1 0.0 0.6 22.8 S-2 0.6 1.5 23.9 S-3 1.5 1.6 3.6

TP-13 S-1 0.0 1.0 15.3

NOTES:

1. Refer to Appendix A, Figure…