KY ERFO COE 2019-1(1) - Final Geotechnical Report.pdf

SOILS AND FOUNDATIONS REPORT

REPORT NO. 02-21

PROJECT: KENDALL CAMPGROUND RIVERBANK AND

BOAT RAMP SLOPE FAILURE REPAIR

KY ERFO COE 2019-1(1)

JAMESTOWN, RUSSELL COUNTY, KENTUCKY

US DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

22001 LOUDON COUNTY PARKWAY

BUILDING E-2, SUITE 200

ASHBURN, VA 20147

MAY 2021

TABLE OF CONTENTS

1. INTRODUCTION

3.1 General

3.2 Background

2. GEOLOGIC SETTING

3. SUBSURFACE EXPLORATION PROGRAM

3.1 Subsurface Exploration

3.2 Field Testing and Sampling

3.3 Laboratory Testing

4. SUBSURFACE CONDITIONS

4.1 General Stratification

4.1.1 Day Use Parking (Borings BH20-01 and BH20-02)

4.1.2 Boat Launch Ramp (Borings BH20-03 and BH20-04)

4.1.3 Campground Entrance Road (Loop A) (Borings BH20-05 and BH20-06)

5. ANALYSIS AND RECOMMENDATIONS

5.1 Geotechnical Evaluation

5.2 Design Alternatives

5.3 Recommendations

5.4 Analyses

6. REFERENCES

7. DISCLAIMER/LIMITATIONS CLAUSE

APPENDICES

Appendix A – Figures Appendix B – Borings Location Map Appendix C – Borings Logs Appendix D – Laboratory Testing Results Appendix E – Slope Stability Analyses Appendix F – Selected Photographs

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

PROJECT: KENDALL CAMPGROUND

RIVERBANK AND BOAT RAMP FIALURES REPAIR

RUSSELL COUNTY, KENTUCKY

PAGE 3 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

SOILS AND FOUNDATIONS REPORT

REPORT NO. 02-21

PROJECT: KENDALL CAMPGROUND RIVERBANK AND

BOAT RAMP SLOPE FAILURE REPAIR

JAMESTOWN, RUSSELL COUNTY, KENTUCKY

1. INTRODUCTION

3.1 General

This report presents the results of our subsurface exploration, laboratory testing, geotechnical analysis, and recommendations for the riverbank and boat ramp failures at the Kendall Day Use Parking Area, Boat Ramp Access Road, and Kendall Campground Entrance Loop Road (Loop A) in the Kendall Campground, The site is located south of Jamestown in Russell County, Kentucky. The site location is shown in Figure 1, Appendix A.

3.2 Background

A storm event in February 2019 caused Lake Cumberland's headwater elevation to rise and forced more water release from the Wolf Creek Dam, located upstream the subject sites. The released water caused riverbank and boat ramp failures at the Kendall Campground, just downstream of the dam.

The west edge of the Day Use Parking Lot experienced approximately 180 feet long slope failure, and shoulder & pavement damages. The damage in the Boat Launch Ramp facility was Approximately 240 feet long. The damage at the Campground Entrance Loop Road, west of Campsites 44-47, was approximately 85 feet and impacted the roadway edge and pullover area. The Day Use Parking Area and Boat Ramp Access Road damaged areas are temporarily repaired by rip-rap placement. See Appendix F for representative photos of the site.

2. GEOLOGIC SETTING

The Geologic Map of Kentucky (2005) and information obtained from United States Geological Survey (USGS) indicate that the project site is underlined by Alluvium; Ste. Genevieve and St. Louis Limestone;

New Albany, Chattanooga, and Ohio Shale, Boyle Dolomite and Sellersburg Limestone.

The alluvium consists of a loose, unconsolidated soil, that was deposited, and reshaped by water in some form in a non-marine setting with glacial deposits along the Ohio River and its tributaries.

Ste. Genevieve and St. Louis Limestone are sedimentary rocks consisting of calcium carbonate, with parts of dolostone. Hard, extremely dense or compact, dull to semivitreous, microcrystalline or cryptocrystalline sedimentary rock along with sandstone can also be found.

RUSSELL COUNTY, KENTUCKY

PAGE 4 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

New Albany, Chattanooga, and Ohio Shale, Boyle Dolomite and Sellersburg Limestones primarily consist of dark, thinly laminated carbonaceous shale, exceptionally rich in organic matter with some sedimentary rock consisting of the mineral dolomite. The Geology Map is included in Figure 2 of Appendix A.

3. SUBSURFACE EXPLORATION PROGRAM

3.1 Subsurface Exploration

A subsurface exploration program was conducted on October 30 through November 7, 2020 by EFLHD subsurface exploration team. The program consisted of drilling two (2) soil borings (BH20-01 and BH20-

02) at the Day Use Parking, two (2) soil borings (BH20-03 and BH20-04) at the Boat Launch Ramp, and two (2) soil borings (BH20-05 and BH20-06) at the Campground Entrance Loop. The borings were advanced to their termination depths with a CME 750 ATV-mounted rotary drill rig. The boring locations were selected by EFLHD geotechnical engineer based on the location of the observed damage, presence of underground utilities, and accessibility for the drilling rig. All boreholes were backfilled with auger cuttings after completion. Boreholes were laid out by EFLHD field personnel by measuring distances from mapped landmarks and using a hand-held GPS. Boring elevation was determined from the topographic plans.

Borings extended to depths of 36.2 ft. to 78.3 ft. below existing site grades. Approximate boring locations are shown on the Boring Location Plan in Appendix B.

3.2 Field Testing and Sampling

The borings were advanced to the termination depths using 3-¾ –in. (inside diameter) hollow stem augers (HSA). Soil samples were obtained using a 2¼- in (outside diameter) split-barrel (split-spoon) sampler driven during Standard Penetration Tests (SPT) in general accordance with AASHTO T206. Soil samples were typically recovered at 2.0 ft and 5.0 ft intervals by driving the split-spoon sampler a distance of 24 inches into the undisturbed soil under the impact of a 140-lb. automatic hammer free-falling 30 inches. The total number of blows recorded for the middle twelve inches of the 24-inch sample range is designated as the “Standard Penetration Resistance” or N-value. Spoon refusal, if encountered, is defined as greater than 50 blows per 6-inches of penetration of the split-spoon sampler.

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

Rock coring was performed in boring BH20-06 using rotary drilling techniques and samples were retrieved using an NQ core barrel and wireline. Rock core samples were placed in wooden boxes for storage and laboratory testing.

RUSSELL COUNTY, KENTUCKY

PAGE 5 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

The results of field tests and measurements were recorded on the driller’s logs and appropriate data sheets in the field. These data sheets and logs contain information concerning the boring methods; samples attempted and recovered; indications of the presence of various material such as gravel, pebbles, organic matter, etc.; and observations of groundwater. They also contain interpretations by the exploration team 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.

Soil and rock core samples collected in the field were delivered to EFLHD Materials Testing facility in Sevierville, TN for laboratory testing and storage. The sampling sequence and associated samples for the boring is presented in Appendix C.

The boring logs in Appendix C represent a compilation of field data and description of the soil samples by a geotechnical engineer. These records occasionally do not include all data recorded on the driller’s logs and field data sheets, but include all information considered relevant to the analysis and preparation of this report.

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

3.3 Laboratory Testing

A laboratory-testing program was conducted on representative soil samples recovered during the subsurface exploration to determine the soil engineering properties required for the analyses. The laboratory tests included, natural moisture content (AASHTO T-265), Atterberg limits (AASHTO T-89/90), particle size analysis (AASHTO T-88), and soil classification (AASHTO M-145). The results of the laboratory testing program are presented in Appendix D and summarized in Table 1.

Unconfined Compressive Strength (UCS) tests following ASTM D 7012, Method C were performed on representative rock core samples to evaluate their strength parameters. Laboratory results are summarized in Table 2 below.

RUSSELL COUNTY, KENTUCKY

PAGE 6 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

Table 1 – Summary of Soil Laboratory Testing Results

NP: Non- plastic USCS: Unified Soil Classification System

Table 2 - Summary of rock core UCS test results

Boring No. Sample No.

Run Depth

(ft) Sample Depth

(ft)

UCS

(psi)

BH20-06 Run-1 67.0 – 68.3 67.0 – 68.0 4,525

BH20-06 Run-3 73.3 – 78.3 76.0 – 78.0 6,375

Boring

No.

Sample Depth

(ft)

AASHTO

Classification

USCS

Classification

MC

PL

LL

PI

BH20-01 20-22 A-4(0) Sandy Silt 22.4 NP 21 NP

BH20-01 45-47 A-4(0) Sandy Silt

BH20-02 10-12 A-4(0) Sandy silt

BH20-02 50-52 A-4(0) Silty sand 25.0 NP 20 NP

BH20-03 10-12 A-2-4(0) Silty sand 11.5 NP 17 NP

BH20-03 40-42 Silty sand

BH20-04 10-12 A-4(0) Silty sand 26.4 NP NV NP

BH20-04 30-32 Silty sand

BH20-05 20-22 Silty sand

BH20-05 65-67

Poorly graded sand with silt and gravel

BH20-06 10-12 A-4(0) Silty sand 13.7 NP 22 NP

BH20-06 60-62 Silty sand

RUSSELL COUNTY, KENTUCKY

PAGE 7 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

4. SUBSURFACE CONDITIONS

4.1 General Stratification

A brief description of the soil and rock conditions encountered during the subsurface exploration is presented below. The stratification lines designating the interfaces between soil types on the boring logs 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. Subsurface conditions may vary between the boring locations.

4.1.1 Day Use Parking (Borings BH20-01 and BH20-02)

Asphalt pavement and base course A 1.0± ft thick layer of asphalt concrete and base course were encountered in the borings.

Fill Materials Underneath the asphalt and base course layers, fill materials were encountered in the borings and extended to depths of 5.0 ft and 8.0 ft below existing site grades in borings BH20-01 and BH20-02, respectively. The fill consisted primarily of sandy silt soils and SPT N-values ranged from 7 to 12 blow per foot (bpf), indicating firm to stiff consistencies.

Natural Deposits Underneath the fill materials, natural deposits consisting primarily of silty sands and sandy silts were encountered and extended to auger refusal depths. N-values recorded in this layer ranged from 0 bpf to 7 bpf indicating very loose to loose relative densities and very soft to firm consistencies.

Auger Refusal Auger refusal was encountered at depths of 55.5 ft and 54.1 ft below existing site grades in borings BH20- 1 and BH20-02, respectively. No rock coring was performed in the two borings.

Groundwater The highest groundwater table was encountered at a depth of 29.0 ft below existing site grades in Boring

BH20-02.

4.1.2 Boat Launch Ramp (Borings BH20-03 and BH20-04)

Asphalt pavement and base course A 1.0± ft thick layer of asphalt concrete and base course were encountered in the borings

Fill Materials Underneath the asphalt and base course layers, fill materials were encountered in the borings and extended to a depth of 8.0 ft below existing site grade. The fill consisted primarily of silty clayey sand. N-values ranged from 1 to 8 bpf, indicating very loose to loose relative densities.

RUSSELL COUNTY, KENTUCKY

PAGE 8 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

Natural Deposits Underneath the fill materials, natural deposits consisting primarily of silty sands were encountered and extended to the borings auger refusal depths. N-values recorded in this layer ranged from 0 to 9 bpf indicating very loose to loose relative densities.

Auger Refusal Auger refusal was encountered at a depth of 36.2 ft below existing grade in BH20-04. Boring BH20-03 was terminated at a depth of 42.0 feet below ground surface. No rock coring was performed in the two borings.

Groundwater The highest groundwater table was encountered at a depth of 18.0 ft below existing site grades in Boring

BH20-04.

4.1.3 Campground Entrance Road (Loop A) (Borings BH20-05 and BH20-06)

Asphalt pavement and base course A 1.0± ft thick layer of asphalt concrete and base course were encountered in the borings

Fill Materials Underneath the asphalt and base course layers, fill materials were encountered in the borings and extended to a depth of 5.0 ft below existing site grade. The fill consisted primarily of sandy silt/clay and silty sand soils. N-values ranged from 5 to 11 bpf, indicating firm to stiff consistencies and loose relative densities.

Natural Deposits Underneath the fill materials, natural deposits consisting primarily of silty sand soils were encountered and extended to the borings auger refusal depths. N-values recorded in this layer ranged from 1 to 10 bpf indicating very loose to loose relative densities.

Auger Refusal Auger refusal was encountered at depths of 67.0 ft and 66.0 ft below existing site grades in borings BH20- 5 and BH20-06, respectively.

Rock Coring Rock coring was performed in Boring BH20-06 and extended to the termination depth of 78.3 ft below existing site grade.

Groundwater The highest groundwater table was encountered at a depth of 42.7 ft below existing site grades in Boring

BH20-06.

Fluctuations in the groundwater conditions due to seasonal weather changes and other factors should be anticipated.

The boring logs are included in Appendix D.

RUSSELL COUNTY, KENTUCKY

PAGE 9 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

5. ANALYSIS AND RECOMMENDATIONS

5.1 Geotechnical Evaluation

Bank failures/ landslides occur as a result of unbalanced pressures along the sloping ground. The presence of water acts as a trigger mechanism by increasing the driving forces and/or reducing the shear strength of the in-situ materials. To mitigate slope stability problems, various approaches can be used. One approach is to reduce the driving forces and increasing shear strength. The shear strength can be increased by lowering the groundwater table which can be attained by improving the surface and subsurface drainage systems.

Increasing the resisting forces can be achived by buttressing the slope, adding a retaining structure, or by reinforcing the the slope.

5.2 Design Alternatives

Various alternatives were considered given their feasibility and effectiveness for the filures, subsurface conditions, constructability, cost, and our experience with similar projects. A brief discussion of each alternative is presented below.

Alternative No. 1 – Gabion Baskets Wall

This alternative consists of re-establishing the river banks/roads and stabilize the slope by constructing a gabion wall. These walls consist of wiremesh baskets that are filled with stone and placed on top of each other to form a self draining retaining wall. Gabion walls are essentially gravity type walls and would require considerable thickness in order to provide adequate stability. They can sustain considerable deformation and differential settlements.

Alternative No. 2 – Tiebacks with Reinforced Slope facing

This alternative consists of re-establishing the affected areas and stabilize the slope by constructing an anchored slope. The ground anchors are used to enhance the external and global stability of the system and protect it from future failures.

Alternative No. 3 – Shored, Gabion Faced MSE Wall

This alternative consists the construction of a shored, gabion faced mechanically stabilized earth (MSE) wall. The shoring system will be composed of soil nails. This wall system offers the advantage of limiting the amount of excavation and backfill behind the wall.

Alternative No. 4 – Reinforced Soil Slope (RSS)

Reinforced soil slopes are constructed using common construction materials, and conventional equipment and techniques, providing an economical and durable structure. It is a cost-effective, self-draining, and can tolerate larger differential settlements compared to other repair alternatives and they can be more esthetically pleasant.

RUSSELL COUNTY, KENTUCKY

PAGE 10 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

Alternative No. 5 – Gabion faced Soil Nail Wall

Soil nails are reinforcing elements that are drilled and grouted in the ground to support unstable slopes. This type of structure may be constructed from top-down limiting the amount of excavation and backfill behind the wall. The gabion face serves to mitigate erosion.

5.3 Recommendations

Based on our observations during the site reconnaissance, the results of our subsurface exploration program, geotechnical analyses, and a discussion with our partner, it was concluded that a gabion faced soil nail system is the preferred approach to repair the subject three sites.

5.4 Analyses

The slope stability anlayses of the proposed earth retaining systems were conducted using limit equilibrium methodology, in general accordance with the design concepts and procedures presented in FHWA Publication FHWA-GEC 007, “Geotechnical Engineer Circular No. 7 - Soil Nail Walls Reference Manual,” (2015) and following “AASHTO LRFD Bridge Design Specifications, 9th Ed.” (2020) design requirements. A summary of soil engineering parameters assumed in the external, internal, and global stability analyses are presented in Table 3.

A uniform distributed live surcharge load was applied along the roads and parking spaces to account for traffic loading following AASHTO-LRFD, 2020, Section 3.11.6.4 requirements.

The assumed bond strength of soil nail for the retained soil is shown in Table 4.

Table 3 - Summary of assumed engineering properties for analysis of retaining structures.

Material Type Unit Weight (pcf) Cohesion (psf) Internal Friction

Angle ϕ (°)

Existing Fill – Silty Sand (SM) or Sandy Silty (ML)

115 0.0 28

Residual Soil – Silty Sand (SM) or Sandy Silty (ML)

120 0.0 26

Rock – Siltstone 135 5000 38

Gabion Basket 100 Infinite

Granular Backfill 115 0 36

Table 4 - Assumed bond strength of soil nail for retained soil.

Material Type qBond (psi)

Existing Fill and Residual Soil (SM or ML) 11.5

RUSSELL COUNTY, KENTUCKY

PAGE 11 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

The selected load factors and combinations are presented in Table 5. The factors follow (AASHTO-LRFD, 2020). The resistance factors and Factors of Safety requirements for the analysis of reinforced soil slopes are presented in Table 6.

Table 5 - Gabion Faced Soil Nail System load factors.

Load Combination EH EV ES LS

Strength I (Max) 1.50 1.35 1.50 1.75

Strength I (Min) 0.90 1.00 0.75 1.75

Service I 1.00 1.00 1.00 1.00

Extreme Event I 1.00 1.00 1.00 1.00 or 0.50

Table 6 - Gabion Faced Soil Nail System resistance factors.

Analysis Resistance Factor

Anchor Pullout Resistance Φ: 0.65

Anchor Tensile Resistance Φ: 0.75

Overall/Global Φ: 0.75 (FS:1.3)

Overall/Global Extreme Event I Φ: 0.9 (FS:1.1)

The global/overall stability analysis computations were performed using the computer program Slide 2 by Rocscience, Inc. Calculations and computer output files are included in Appendix E.

According to AASHTO 11.5.4.2, a seismic design shall not be considered mandatory for walls located in Seismic Zones 1 through 3, or for walls at Sites where the site adjusted peak ground acceleration is less than or equal to 0.4g, unless one or more of the following is true:

Liquefaction induced lateral spreading or slope failure, or seismically induced slope failure, due to the presence of sensitive clays that lose strength during the seismic shaking, may impact the stability of the wall for the design earthquake.

The wall supports another structure that is required, based on the applicable design code or specification for the supporting structure, to be designed for seismic loading and poor seismic performance of the wall could impact the seismic performance of that structure.

In addition, according to C11.5.4.2, paragraph 7, a seismic analysis should be considered mandatory if the wall is located in seismic zone 2 or higher, and if either of the following is greater than 30 feet:

The exposed wall height plus the average depth over the width of the wall of any soil surcharge present.

For tiered walls, the sum of the exposed height of all the tiers plus the average soil surcharge depth.

RUSSELL COUNTY, KENTUCKY

PAGE 12 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

Based on the above listed criteria, we concluded that the retaining structure systems selected do not require an external or internal seismic evaluation due to an adjusted PGA less than 0.4g, and the retaining structures are in Seismic Zone 1 to 3. However, an Extreme Event I global stability analysis is required for all sites.

For this analysis, an assumed allowable lateral deformation was established based on the flexible nature of the types of structure. See the evaluation calculations in Appendix E for details.

A summary of the retaining structure parameters is presented in Table 7 below.

Table 7 - Gabion Faced Soil Nail System details.

Maximum Retained

Height (ft.)

Soil Nail Tensile

Capacity (lb.)

Soil Nail Length

(ft.)

Soil Nail downward inclination

(from horizontal) (degrees)

Soil Nail vertical and horizontal spacing (ft.)

Bearing Plate load capacity

(lb.)

Day Use Parking

21 35,000 50 15 6 35,000

Boat Launch Ramp

18 35,000 25 15 6 35,500

Campground Entrance Loop A

37 50,000 55 15 6 50,000

The proposed gabion faced soil nail systems satisfied the minimum static and Extreme Event I (seismic) global stability requirements with the following factors of safety.

Table 8 – Global Stability Calculated Factors of Safety.

Site

Calculated Factor of Safety

Static Seismic

Day Use Parking 1.618 1.320

Boat Launch Ramp 1.561 1.243

Campground Entrance Loop A 1.449 1.215

Details of the global stability analyses are included in Appendix E.

RUSSELL COUNTY, KENTUCKY

PAGE 13 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

6. REFERENCES

AASHTO-LRFD. (2020). AASHTO LRFD Bridge Design Specification (9th ed.). Washington, D.C.:

American Association of State Highway and Transportation Officials.

FHWA. (2015). Geotechnical Engineer Circular No 7 - Soil Nail Reference Manual. Washington DC:

FHWA-NHI.

FHWA. (2014). Standard Specifications For Construction of Roads and Bridges on Federal Highway Projects (FP-14). US Department of Transportation. Washington D.C.: US Department of Transportation.

FHWA. (2015). Strength Characterization of Open-Graded Aggregates for Structural Backfills - FHWA- HRT-15-034. McLean: FHWA.

RUSSELL COUNTY, KENTUCKY

PAGE 14 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

ASHBURN, VA

7. DISCLAIMER/LIMITATIONS CLAUSE

The subsurface explorations and tests described in this report 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 and dates indicated. Subsurface conditions between these locations may vary. The Geotechnical Analyses and Recommendations Sections of this report include interpretations and recommendations developed by the Government in the process of preparing the design.

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

Prepared by:

Girmay Weldegiorgis, P.E.

Geotechnical Engineer

Reviewed by:

Mounir Abouzakhm, P.E.

Division Geotechnical Engineer

P ROJECT: KENDALL CAMPGROUND

RUSSELL COUNTY, KENTUCKY

PAGE 15 DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

APPENDICES

DEPARTMENT OF TRANSPORTATION

APPENDIX A – FIGURES

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY

DIVISION

ASHBURN, VIRGNIA

FIGURE NO. 1

Site Location and Vicinity

Map

STATE PROJECT SHEET

NO.

TOTAL

SHEETS

KY KY ERFO COE 2019-1(1) 1 2

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY

DIVISION

ASHBURN, VIRGNIA

FIGURE NO. 2

Geologic Map

STATE PROJECT SHEET

NO.

TOTAL

SHEETS

KY KY ERFO COE 2019-1(1) 2 2

Project: KY ERFO COE 2019-1(1)

APPENDIX B – BORING LOCATION MAP

APPENDIX C – BORING LOGS

10/04/2018

SOIL CLASSIFICATION CHART

Criteria for Assigning Group Symbols and Group Name Using Laboratory TestsA Group

Symbol Group NameB

COARSE-GRAINED

SOILS

More than 50% retained on No. 200 Sieve

GRAVELS

More than 50% of coarse fraction retained on No. 4 Sieve

Clean GRAVELS Less than 5% fines E

Cu ≥ 4 and 1 ≤ Cc ≤ 3C GW Well-graded GRAVEL D

Cu < 4 and/or 1 > Cc > 3 C GP Poorly-graded GRAVEL D

GRAVELS with fines More than 12% fines E

Fines classify as ML or MH GM Silty GRAVEL D,F Fines classify as CL or CH GC Clayey GRAVEL D,F

SANDS

Less than 50% retained on No. 4 Sieve

Clean SANDS Less than 5% fines I

Cu ≥ 6 and 1 ≤ Cc ≤ 3 C SW Well-graded SAND H

Cu < 6 and/or 1 > Cc > 3 C SP Poorly-graded SAND H

SANDS with fines More than 12% fines I

Fines classify as ML or MH SM Silty SAND F,H Fines classify as CL or CH SC Clayey SAND F,H

FINE-GRAINED

SOILS

50% or more passes the No. 200 Sieve

SILTS and CLAYS Liquid limit less than 50

Inorganic PI > 7 and plots on or above the “A” line J CL Lean CLAY K,L,M PI < 4 or plots below “A” line J ML SILT K,L,M

Organic Liquid limit – oven dried Liquid limit – not dried < 0.75 OL Organic CLAY K,L,M,N

Organic SILT K,L,M,O

SILTY and CLAYS Liquid limit 50 or more

Inorganic PI plots on or above “A” line CH Fat CLAY K,L,M PI plots below “A” line MH Elastic SILT K,L,M

Organic Liquid limit – oven dried Liquid limit – not dried < 0.75 OH Organic CLAY K,L,M,P

Organic SILT K,L,M,Q

HIGHLY ORGANIC

SOILS Primarily organic matter, dark in color, and organic odor PT PEAT A Based on material passing the 3-inch sieve.

B If field sample contains cobbles or boulders, add “with cobbles” or “boulders” or both, to group name.

C Cu = D60/D10 Cc = (D30)2 / (D10 x D60) D If soil contains ≥15% sand, add “with sand” to group name.

E Gravels with 5 to 12% fines require dual symbols:

GW-GM well-graded GRAVEL with silt GW-GC well-graded GRAVEL with clay GP-GM poorly-graded GRAVEL with silt GP-GC poorly-graded GRAVEL with clay

F If fines classify as CL-ML, use dual symbol GC-GM or SC-SM G If fines are organic, add “with organic fines” to group name.

H If soil contains ≥15% gravel, add “with gravel” to group name.

I Sand with 5 to 12% fines require dual symbols:

SW-SM well-graded SAND with silt SW-SC well-graded SAND with clay SP-SM poorly-graded SAND with silt SP-SC poorly-graded SAND with clay J If Atterberg limits plot in hatched area, soil is a CL-ML, silty

CLAY.

K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel”, whichever is predominant.

L If soil contains ≥ 30% plus No. 200, predominantly sand, add “sandy” to beginning of group name.

M If soil contains ≥ 30% plus No. 200, predominantly gravel, add “gravelly” to beginning of group name.

N PI ≥ 4 and plots on or above “A” line.

O PI < 4 or plots below “A” line.

P PI plots on or above “A” line.

Q PI plots below “A” line.

APPARENT DENSITY OF COARSE-

GRAINED SOIL

SPT N-value (blows per foot) Apparent Density

0 to 4 Very Loose

5 to 10 Loose

11 to 30 Medium Dense

31 to 50 Dense

> 50 Very Dense

CONSISTENCY OF

FINE-GRAINED SOIL

SPT N-value (blows per foot) Consistency

0 to 1 Very Soft

2 to 4 Soft

5 to 8 Firm

9 to 15 Stiff

16 to 30 Very Stiff

> 30 Hard

SOIL STRUCTURE TERMS

Stratified Alternating layers of varying material or color with layers > 1/4 inch (6 mm), note thickness and inclination.

Laminated(1) Alternating layers of varying material or color with layers < 1/4 inch (6 mm), note thickness and inclination.

Fissured(1) Breaks along definite planes of fracture with little resistance to fracturing.

Slickensided(1) Fracture planes appear polished or glossy, sometimes striated.

Blocky(1) Cohesive soil that can be broken down into smaller angular lumps which resists further breakdown.

Disrupted Soil structure is broken and mixed. Infers that material has moved substantially -landslide debris.

Homogeneous Same color and appearance throughout.

Lensed Inclusion of small pockets of different soil, such as small lenses of sand scattered through a mass of clay; < 1/4 inch (6 mm) note thickness.

(1) Do not use laminated, fissured, slickensided, or blocky for coarse-grained soils.

Descriptive Terminology for Boring Logs

Field descriptions of borings are based on the FLH Soil and Rock Description and Identification Guidelines that generally follow the Visual-Manual Procedure (ASTM D 2488). The soil classifications shown on the boring logs are based on laboratory tests (ASTM D 2487) when the two-letter group symbol follows the group name in parenthesis.

Standard Penetration Test (SPT): the SPT consists of driving a 2 in (50 mm) O.D. split barrel sampler a depth of 18 in (450 mm) or 24 in (600 mm) using a 140 lb (63.6 kg) hammer with a 30 in (750 mm) drop. The blow count is the number of blows recorded for each 6 inch (50 mm) increment.

The N-value is the total number of blows for the second and third increments. Note that the N-values shown on the boring logs do not include any corrections for non-standard sampler size, hammers, drill rods, etc.

ANGULARITY OF

COARSE-GRAINED SOILS

Angular

Sharp edges and relatively plane sides with unpolished surfaces

Subangular

Similar to angular description, but with rounded edges

Subrounded

Nearly plane sides, but will have well-rounded corners and edges.

Rounded

Smoothly curved sides and no edges

PARTICLE SIZE OF COARSE-GRAINED SOILS

Component Grain Size Limits

Boulders > 12” (> 300 mm)

Cobbles 3 – 12” (75 – 300 mm)

Coarse Gravel 3/4 - 3" (19 - 75 mm)

Fine Gravel #4 Sieve - 3/4" (4.75 - 19 mm)

Coarse Sand #10 - #4 Sieve (2.00 - 4.75 mm)

Medium Sand #40 - #10 Sieve (0.425 - 2.00 mm)

Fine Sand #200 - #40 Sieve (0.075 - 0.425 mm)

10/04/2018

GRAIN/CRYSTAL SIZE FOR ROCKS (MODIFIED AFTER WENTWORTH, 1972)

Grain Size Description Criteria Less than 0.003 inches (<0.075 mm)

Very fine grained Cannot be distinguished by unaided eye. Few to no mineral grains are visible with a hand lens.

0.003 to 0.02 inches (0.075 to 0.425 mm) Fine grained

Few grain/crystal boundaries are visible; grains can be distinguished with difficulty by the unaided eye but can be somewhat distinguished by hand lens.

0.02 to 0.08 inches (0.425 to 2 mm) Medium grained Most grain/crystal boundaries are visible; grains distinguishable by eye and with the aid of a hand lens.

0.08 to 0.2 inches

(2 to 4.75 mm) Coarse grained Grain/crystal boundaries are visible; grains distinguishable with the naked eye and hand lens.

Greater than 0.2 inches

(>4.75 mm)

Very coarse grained

Grain/crystal boundaries are Clearly visible; grains are distinguishable with the naked eye.

GRAIN SHAPE (FOR SEDIMENTARY ROCKS)

Description Characteristic

Angular Showing very little evidence of wear. Grain edges and corners are sharp. Secondary corners are numerous and sharp.

Subangular

Showing definite effects of wear. Grain edges and corners are slightly rounded off. Secondary corners are slightly less numerous and slightly less sharp than in angular grains.

Subrounded Showing considerable wear. Grain edges and corners are rounded to smooth curves. Secondary corners are reduced greatly in number and highly rounded.

Rounded Showing extreme wear. Grain edges and corners are smoothed off the broad curves. Secondary corner are few in number and rounded.

Well-rounded Completely worn. Grain edges or corners are not present. No secondary edges or corners are present. DEGREE OF WEATHERING

Term Description Grade

Fresh No visible sign of rock material weathering; slight discoloration on major discontinuity surface is possible. I

Slightly Weathered

Discoloration indicates weathering of rock material and discontinuity surfaces. All rock material may be discolored by weathering and the external surface may be somewhat weaker than in its fresh condition.

II

Moderately Weathered

Less than half the rock material is decomposed and/or disintegrated to a soil.

Fresh or discolored rock is present either as a discontinuous framework or as corestones. A minimum 2-inch (50 mm) diameter sample cannot be broken readily by hand across the rock fabric.

III

Highly Weathered

More than half of the rock is decomposed and/or disintegrated to soil. Fresh or discolored rock is present either as a discontinuous framework or as corestones.

A minimum 2-inch (50 mm) diameter sample can be broken readily by hand across the rock fabric.

IV

Completely Weathered

All rock material is decomposed and/or disintegrated to soil. The original mass structure is still largely intact. Material can be granulated by hand. If rock is considered to be completely weathered, use FLH Soil Description and Identification Guidelines to describe the residual soil material.

V

Residual Soil

All rock material is converted to soil. The mass structure and material fabric are destroyed but the apparent structure remains intact. There may be a large change in volume, but the soil has not been significantly transported. Material can be easily broken-down by hand. If rock is considered to be completely weathered, use FLH Soil Description and Identification Guidelines to describe the residual soil material.

VI

RELATIVE STRENGTH OF SOIL INFILLING (ISRM, 1978 & 1981)

Grade Description Field Identification Approximate

Uniaxial Compressive

Strength

S1 Very Soft Easily penetrated several inches by fist

<3.5 psi (<25 kPa)

S2 Soft Easily penetrated severl inches by thumb

3.5 - 7 psi (25 - 50 kPa)

S3 Firm

Can be penetrated several inches by thumb with moderate effort

7 - 14.5 psi (50 - 100 kPa)

S4 Stiff

Readily indented by thumb but penetrated only with great effort

14.5 - 36 psi (100 - 250 kPa)

S5 Very Stiff Readily indented by thumbnail

36 - 72.5 psi (250 - 500 kPa)

S6 Hard Indented with difficulty by thumbnail

>72 psi (>500 kPa)

RELATIVE STRENGTH OF INTACT ROCK SPECIMENS (ISRM, 1978 &1981)

Grade Description Field Indentificaiton Approximate Uniaxial Compressive Strength

R0 Extremely Weak Rock Specimen can be indented by thumbnail 35 - 150 psi

(250 - 1,000 kPa)

R1 Very Weak Rock

Specimen crumbles under sharp blow with point of geological hammer, and can be peeled with a pocket knife.

150 - 725 psi (1,000 - 5,000 kPa)

R2 Weak Rock Shallow cuts or scrapes can be made in a specimen with a pocket knife. A firm blow with a geological hammer point creates shallow indents.

725 - 3,500 psi (5,000 - 25,000 kPa)

R3 Medium Strong Rock

Specimen cannot be scraped or cut with a pocket knife.

Specimen can be fractured with a single firm blow with a geologic hammer point.

3,500 - 7,250 psi (25,000 - 50,000 kPa)

R4 Strong Rock Specimen requires more than one firm blow of the geologic hammer point to fracture.

7,250 - 14,500 psi (50,000 - 100,000 kPa)

R5 Very Strong Rock

Specimen requires many firm blows from the hammer end of the geologic hammer to fracture.

14,500 - 36,250 psi (100,000 - 250,000 kPa)

R6 Extremely Strong Rock

Specimen can only be chipped with firm blows from the hammer end of the geologic hammer.

>36,250 psi (>250,000 kPa)

JRC RANGES (ISRM, 1978 &1981)

DISCONTINUITY CONDITION (ISRM, 1978, 1981)

Condition Description

Excellent Condition

Very rough surfaces, no separation, hard discontinuity wall (>R2).

Good Condition

Slightly rough surfaces, separation less than ~0.04 inches (1 mm), hard discontinuity wall (>R2).

Fair Condition

Slightly rough surface, separation greater than ~0.04 inches (1 mm), soft discontinuity wall (<R3).

Poor Condition

Slickensided surfaces, or soft gouge less than ~0.2 inches (5 mm) thick, or open discontinuities between ~0.4 and 0.2 inches (1 to 5 mm).

Very Poor Condition

Soft gouge greater than ~0.2 inches (5 mm), or open discontinuities greater than ~0.2 inches (5 mm).

DISCONTINUITY SPACING (INCLUDES

JOINTS/FRACTURES, BEDDING, AND FAULTS

Description Spacing of Discontinuity Extremely Widely

Spaced >20 feet (>6 m)

Very Widely Spaced

~6 to 20 feet (2 to 6 m)

Widely Spaced ~2 to 6 feet (600 mm to 2 m)

Moderately Spaced

~8 inches to 2 feet (200 to 600 mm)

Closely Spaced ~2 to 8 inches (60 to 200 mm)

Very Closely Spaced

~3/4 to 2 inches (20 to 60 mm)

Extremely Closely Spaced

<3/4 inches (<20 mm)

𝑅𝑅𝑅𝑅𝑅𝑅 (%) =

𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿ℎ 𝑜𝑜𝑜𝑜 𝑆𝑆𝑜𝑜𝑆𝑆𝐿𝐿𝑆𝑆 𝐶𝐶𝑜𝑜𝐶𝐶𝐿𝐿 𝑖𝑖𝐿𝐿 𝑝𝑝𝑖𝑖𝐿𝐿𝑝𝑝𝐿𝐿𝑝𝑝 > 4 𝑖𝑖𝐿𝐿𝑝𝑝ℎ𝐿𝐿𝑝𝑝 (100 𝑚𝑚𝑚𝑚)

𝑇𝑇𝑜𝑜𝐿𝐿𝑇𝑇𝑇𝑇 𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿ℎ 𝑜𝑜𝑜𝑜 𝐶𝐶𝑜𝑜𝐶𝐶𝐿𝐿 𝑅𝑅𝑆𝑆𝐿𝐿

𝑥𝑥 100

𝐹𝐹𝐹𝐹 =

𝑁𝑁𝑆𝑆𝑚𝑚𝑁𝑁𝐿𝐿𝐶𝐶 𝑜𝑜𝑜𝑜 𝐿𝐿𝑇𝑇𝐿𝐿𝑆𝑆𝐶𝐶𝑇𝑇𝑇𝑇 𝑜𝑜𝐶𝐶𝑇𝑇𝑝𝑝𝐿𝐿𝑆𝑆𝐶𝐶𝐿𝐿𝑝𝑝

𝑇𝑇𝑜𝑜𝐿𝐿𝑇𝑇𝑇𝑇 𝑇𝑇𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿ℎ 𝑜𝑜𝑜𝑜 𝑝𝑝𝑜𝑜𝐶𝐶𝐿𝐿 𝐶𝐶𝐿𝐿𝑝𝑝𝑜𝑜𝑟𝑟𝐿𝐿𝐶𝐶𝐿𝐿𝑆𝑆 (𝑜𝑜𝐿𝐿𝐿𝐿𝐿𝐿)

𝐶𝐶𝑅𝑅 (%) = �

𝑇𝑇𝑜𝑜𝐿𝐿𝑇𝑇𝑇𝑇 𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿ℎ 𝑜𝑜𝑜𝑜 𝐶𝐶𝑜𝑜𝐶𝐶𝐿𝐿 𝑅𝑅𝐿𝐿𝑝𝑝𝑜𝑜𝑟𝑟𝐿𝐿𝐶𝐶𝐿𝐿𝑆𝑆

𝑇𝑇𝑜𝑜𝐿𝐿𝑇𝑇𝑇𝑇 𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿𝐿ℎ 𝑜𝑜𝑜𝑜 𝐶𝐶𝑜𝑜𝐶𝐶𝐿𝐿 𝑅𝑅𝑆𝑆𝐿𝐿 𝑅𝑅𝐶𝐶𝑖𝑖𝑇𝑇𝑇𝑇𝐿𝐿𝑆𝑆

� ∗ 100

1.1

1.3

1.4

1.6

1.4

1.6

1.6

1.7

2.0

2.0

7" ASPHALT with 5" BASE

Sandy SILT, stiff, brown to reddish brown, moist, with various amount of clay and gravel

-FILL-

Sandy SILT (ML), very soft to soft, brown, moist.

A-4(0).

- wet @ 22 ft.

3-5-7-7

1-3-5-4

2-2-2-3

2-1-2-2

2-2-2-2

2-2-3-3

2-2-3-3

2-2-3-4

1-2-2-1

1-1-1-1

J-1

J-2

J-3

J-4

J-5

J-6

J-7

J-8

J-9

J-10

1.0

5.0

Project Location:

Encountered at:

After

Caved at:

Hammer Drop:

Rock Core (RQD in %)

(Blows / ft)

593.5 ft

Undisturbed (UD)

11/5/20

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

11/5/20 Doug Hutchins Jason FarleyOperator:

T yp e

Weather:

SAMPLE

Plastic Limit

Boring was backfilled with auger cuttings upon completion.

hrs

29.0 ft

Remarks:

Auger Cuttings

G ra ph ic

L og

KY ERFO COE 2019-1(1)

Density, Color, Plasticity, Size, Proportions, Moisture

Surface Elevation:

35.8 ft

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:

S P

T B lo w s pe r in

D ep th S ca le ft

N o.

Kendall Campground - Jamestown, Russell county, KY

E le va tio n (f ee t)

3 3/4" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

NAD83

HSA

BH20-01

Hammer Wt. & Type:

Cloudy, 53°F

Day Use Parking Lot

Standard Penetration Test Data

Project Datum:

Inspector:

R ec ft/

P P

R

Q D

Northing: 3477948.2891 Easting: 5097024.5755

B O

R

IN

G L

O G

/2

1/

1:

M :\P

R O

JE

C

T S

A

C E

\K Y

E R

F O

C O

E

9-

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

IN

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\G

IN

T \K

Y E

R F

O C

O E

9- 1(

1) .G

P J

592.5

588.5 5

Sheet: 1 of 2

2.0

1.7

2.0

2.0

2.0

0.3

Sandy SILT (ML), very soft to soft, brown, moist.

A-4(0). (Continued)

Silty SAND (SM), very loose to loose, gray, wet.

A-4(0).

Auger Refusal at 55.5 ft.

1-0-0-1

0-0-1-2

0-0-0-0

0-0-0-0

0-1-1-1

50/5"

J-11

J-12

J-13

J-14

J-15

J-16

36.5

55.5

Project Location:

Encountered at:

After

Caved at:

Hammer Drop:

Rock Core (RQD in %)

(Blows / ft)

593.5 ft

Undisturbed (UD)

11/5/20

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

11/5/20 Doug Hutchins Jason FarleyOperator:

T yp e

Weather:

SAMPLE

Plastic Limit

Boring was backfilled with auger cuttings upon completion.

hrs

29.0 ft

Remarks:

Auger Cuttings

G ra ph ic

L og

KY ERFO COE 2019-1(1)

Density, Color, Plasticity, Size, Proportions, Moisture

Surface Elevation:

35.8 ft

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:

S P

T B lo w s pe r in

D ep th S ca le ft

N o.

Kendall Campground - Jamestown, Russell county, KY

E le va tio n (f ee t)

3 3/4" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

NAD83

HSA

BH20-01

Hammer Wt. & Type:

Cloudy, 53°F

Day Use Parking Lot

Standard Penetration Test Data

Project Datum:

Inspector:

R ec ft/

P P

R

Q D

Northing: 3477948.2891 Easting: 5097024.5755

B O

R

IN

G L

O G

/2

1/

1:

M :\P

R O

JE

C

T S

A

C E

\K Y

E R

F O

C O

E

9-

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

IN

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\G

IN

T \K

Y E

R F

O C

O E

9- 1(

1) .G

P J

557.0

538.0

Sheet: 2 of 2

5"

1.0

1.1

0.7

1.5

1.7

1.6

1.5

1.8

1.8

8" ASPHALT with 4" BASE

Sandy SILT, firm to stiff, brown to reddish brown, moist, trace clay

-FILL-

Sandy SILT, soft, mottled brown and gray, moist, trace clay with black organic material

Sandy SILT (ML), soft to firm, brown, wet, trace gravel.

A-4(0).

5-4-5-5

3-4-3-4

3-3-5-6

2-1-2-2

0-1-3-3

1-1-2-3

0-2-2-4

2-2-3-4

3-3-4-6

1-2-3-4

J-1

J-2

J-3

J-4

J-5

J-6

J-7

J-8

J-9

J-10

1.0

8.0

10.0

30.0

Project Location:

Encountered at:

After

Caved at:

Hammer Drop:

Rock Core (RQD in %)

(Blows / ft)

593.5 ft

Undisturbed (UD)

11/2/20

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

11/2/20 Doug Hutchins Jason FarleyOperator:

T yp e

Weather:

SAMPLE

Plastic Limit

Boring was backfilled with auger cuttings upon completion.

hrs

30.0 ft

Remarks:

Auger Cuttings

G ra ph ic

L og

KY ERFO COE 2019-1(1)

Density, Color, Plasticity, Size, Proportions, Moisture

Surface Elevation:

29.0 ft

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:

S P

T B lo w s pe r in

D ep th S ca le ft

N o.

Kendall Campground - Jamestown, Russell county, KY

E le va tio n (f ee t)

3 3/4" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

NAD83

HSA

BH20-02

Hammer Wt. & Type:

Clear, 38°F

Day Use Parking Lot

Standard Penetration Test Data

Project Datum:

Inspector:

R ec ft/

P P

R

Q D

Northing: 3478015.9447 Easting: 5097009.5061

B O

R

IN

G L

O G

/2

1/

1:

M :\P

R O

JE

C

T S

A

C E

\K Y

E R

F O

C O

E

9-

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

IN

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\G

IN

T \K

Y E

R F

O C

O E

9- 1(

1) .G

P J

592.5

585.5

583.5

563.5

1.8

2.0

2.0

2.0

Silty Fine SAND, very loose to loose, brown and gray, wet

Silty SAND (SM), very loose, gray, wet. A-4(0).

SAND and GRAVEL, medium dense, brown, wet

Auger Refusal at 54.1 ft.

1-2-1-3

1-0-2-2

0-0-0-2

0-0-0-0

0-1-1-3

J-11

J-12

J-13

J-14

J-15

50.0

52.0

54.1

Project Location:

Encountered at:

After

Caved at:

Hammer Drop:

Rock Core (RQD in %)

(Blows / ft)

593.5 ft

Undisturbed (UD)

11/2/20

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

11/2/20 Doug Hutchins Jason FarleyOperator:

T yp e

Weather:

SAMPLE

Plastic Limit

Boring was backfilled with auger cuttings upon completion.

hrs

30.0 ft

Remarks:

Auger Cuttings

G ra ph ic

L og

KY ERFO COE 2019-1(1)

Density, Color, Plasticity, Size, Proportions, Moisture

Surface Elevation:

29.0 ft

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:

S P

T B lo w s pe r in

D ep th S ca le ft

N o.

Kendall Campground - Jamestown, Russell county, KY

E le va tio n (f ee t)

3 3/4" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

NAD83

HSA

BH20-02

Hammer Wt. & Type:

Clear, 38°F

Day Use Parking Lot

Standard Penetration Test Data

Project Datum:

Inspector:

R ec ft/

P P

R

Q D

Northing: 3478015.9447 Easting: 5097009.5061

B O

R

IN

G L

O G

/2

1/

1:

M :\P

R O

JE

C

T S

A

C E

\K Y

E R

F O

C O

E

9-

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

IN

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\G

IN

T \K

Y E

R F

O C

O E

9- 1(

1) .G

P J

543.5

541.5

539.4

Sheet: 2 of 2

0.8

1.2

1.3

1.6

1.5

1.6

1.8

1.8

2.0

7" ASPHALT with 5" BASE

Silty Clayey SAND, very loose, brown, moist, trace organic matter and gravel

-FILL-

Silty SAND (SM), very loose, brown, moist, trace organic material. A-2-4(0).

Silty SAND, very loose to loose, brown, moist

- wet @ 25 ft.

1-1-2-2

0-1-0-1

1-1-2-2

1-1-1-1

1-1-2-2

2-3-4-6

1-3-4-4

1-5-4-4

1-1-1-2

0-0-1-2

J-1

J-2

J-3

J-4

J-5

J-6

J-7

J-8

J-9

J-10

1.0

8.0

13.0

Project Location:

Encountered at:

After

Caved at:

Hammer Drop:

Rock Core (RQD in %)

(Blows / ft)

581.0 ft

Undisturbed (UD)

11/6/20

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

11/6/20 Doug Hutchins Jason FarleyOperator:

T yp e

Weather:

SAMPLE

Plastic Limit

Boring was backfilled with auger cuttings upon completion.

hrs

25.0 ft

Remarks:

Auger Cuttings

G ra ph ic

L og

KY ERFO COE 2019-1(1)

Density, Color, Plasticity, Size, Proportions, Moisture

Surface Elevation:

27.1 ft

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:

S P

T B lo w s pe r in

D ep th S ca le ft

N o.

Kendall Campground - Jamestown, Russell county, KY

E le va tio n (f ee t)

3 3/4" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

NAD83

HSA

BH20-03

Hammer Wt. & Type:

Cloudy/Foggy, 48°F

Boat Access Ramp

Standard Penetration Test Data

Project Datum:

Inspector:

R ec ft/

P P

R

Q D

Northing: 3478102.2874 Easting: 5096941.9961

B O

R

IN

G L

O G

/2

1/

1:

M :\P

R O

JE

C

T S

A

C E

\K Y

E R

F O

C O

E

9-

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

IN

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\G

IN

T \K

Y E

R F

O C

O E

9- 1(

1) .G

P J

580.0

573.0

568.0

1.8

Silty SAND, very loose to loose, brown, moist (Continued)

- a lense of dark gray fine sand @ 31 ft.

Silty SAND (SM), very loose, gray, wet

Bottom of Boring at 42.0 ft.

0-0-1-5

0-0-0-1

0-0-0-0

J-11

J-12

J-13

40.0

42.0

Project Location:

Encountered at:

After

Caved at:

Hammer Drop:

Rock Core (RQD in %)

(Blows / ft)

581.0 ft

Undisturbed (UD)

11/6/20

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

11/6/20 Doug Hutchins Jason FarleyOperator:

T yp e

Weather:

SAMPLE

Plastic Limit

Boring was backfilled with auger cuttings upon completion.

hrs

25.0 ft

Remarks:

Auger Cuttings

G ra ph ic

L og

KY ERFO COE 2019-1(1)

Density, Color, Plasticity, Size, Proportions, Moisture

Surface Elevation:

27.1 ft

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:

S P

T B lo w s pe r in

D ep th S ca le ft

N o.

Kendall Campground - Jamestown, Russell county, KY

E le va tio n (f ee t)

3 3/4" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

NAD83

HSA

BH20-03

Hammer Wt. & Type:

Cloudy/Foggy, 48°F

Boat Access Ramp

Standard Penetration Test Data

Project Datum:

Inspector:

R ec ft/

P P

R

Q D

Northing: 3478102.2874 Easting: 5096941.9961

B O

R

IN

G L

O G

/2

1/

1:

M :\P

R O

JE

C

T S

A

C E

\K Y

E R

F O

C O

E

9-

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

IN

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\G

IN

T \K

Y E

R F

O C

O E

9- 1(

1) .G

P J

541.0

539.0

Sheet: 2 of 2

1.5

1.4

1.8

2.0

2.0

2.0

1.9

2.0

1.8

0.8

1" ASPHALT with 11" BASE

Silty Clayey SAND, loose, mottled brown and gray, moist

-FILL-

Silty Fine SAND (SM), very loose to loose, gray to brown, moist. A-4(0).

- trace clay @ 9 ft.

- wet @ 16.5 ft.

2-3-5-5

0-1-2-3

1-2-3-3

0-0-0-0

0-0-0-0

0-0-0-0

0-1-1-2

0-0-0-1

0-0-1-1

0-0-1-2

J-1

J-2

J-3

J-4

J-5

J-6

J-7

J-8

J-9

J-10

1.0

8.0

30.0

Project Location:

Encountered at:

After

Caved at:

Hammer Drop:

Rock Core (RQD in %)

(Blows / ft)

559.5 ft

Undisturbed (UD)

11/7/20

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

11/7/20 Doug Hutchins Jason FarleyOperator:

T yp e

Weather:

SAMPLE

Plastic Limit

Boring was backfilled with auger cuttings upon completion.

hrs

18.0 ft

Remarks:

Auger Cuttings

G ra ph ic

L og

KY ERFO COE 2019-1(1)

Density, Color, Plasticity, Size, Proportions, Moisture

Surface Elevation:

22.0 ft

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:

S P

T B lo w s pe r in

D ep th S ca le ft

N o.

Kendall Campground - Jamestown, Russell county, KY

E le va tio n (f ee t)

3 3/4" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

NAD83

HSA

BH20-04

Hammer Wt. & Type:

Clear, 49°F

Boat Access Ramp

Standard Penetration Test Data

Project Datum:

Inspector:

R ec ft/

P P

R

Q D

Northing: 3478227.5176 Easting: 5096836.5875

B O

R

IN

G L

O G

/2

1/

1:

M :\P

R O

JE

C

T S

A

C E

\K Y

E R

F O

C O

E

9-

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

IN

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\G

IN

T \K

Y E

R F

O C

O E

9- 1(

1) .G

P J

558.5

551.5

529.5

Sheet: 1 of 2

0.5

Silty Fine SAND (SM), very loose to loose, gray to brown, moist. A-4(0). (Continued)

Auger Refusal at 36.2 ft.

0-0-3-3

4-8-50/2"

J-11

J-12 36.2

Project Location:

Encountered at:

After

Caved at:

Hammer Drop:

Rock Core (RQD in %)

(Blows / ft)

559.5 ft

Undisturbed (UD)

11/7/20

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

11/7/20 Doug Hutchins Jason FarleyOperator:

T yp e

Weather:

SAMPLE

Plastic Limit

Boring was backfilled with auger cuttings upon completion.

hrs

18.0 ft

Remarks:

Auger Cuttings

G ra ph ic

L og

KY ERFO COE 2019-1(1)

Density, Color, Plasticity, Size, Proportions, Moisture

Surface Elevation:

22.0 ft

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:

S P

T B lo w s pe r in

D ep th S ca le ft

N o.

Kendall Campground - Jamestown, Russell county, KY

E le va tio n (f ee t)

3 3/4" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

NAD83

HSA

BH20-04

Hammer Wt. & Type:

Clear, 49°F

Boat Access Ramp

Standard Penetration Test Data

Project Datum:

Inspector:

R ec ft/

P P

R

Q D

Northing: 3478227.5176 Easting: 5096836.5875

B O

R

IN

G L

O G

/2

1/

1:

M :\P

R O

JE

C

T S

A

C E

\K Y

E R

F O

C O

E

9-

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

IN

V E

S T

IG

A

T

IO

N \B

O R

IN

G

L O

G S

\G

IN

T \K

Y E

R F

O C

O E

9-…