Ballplay geotech.pdf

REPORT OF

GEOTECHNICAL

EXPLORATION

PROPOSED BOX CULVERTS

CLEVELAND, TENNESSEE

GEOSERVICES, LLC

PROJECT NO. 21-11105

Submitted to:

Mr. Gary Hubbard United States Department of Agriculture 2800 Ocoee St. N Cleveland, Tennessee 37312

Submitted by:

GEOServices, LLC

123 Perimeter Park Road

Suite C

Knoxville, Tennessee 37922

Phone (865) 539‐8242 Fax (865) 539‐8252

TABLE OF CONTENTS

Contents Page

1.0 INTRODUCTION

1.0 PURPOSE

1.2 PROJECT INFORMATION AND SITE DESCRIPTION

1.3 SCOPE OF STUDY

2.0 EXPLORATION AND TESTING PROGRAMS

2.1 FIELD EXPLORATION

2.2 LABORATORY TEST PROGRAM

3.0 SUBSURFACE CONDITIONS

3.1 GEOLOGIC CONDITIONS

3.2 SOIL STRATIGRAPHY

4.0 CONCLUSIONS AND RECOMMENDATIONS

4.1 SITE ASSESSMENT

4.2 FOUNDATION RECOMMENDATIONS

4.2.1 Shallow Foundations

5.0 CONSTRUCTION CONSIDERATIONS

5.1 FOUNDATION CONSTRUCTION

5.2 EXCAVATIONS

5.3 DRAINAGE AND SURFACE WATER CONCERNS

6.0 LIMITATIONS

APPENDICES

APPENDIX A – Figures and Test Boring Records APPENDIX B – Soil Laboratory Data ghubbard Rectangle

Report of Geotechnical Exploration GEOServices Project No. 21-11105 Proposed Box Culverts – Polk County, Tennessee April 5, 2011

1.0 INTRODUCTION

1.0 PURPOSE

The purpose of this geotechnical exploration was to characterize the subsurface conditions for the design and construction of the proposed box culverts for the USDA Forest Service in Polk County, Tennessee. This report provides recommendations for general site preparation including excavation and fill requirements, foundation design, and seismic design parameters.

1.2 PROJECT INFORMATION AND SITE DESCRIPTION

According to information provided, it is our understanding that the project will consist of the construction of four new aluminum box culverts manufactured by Contech Construction

Products, Inc. Two of the proposed box culverts will be located on Ladd Springs Road where

Ball Play and Minnewauga Creeks intersect Ladd Springs Road. The remaining two box culverts will be located on Sina Branch Road near its intersections with Sawmill Branch Creek.

Each proposed box culvert is proposed to be a bottomless aluminum box culvert with aluminum footing pads or reinforced concrete foundations. However, due the width of Minnewauga Creek at Ladd Springs Road M.P. 3.9, it is our understanding that a bottomless precast concrete arch with cast in-place concrete foundations is also being considered.

Information on the size of culverts anticipated was not provided. However, based on a review of structural information available on Contech products an allowable soil bearing pressure of 2,000 to 4,000 pounds per square foot (psf) is required for the majority of the aluminum box culverts produced by Contech.

Topographic information was unavailable at the time of this proposal. However, based on the existing site conditions at each of the four proposed locations, we anticipate that excuvations of

Report of Geotechnical Exploration GEOServices Project No. 21-11105 Proposed Box Culverts – Polk County, Tennessee April 5, 2011 up to 8 feet will be required in order to reach anticipated foundation bearing elevation for the proposed culverts.

1.3 SCOPE OF STUDY

This geotechnical exploration involved a site reconnaissance, field drilling, laboratory testing, and engineering analysis. The following sections of this report present discussions of the field exploration, site conditions, and conclusions and recommendations. Following the text of this report, Appendix A presents figures and test boring records and Appendix B presents a summary of laboratory test results.

The scope of services did not include an environmental assessment for determining the presence or absence of wetlands, or hazardous or toxic materials in the soil, bedrock, surface water, groundwater, or air, on, or below, or around this site. Any statements in this report or on the boring logs regarding odors, colors, and unusual or suspicious items or conditions are strictly for informational purposes.

2.0 EXPLORATION AND TESTING PROGRAMS

2.1 FIELD EXPLORATION

The boring locations were selected and staked in the field by GEOServices personnel. Drilling was performed between March 17 and March 19, 2011. The depths reference the ground surface elevations at the site that existed at the time of the exploration. The borings were advanced using

3.25-inch inside diameter hollow stem augers (HSA) with a truck mounted drill rig. Within each boring, SPT and split-spoon sampling were performed at approximately 2.5-foot intervals in the upper 10 feet, and 5 feet intervals thereafter. The drill crew worked in accordance with ASTM D

6151 (hollow stem auger drilling). Standard Penetration Tests and split-spoon sampling were performed in accordance with ASTM D 1586.

Report of Geotechnical Exploration GEOServices Project No. 21-11105 Proposed Box Culverts – Polk County, Tennessee April 5, 2011

In split–spoon sampling, a standard 2-inch O.D. split-spoon sampler is driven into the bottom of the boring with a 140 pound hammer falling a distance of 30 inches. The number of blows required to advance the sampler the last 12 inches of the standard 18 inches of total penetration is recorded as the Standard Penetration Resistance (N-value). These N-values are indicated on the boring logs at the testing depth, and provide an indication of the relative density of granular materials and strength of cohesive materials. Detailed test boring records are presented in

Appendix A.

2.2 LABORATORY TEST PROGRAM

The obtained soil samples were returned to our laboratory where they were visually classified by a geotechnical professional. Selected soil samples were then tested for natural moisture determinations

(ASTM D 2216) and Atterberg limits determinations (ASTM D 4318). The results of the laboratory testing are discussed in the following sections. A summary of these results is presented in Appendix

B.

3.0 SUBSURFACE CONDITIONS

3.1 GEOLOGIC CONDITIONS

The project area lies within the Blue Ridge Physiographic Province (also known as the Unaka

Physiographic Province). The Blue Ridge, located along the eastern border of the state, is a deeply dissected mountainous area of numerous steep mountain ridges (with elevations up to about 6,600 feet), basins, and trench valleys that intersect at all angles and give the area its rugged mountain character. This province is underlain by complexly folded and faulted igneous and metamorphic rock with some sedimentary rock. The Blue Ridge contains the highest elevations and the most rugged topography in the Appalachian Mountain system of eastern

North America.

Report of Geotechnical Exploration GEOServices Project No. 21-11105 Proposed Box Culverts – Polk County, Tennessee April 5, 2011

Published geologic information indicates that the site is underlain by bedrock of the Sandsuck

Shale Formation of the Walden Creek Group. This formation consists of dark silty to argillaceous shale with slaty cleavage. Limestone, dolomite, and lenses of conglomerate are interbedded in the shale.

3.2 SOIL STRATIGRAPHY

The following subsurface description is of a generalized nature to highlight the subsurface stratification features and material characteristics at the boring locations. The boring logs included in Appendix A of this report should be reviewed for specific information at each boring location. Information on actual subsurface conditions exists only at the specific boring locations and is relevant only to the time that this exploration was performed. Variations may occur and should be expected at the site.

Surface

A surficial layer of topsoil and gravel approximately 12 inches thick was encountered in borings

B-1, B-3, and B-6. A surficial layer of asphalt ranging from 3 to 5 inches thick was encountered in borings B-2 and B-4. A surficial layer of gravel ranging from 6 to 12 inches thick was encountered in borings B-5 and B-7.

Fill

Beneath the surficial materials in each boring, existing fill soils were encountered to depths ranging from 2.5 to 5 feet beneath the existing ground surface. Fill is generally classified as material that has been transported and placed by man. The fill generally consisted of orangish brown, reddish brown, brown, and tan lean and fat clays with varying quantities of rock fragments, chert fragments, shale fragments, and processed stone. The SPT N-values used to evaluate the consistency of the fill ranged from 3 blows per foot of penetration (bpf) to 50 blows per 3 inches of penetration, indicating a relative consistency of soft to very hard. The higher N-values are likely due to encountering a high concentration of shale fragments prior to completion

Report of Geotechnical Exploration GEOServices Project No. 21-11105 Proposed Box Culverts – Polk County, Tennessee April 5, 2011 of the test interval. The fill was generally firm to stiff in consistency. The in-situ moisture contents of the fill ranged from approximately 12 to 25 percent.

Alluvial Soil

Beneath the fill soils in borings B-1 through B-4, B-6, and B-7, alluvial soils were encountered to depths ranging from 5 to 11.5 feet beneath the ground surface. Alluvium is generally classified as soil that has been transported and placed by water. The alluvium generally consisted of tan, gray, and orangish brown sandy clay with varying amounts of rounded gravel and rock fragments or orangish brown, brown, and gray clayey sand with varying amounts of rock fragments. The SPT N-value used to evaluate the consistency of the sandy clay ranged from

6 to 50 bpf indicating a soil consistency of generally firm to very hard. The SPT N-values used to evaluate the consistency of the clayey sand ranged from 3 to 50 blows per 2 inches of penetration, indicating a relative consistency of very loose to very dense. The higher N-values are likely due to encountering a high concentration of rock fragments and shale fragments prior to completion of the test interval. The in-situ moisture contents of the alluvium ranged from approximately 7 to 19 percent. Results of plasticity tests performed on four samples of the alluvium revealed liquid limits (LL) ranging from 24 to 26 percent and plasticity indices (PI) ranging from 2 to 8 percent. These soils are classified as ML (low-plasticity silt) and CL (lean clay) in accordance with the Unified Soil Classification System (USCS).

Weathered Shale

Beneath the alluvial soils in borings B-2 through B-3, B-6, and B-7, and beneath the fill soils in boring B-5, weathered shale was encountered to auger refusal depths ranging from 8.8 to 15.1 feet beneath the existing ground surface. The weathered shale was generally gray in color. The

SPT N-values used to evaluate the consistency of the weathered shale ranged from 30 bpf to 50 blows per 1 inch of penetration, indicating a relative consistency of hard to very hard. The in-situ moisture contents of the weathered shale ranged from approximately 3 to 5 percent.

Report of Geotechnical Exploration GEOServices Project No. 21-11105 Proposed Box Culverts – Polk County, Tennessee April 5, 2011

Auger Refusal

Auger refusal conditions were encountered in each of the borings at depths ranging from 8.8 to

15.1 feet beneath the existing ground surface. Auger refusal is a designation applied to any material that cannot be penetrated by the power auger. Auger refusal may indicate dense gravel or cobble layers, boulders, rock ledges or pinnacles, or the top of continuous bedrock. Rock coring was performed at 4 locations (B-1, B-4, B-5, and B-7) to characterize the refusal materials. The rock sample obtained during coring operations revealed the refusal materials consisted of limestone and shale. The recovery (REC) of the rock core ranged from 20 to 96 percent and the rock quality designation (RQD) ranged from 10 to 70 percent, indicating a rock quality of very poor to fair.

Subsurface Water

Subsurface water was observed in borings B-2 through B-7 at depths ranging from 3 to 9 feet beneath the existing ground surface. Subsurface water levels may fluctuate due to seasonal changes in precipitation amounts. However, areas of perched water may exist in the overburden and/or near the contact with bedrock. The contractor should determine the actual subsurface water level at the time of construction.

4.0 CONCLUSIONS AND RECOMMENDATIONS

4.1 SITE ASSESSMENT

The results of the subsurface exploration indicate that the site is generally underlain by existing fill overlying alluvial soils and weathered shale. Based on the information provided, we anticipate the majority of the fill soils will be removed during excavations for the box culverts. We recommend the foundations for the proposed culverts bear on stiff alluvial soils or in the underlying weathered shale.

Report of Geotechnical Exploration GEOServices Project No. 21-11105 Proposed Box Culverts – Polk County, Tennessee April 5, 2011

4.2 FOUNDATION RECOMMENDATIONS

4.2.1 Shallow Foundations

Shallow foundations for the proposed construction are anticipated to bear on stiff alluvial soils or weathered shale. We recommend an allowable bearing capacity of 2,000 psf if the stiff alluvial soils are used for support or 4,000 psf if the weathered shale is used for support. Even if design loads would allow smaller sizes, we recommend that continuous footings be a minimum of 18 inches wide and isolated spread footings be a minimum of 24 inches wide to reduce the possibility of a localized punching shear failure. All footings should be designed to bear at least 18 inches below finished exterior grade to protect against frost heave.

GEOServices, LLC should be retained to perform foundation subgrade observations at the time of construction to confirm that the recommendations provided in this report are consistent with actual site conditions encountered. A dynamic cone penetrometer (DCP) is commonly utilized to provide information that is compared to the data obtained in this geotechnical report. Where unacceptable materials are encountered, the material should be excavated to suitable soils or remediated at the geotechnical engineer's direction.

5.0 CONSTRUCTION CONSIDERATIONS

5.1 FOUNDATION CONSTRUCTION

Foundation excavations should be opened, the subgrade evaluated, remedial work performed, and concrete placed in an expeditious manner. Exposure to weather often reduces foundation support capabilities, thus necessitating remedial measures prior to concrete placement. It is also important that proper surface drainage be maintained both during construction (especially in terms of maintaining dry footing trenches) and after construction. Soil backfill for footings should be placed in accordance with the recommendations for structural fill presented herein.

Report of Geotechnical Exploration GEOServices Project No. 21-11105 Proposed Box Culverts – Polk County, Tennessee April 5, 2011

5.2 EXCAVATIONS

Auger refusal conditions were encountered in borings all the borings with depths ranging from 8.8 to 15.1 feet beneath the existing ground surface. Auger refusal conditions generally correspond to materials which require hoe-ramming and/or blasting for removal. Typically, soils penetrated by augers can be removed with conventional earthmoving equipment. However, excavation equipment varies, and field refusal conditions may vary. Generally, the weathering process is erratic and variations in the rock profile can occur in small lateral distances. Therefore, it is possible that some partially weathered rock and/or rock pinnacles or ledges requiring difficult excavation techniques may be encountered in site areas between our boring locations.

Excavations should be sloped or shored in accordance with local, state, and federal regulations, including OSHA (29 CFR Part 1926) excavation trench safety standards. The contractor is usually solely responsible for site safety. This information is provided only as a service, and under no circumstances should GEOServices be assumed responsible for construction site safety.

5.3 DRAINAGE AND SURFACE WATER CONCERNS

To reduce the potential for undercut, water should not be allowed to collect in the foundation excavations or on prepared subgrades of the construction area either during or after construction.

Undercut or excavated areas should be sloped toward one corner to facilitate removal of any collected rainwater, subsurface water, or surface runoff. Positive site surface drainage should be provided to reduce infiltration of surface water around the foundation. The grades should be sloped away from the foundations and surface drainage should be collected and discharged such that water is not permitted to infiltrate the areas being excavated.

6.0 LIMITATIONS

This report has been prepared in accordance with generally accepted geotechnical engineering practice for specific application to this project. This report is for our geotechnical work only, and no

Report of Geotechnical Exploration GEOServices Project No. 21-11105 Proposed Box Culverts – Polk County, Tennessee April 5, 2011 environmental assessment efforts have been performed. The conclusions and recommendations contained in this report are based upon applicable standards of our practice in this geographic area at the time this report was prepared. No other warranty, express or implied, is made.

The analyses and recommendations submitted herein are based, in part, upon the data obtained from the exploration. The nature and extent of variations between the borings will not become evident until construction. We recommend that GEOServices be retained to observe the project construction in the field. GEOServices cannot accept responsibility for conditions which deviate from those described in this report if not retained to perform construction observation and testing. If variations appear evident, then we will re-evaluate the recommendations of this report. In the event that any changes in the nature, design, or location of the structures are planned, the conclusions and recommendations contained in this report will not be considered valid unless the changes are reviewed and conclusions modified or verified in writing. Also, if the scope of the project should change significantly from that described herein, these recommendations may need to be re-evaluated.

APPENDIX A

Figures and Test Boring Records

SITE 1

SITE 2

SITE 3

SITE 4

CHECKED BY:

DRAWN BY:

SCALE:

DATE:

N.T.S.

03/25/11

PROJECT NO:

21-11105

Proposed Box Culverts

Polk County, Tennessee

FIGURE NO:

DAH

ACA

1) Base Map: USGS - Parksville Quadrangle (TN)

NOTES:

Site Vicinity Map

FIGURE NO:

JOB NO:

21-11105

Boring Location Aerial

Proposed Box Culverts

Polk County, Tennessee

SCALE:

Not to Scale

CHECKED BY:

DRAWN BY:

DATE:

DAH

ACW

April 5, 2011

Ballplay M.P. 2.1

Sina Branch 8.96

Sina Branch 9.1

Ballplay M.P. 3.9

Ballplay M.P. 2.1

Sina Branch M.P. 9.2

Ballplay M.P. 3.9

Sina Branch M.P. 8.96

FIGURE NO:

JOB NO:

21-11105

Boring Location Photos

Proposed Box Culverts

Polk County, Tennessee

SCALE:

Not to Scale

CHECKED BY:

DRAWN BY:

DATE:

DAH

ACW

April 5, 2011

B-1

B-2

B-3

B-4

B-5

B-6 B-7 ghubbard Rectangle ghubbard Rectangle ghubbard Rectangle ghubbard Typewritten Text

BALLPLAY M.P. 2.1

ghubbard Typewritten Text

DRILLER

ON-SITE REP.

BORING NO. / LOCATION

DATE FT.

REFUSAL: Yes DEPTH 13.4 FT. ELEV. -13.4 FT. COMPLETION: DEPTH Dry FT.

SAMPLED 13.4 FT. 4.1 M ELEV. FT.

TOP OF ROCK DEPTH 13.4 FT. ELEV. -13.4 FT. AFTER 1 HRS: DEPTH TNP FT.

BEGAN CORING DEPTH 13.4 FT. ELEV. -13.4 FT. ELEV. FT.

FOOTAGE CORED (LF) 5.0 FT. AFTER 24 HRS. DEPTH TNP FT.

BOTTOM OF HOLE DEPTH 18.4 FT. ELEV. -18.4 FT. ELEV. FT.

BORING ADVANCED BY: X

FIELD LABORATORY

SAMPLE RESULTS RESULTS

FT. ELEV. TYPE N-Value Qp LL PI %M

SS 5 18.2

SS 3 24.5

SS 6 13.4

SS 8 24 8 13.610.0

1.0 2.5

3.5 5.0

6.0 3

Proposed USDA Box Culverts LOG OF BORING

Yes

STRATUM SAMPLE DEPTH

B-1

Fred Reynolds

Polk County, Tennessee SHEET 1 OF

SAMPLE

WATER LEVEL DATA (IF APPLICABLE)

POWER AUGERING WASHBORING

GEOServices Project # 21-11105

March 18, 2011 SURFACE ELEV.

B-1 DRY ON COMPLETION ?

STRATUM DESCRIPTION

7.5

DEPTH FROM TO OR

FT. FT. RUN NO.

2.5 -2.5

-12.5

7.5 -7.5

5.0 -5.0

8.5

10.0 -10.0

-15.0

12.5

15.0

20.0 -20.0

REMARKS:

17.5

Topsoil and Gravel (12 inches)

-17.5

REC - 78% RQD - 28%

Limestone - fine grained - light gray, moderately hard, moderately fractured

Coring Terminated at 18.4 feet

Lean CLAY (CL) - with trace rock fragments and trace black oxide nodules - orangish brown, brown, and tan, moist (FILL)

Sandy CLAY (CL) - with trace rounded gravels - tan and gray, very moist, firm (ALLUVIUM)

Weathered Rock - limestone, gray

Auger Refusal at 13.4 feet Coring Began at 13.4 feet Run #1 (13.4 to 18.4 feet)

DRILLER

ON-SITE REP.

BORING NO. / LOCATION

DATE FT.

REFUSAL: Yes DEPTH 15.1 FT. ELEV. -15.1 FT. COMPLETION: DEPTH 6.5 FT.

SAMPLED 15.1 FT. 4.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT. AFTER 1 HRS: DEPTH TNP FT.

BEGAN CORING DEPTH FT. ELEV. FT. ELEV. FT.

FOOTAGE CORED (LF) FT. AFTER 24 HRS. DEPTH TNP FT.

BOTTOM OF HOLE DEPTH 15.1 FT. ELEV. -15.1 FT. ELEV. FT.

BORING ADVANCED BY: X

FIELD LABORATORY

SAMPLE RESULTS RESULTS

FT. ELEV. TYPE N-Value Qp LL PI %M

SS 9

SS 11

SS 3

SS 3

SS 50/3"

Proposed USDA Box Culverts LOG OF BORING B-2 Polk County, Tennessee SHEET 1 OF

GEOServices Project # 21-11105 Fred Reynolds

B-2 DRY ON COMPLETION ? No

March 19, 2011 SURFACE ELEV. WATER LEVEL DATA (IF APPLICABLE)

POWER AUGERING WASHBORING

STRATUM SAMPLE DEPTH SAMPLE

DEPTH FROM TO OR STRATUM DESCRIPTION

FT. FT. RUN NO.

1.0 2.5 1

2.5 -2.5

5.0 -5.0

8.5 10.0

3.5 5.0 2

6.0

12.5

7.5 3

7.5 -7.5

10.0 -10.0

-12.5

13.5 15.0 5

15.0 -15.0

17.5 -17.5

20.0 -20.0

REMARKS:

Asphalt (5 inches)

Fat CLAY (CH) - with trace rock fragments - orangish brown and reddish brown, moist (FILL)

Clayey SAND (SC) - with occasional rock fragments -brown and gray, very moist, very loose (ALLUVIUM)

Weathered Rock - limestone, gray, moist, very hard

Auger Refusal at 15.1 feet