Pavement_Report.pdf

PAVEMENT REPORT NUMBER FY14-04

FHWA Project PRA-MACA 102(1) Mammoth Cave National Park

Edmonson County, Kentucky

Pavement Resurfacing and Rehabilitation for Cedar Sink Road and Adjacent Parking Area.

June 2014

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division 21400 Ridgetop Circle

Sterling, VA 20166

PRA-MACA 102(1) Pavement Report No. FY14-04

TABLE OF CONTENTS

I. INTRODUCTION

1. GENERAL

2. PROJECT DESCRIPTION

3. PROJECT PURPOSE-AND-NEED

4. REGIONAL GEOLOGY

II. PROCEDURES AND RESULTS

1. PAVEMENT CONDITION SURVEY

2. PAVEMENT CORING AND SOIL BORING

3. SAMPLING

4. FIELD TESTS AND MEASUREMENTS

5. DATA SUMMARY

6. LABORATORY INVESTIGATION

7. FINDINGS

Pavement Condition Subsurface Condition

III. ANALYSIS AND CONCLUSIONS

1. PAVEMENT DESIGN

IV. RECOMMENDATIONS

1. PAVEMENT SECTION

2. EARTHWORK

V. DISCLAIMER/LIMITATIONS CLAUSE

APPENDICES

Appendix A - Project Location and Geological Maps Appendix B - Pavement Condition Survey Appendix C - Boring Logs

Appendix D - Laboratory Test Results Appendix E - Pavement Design Analysis Appendix F - Slope Stabilization Detail

Note: Design changes, made subsequent to distribution of this report and prior to project advertisement, will be documented by a memo inserted after the title page

PAVEMENT REPORT NUMBER FY14-04

FHWA Project PRA-MACA 102(1)

Edmonson County, Kentucky

Pavement Resurfacing and Rehabilitation of Cedar Sink Road and adjacent Parking

Area.

I. INTRODUCTION

1. General

This report presents the results of the pavement and subsurface investigations, analysis, design, and recommendations for Mammoth Cave National Park Cedar Sink Road and adjacent parking area in Edmonson County, Kentucky. A Project Location Map is presented in Appendix A.

2. Project Description

Project PRA-MACA 102(1) consists of resurfacing and rehabilitation of Cedar Sink Road and Cedar Sink Trailhead Parking Area. Cedar Sink Road (NPS Route 102) is a two-lane, 20-foot wide asphalt concrete (AC) paved roadway (1.22 miles) starting at the intersection with Brownsville Road (NPS Route 015) to the southwest park boundary. Cedar Sink Trailhead Parking is an asphalt concrete paved pull-off parking area (~5,795 sqft) adjacent to Cedar Sink Road at milepost 0.57.

3. Project Purpose-and-Need

According to Highway Design, the Purpose and Need for this project is to provide a structurally and functionally adequate pavement structure that will grant access and mobility within the Park, with a long-term service life within the project limits.

4. Regional Geology

According to the United States Geological Survey (USGS), the project site is underlain by Rocks of Chesterian age, lower part including Upper Mississipian age limestone, sandstone, minor siltstone and shale. A Geologic Map of the project site is presented in Appendix A.

II. PROCEDURES AND RESULTS

1. Pavement Condition Survey

The Eastern Federal Lands Highway Division (EFLHD) Pavement Section conducted a pavement condition survey on October 30th, 2013. Identified pavement distresses and their quantified severity levels were recorded in accordance with “The Distress Identification

Manual for the Long-Term Pavement Performance Project, 1993” by the Strategic Highway Research Program (SHRP). A summary of our findings is presented in Appendix B.

2. Pavement Coring and Soil Boring

The EFLHD Subsurface Exploration Team drilled a total of 7 borings (Borings B-01 through B-06 and PL-01) on October 29th and 30th, 2013. All borings were advanced using a flight auger on a model CME 850 rotary drill rig. Borings were advanced to a depth of 5.0 feet.

The Boring Logs are presented in Appendix C.

3. Sampling

Sampling of materials beneath the tip of the flight augers was performed in all borings as they were advanced. Continuous sampling was conducted from 1 to 5 feet by split-barrel sampling. Represented soil boring samples were recovered with a 2 ¼ inches outside diameter split-barrel sampler in accordance with AASHTO T200-87. Representative portions of split-barrels were preserved in glass jars for laboratory testing. The sampling sequence for soil borings are summarized on the Boring Logs presented in Appendix C, while Laboratory Test Results are documented in Appendix D.

4. Field Tests and Measurements

The EFLHD Pavement Section personnel performed the following field tests and took measurements during the course of the structural evaluation of the existing pavement and the subsurface exploration.

The locations of Borings B-01 through B-06 and PL-01 were determined from features present on-site and by referencing the existing roadway centerlines and ground stationing.

Standard penetration tests (SPT) were performed and resistance was recorded during the recovery of each split barrel sample in accordance with AASHTO T206-87. The sampler was driven into the soil using an automatic hammer. Sample recovery measurements were made and recorded for each sampling attempt. A field description by color and texture was made for each recovered sample.

5. Data Summary

The results of field tests and measurements of all borings were recorded on the drillers’ logs and appropriate data sheets in the field. These data sheets and logs contain information concerning the boring methods; samples attempted and recovered; indications of the presence of various materials. They also contain interpretations by the subsurface exploration team leader of the conditions based on the performance of the equipment and cuttings brought to the surface by the drilling tools. Therefore, the field data represents both factual and interpretative information. The Boring Logs in Appendix C of this report represent a compilation of field and laboratory data and description of the soil samples by a pavement engineer. These records occasionally do not include all data recorded on drillers’ logs and field data sheets, but do include all information considered relevant to the design and construction of this report. No water was encountered during the drilling of any borings as noted in the boring logs. Fluctuations in the ground water level due to seasonal and climatic effects should be expected.

6. Laboratory Investigation

At the conclusion of the fieldwork, laboratory testing was conducted on 4 soil samples from Borings B-01 through B-06. Laboratory tests on the samples included gradation (AASHTO T-88), Atterburg limits (AASHTO T-89, T-90), moisture content (AASHTO T-265), soil classification (AASHTO T-145). Laboratory test results are summarized in Table 1.

Table 1 - Results of Laboratory Testing

Boring

Sample

Sample Depth

(ft)

%-200

LL(1)

PI(2)

Classification(1)

Moisture Content(1)

B-01 J-1 1-3 74.5 31 16 A-6(10) 13.1 B-02 J-1 1-3 16.7 N/D N/P A-2-4(0) 8.4 B-03 J-2 3-5 49.0 34 19 A-6(5) 17.5 B-06 J-2 3-5 50.5 31 15 A-6(4) 17.7

Note that (1) N/D denotes “Not Determined” and (2) N/P denotes “Non-Plastic” in Table 1 above.

7. Findings

The findings at the project site are summarized below. Refer to the boring logs in Appendix C and the laboratory data in Appendix D for more detailed information. Ground water was not encountered during any of the borings as noted in the boring logs. Fluctuations in the water level due to seasonal and climatic effects should be expected.

Pavement Condition

Based on the pavement condition survey conducted by EFLHD Pavement Section in October 2013, the most prevalent pavement distress type exhibited along Cedar Sink Road was minor transverse cracking (Figure 2), with areas exhibiting moderate to severe longitudinal and alligator cracking (Figure 3). Additionally, one area is exhibiting lateral support failures (Figure 4).

Figure 1. Cedar Sink Road typical existing conditions

Figure 2. Cedar Sink Road transverse cracking

Figure 3. Cedar Sink Road alligator cracking

Figure 4. Cedar Sink Road lateral support failure

Subsurface Condition

Borings B-01 through B-06 were taken along Cedar Sink Road. The existing HMA pavement thickness ranged from 3.5 to 5.5 inches with an average of 4.2 inches. Aggregate base course thickness ranged from 8.0 to 9.0 inches, with an average of 8.6 inches.

Boring PL-01 was conducted in Cedar Sink Trailhead parking area. The existing HMA pavement thickness was 3.5 inches and aggregate base course thickness was 12.0 inches.

Reddish tan sandy and silty clay (A-6) was encountered in 6 borings below the aggregate base course. Based on laboratory testing of this clay material, water content ranged from

13.1 to 17.7% with an average of 16.1%, liquid limit ranged from 31 to 34% with an average of 32%, and plasticity index ranged from 15 to 19% with an average of 16.7%.

Reddish tan silty sand (A-2-4) was encountered in 2 borings below the aggregate base course. Based on laboratory testing of this silty sand material, water content was 8.4%, and were determined to be non-plastic.

III. ANALYSIS AND CONCLUSIONS

1. Pavement Design

Flexible pavement design analyses were performed in accordance with 1993 AASHTO Pavement Design procedure using the DARWin (Version 3.01) Pavement Design System to determine the future structural number (SN) necessary for the proposed roadways. The flexible pavement design analysis and overlay design analysis were for a 20-year performance period. The design analysis to determine the 18-kip Equivalent Single Axle Loads (ESALs) for the roadway was performed using the Rigorous ESAL Calculation in DARWin and based upon average daily traffic of 215. Vehicle classifications included 97% passenger vehicles, 1% busses and RV’s with trailers, 1% heavy maintenance trucks, and 1% light truck vehicle volume for the project. The traffic growth rate of 2% was assumed for future traffic volume increases. The vehicle classification data and traffic volumes were interpreted and adjusted based on information provided by Highway Design. The effective roadbed soil resilient modulus (MR) was determined based on information obtained from the subsurface investigation. The average value of MR determined for the length of the project was 7,000 psi. Other parameters specified in the analysis included a reliability of 75 percent, an overall standard deviation of 0.49, and initial serviceability index of 4.2, and a terminal serviceability index of 2.0. The results of the analysis are presented in Appendix E.

IV. RECOMMENDATIONS

The following pavement recommendations are based on the existing conditions at the time of the field investigation in October 2013. The recommendations included here reference the

FP-03, “Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects” (FP-03 Specifications).

1. Pavement Section

Based on field condition survey and subsurface investigation, minimum flexible pavement sections with a 20-year performance period for the project sites are provided in below.

Cedar Sink Road and Cedar Sink Trailhead Parking (NPS Routes 102 and 919)

According to the Design Scoping Report (September 2013) Cedar Sink Road was last rehabilitated over 30 years ago, with only minor repairs since. Based on our field investigation, Cedar Sink Road is exhibiting minor transverse cracking, pavement oxidation, and delamination of the surface lift in a few areas. Limited areas are exhibiting moderate to high severity longitudinal and alligator cracking, and one area with poor lateral support.

With the exception of these areas exhibiting alligator and longitudinal cracking, the existing pavement structure is structurally adequate to carry the anticipated traffic loads. As a result of these conditions, we are providing the following recommendations.

Mill and Overlay

The existing AC should be milled to a depth of 2-inches in order to remove the oxidized and delaminated surface lift. The milled surface should then be overlaid with 2-inches of AC pavement according to the minimum requirements laid out below in Table 2. Prior to overlay, crack sealing should be performed according to Section 414 of the FP-03 Specifications. The permissive specifications for Warm-mix Asphalt (WMA) should also be included.

Table 2. Mill and Overlay Recommendations (Routes 102 and 919)

Layer Minimum Thickness (in) Comments

AC Surface Course 2

Superpave Asphalt Concrete Pavement (SACP), < 0.3 x 106 ESAL’s, ½”

Nominal Maximum Size Aggregate (NMSA), Type IV smoothness

Asphalt Tack Coat --- AC Tack Coat per Section 412 of the

FP-03 Specifications

The 20-year required structural number for Cedar Sink Road based on the anticipated traffic is 1.95. The design structural number for the typical section provided in Table 2 above is 2.00.

Areas identified along Cedar Sink Road (Appendix B) will require full-depth spot reconstruction according to the minimum requirements laid out below in Table 2. Any unsuitable material should be subexcavated to a minimum depth of 6-inches according to the CO and covered with geotextile, Type II-B prior to placement of the aggregate base course.

Table 3. Spot Repair Recommendations

Layer Minimum Thickness (in)

Comments

AC Surface Course 2 SACP, < 0.3 x 106 ESAL’s, ½”

NMSA, Type IV smoothness

Asphalt Tack Coat --- AC Tack Coat as per Section 412 of the FP-03 Specifications

AC Base Course 2 SACP, < 0.3 x 106 ESAL’s, ½”

NMSA

Asphalt Prime Coat --- AC Prime Coat as per Section 411 of the FP-03 Specifications

Aggregate Base Course 8

Base Aggregate, Grading C or D, as per Subsection 703.05(b) of the FP-03

Specifications

Additionally, a section with poor slope stability was identified between stations 32+80 and 35+30 that will require further stabilization according to the minimum requirements laid out below in Table 4. A sketch of the proposed detail is provided in Appendix F.

Table 4. Slope Stabilization Recommendations

Layer Minimum Thickness (in)

Comments

AC Surface Course 2 SACP, < 0.3 x 106 ESAL’s, ½”

NMSA, Type IV smoothness Asphalt Tack

Coat --- AC Tack Coat as per Section 412 of the FP-03 Specifications

AC Base Course 2 SACP, < 0.3 x 106 ESAL’s, ½”

NMSA

Asphalt Prime Coat --- AC Prime Coat as per Section 411 of the FP-03 Specifications

Aggregate Base Course 8

Base Aggregate, Grading C or D, as per Subsection 703.05(b) of the FP-03

Specifications Aggregate Base

Stabilization Layer

Base Aggregate, Grading C or D, as per Subsection 703.05(b), wrapped in Geotextile, Type II-B

Aggregate Base Stabilization

Layer

Base Aggregate, Grading C or D, as per Subsection 703.05(b), wrapped in

Geotextile, Type II-B

2. Earthwork

Soil Cover for Buried Structures: All proposed pipes and other proposed buried structures should have a minimum soil cover of 12 inches.

Subgrade Preparation: If unsuitable subgrade materials are encountered in isolated areas, sub-excavation of unsuitable materials is recommended to a minimum depth of 6-inches.

The sub-excavated areas should then be backfilled with unclassified borrow, re-compacted to at least 95% of maximum density in accordance with the AASHTO T 180 Method D, and covered with geotextile, Type II-B.

Aggregate Base Course: Immediately after subgrade preparation, aggregate base course should be placed and compacted to at least 95% of maximum density in accordance with the Section 301 of the FP-03 Specifications. Any additional material should be Base Aggregate, Grading C or D as per Section 703.05(b) of the FP-03 Specifications.

V. DISCLAIMER/LIMITATIONS CLAUSE

The subsurface explorations and tests described in the section on Procedures and Results have been conducted in accordance with standard practices and procedures (except as specifically noted). The results of these explorations and tests represent conditions at the specific locations indicated. Subsurface and conditions between these locations may vary.

The Analysis and Conclusions section and the Recommendations section in 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:

Sean O’Brien Pavement Engineer

Reviewed by:

Bill Eshbaugh Pavement Team Leader

APPENDIX A – Project Location and Geological Maps

Source: United States Geological Survey (USGS), "Geologic Map of Kentucky" Google Earth, 2014

Mcl: Rocks of Chesterian age, lower part - Upper Mississippian Including limestone, sandstone, minor siltstone and shale

SE

SHEET

NO. PROJECT

STATEREG

PRA-MACA 102(1)

TOTAL

SHEETS

1KY

FIGURE 2

GEOLOGIC MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

Edmonson County, Kentucky (2005) Source: http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx

WbE - Wallen-Bledsoe-Donahue complex Typical profile (Wallen) 0-6 inches: Gravelly loam (A-2, A-4) 6-25 inches: Very cobbly loam, silt loam (A-1-b, A-2, A-4) 25-29 inches: Unweathered bedrock

Typical profile (Bledsoe) 0-10 inches: Loam (A-4, A-6) 10-17 inches: Clay, silty clay, silty clay loam (A-6, A-7-6) 17-79 inches: Gravelly silty clay loam, silty clay, clay (A-6, A-7-6)

Typical profile (Donahue) 0-9 inches: Loam (A-2, A-4) 9-16 inches: Clay loam, sandy clay loam, gravelly clay loam (A-4, A-6) 16-34 inches: Silty clay, gravelly silty clay, clay (A-7-6) 34-38 inches: Unweathered bedrock

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

1KY

FIGURE 3

SOIL SURVEY MAP EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

TOTAL

SHEETS

SE

SHEET

NO. PROJECT

STATEREG

PRA-MACA 102(1)

APPENDIX B – Pavement Condition Survey

Begin End Direction Location Distress Length

(ft) Width (ft) Area

(sqyd) 10+00 11+30 13+40 B A Minor LC 14+50 14+90 SB Edge Minor EC 14+70 15+90 B A Severe AC 120 20 2400 16+05 B A Minor TC 16+55 B A Minor TC 18+90 B A Minor TC 21+80 B A Minor TC 23+75 B A Minor TC 24+53 B A Minor TC 24+94 B A Minor TC 27+94 B A Minor TC 30+00 31+00 B A Settling at Culvert 100 20 2000 32+80 B A Minor TC 32+80 35+30 SB A Slope Failure 250 10 2500

36+54 38+30 SB A LC

38+55 B A Minor TC 39+14 40+15 B A Minor BC 40+15 40+70 SB IWP Minor LC 41+12 B A Minor TC 49+50 50+40 B A Moderate AC 90 20 1800 51+15 51+55 SB OWP Moderate LC 54+83 B A Minor TC 54+83 55+25 SB OWP Minor LC 55+25 56+55 B A Moderate LC and AC 130 20 2600 58+86 B A Minor TC 59+93 B A Minor TC 61+10 B A Minor TC 65+20 65+50 SB Edge Minor EC 65+50 B A Minor TC 66+10 B A Minor TC 66+60 66+80 SB Edge Minor EC 66+80 B A Minor TC 69+40 B A Minor TC 70+15 B A Minor TC 70+50 B A Minor TC 70+80 71+60 B A Minor TC throughout 72+32 B A Minor TC 73+00 73+10 B A Minor AC and TC 10 20 200 73+40 B A Minor TC 73+90 B A Minor TC 74+00 74+20 NB Edge Moderate EC 74+10 B A Minor TC 74+50

Begin Route 102 at Int with Route 70

End Route 102 at Int with Roy Davis Dr *Spot Repair Locations

MACA 102(1) Pavement Condition Survey

APPENDIX C – Boring Logs

J-1

J-2

0.3

1.0

3.0

5.0

1.3

1.3

5-9-11-14

4-11-13-18

3.5" ASPHALT CONCRETE PAVEMENT

8.5" AGGREGATE BASE COURSE

Very Stiff, tan SILTY CLAY (A-6(10)) (dry)

Very stiff, tan and red SANDY CLAY (moist)

Bottom of borehole @ 5.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-01

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-MACA 102(1)

Mammoth Cave National Park hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/30/13 Flight Auger

10/30/13 O'Brien

Kingsley Overcast

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Cedar Sink Road (Route 102) at MP 0

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered before or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/1

0.4

1.0

3.5

1.2

0.4

5-9-10-23

50/5

4" ASPHALT CONCRETE PAVEMENT

8" AGGREGATE BASE COURSE

Medium dense, reddish tan SILTY SAND (A-2-4(0)), trace clay (moist)

Refusal @ 3.5 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-02

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-MACA 102(1)

Mammoth Cave National Park hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/30/13 Flight Auger

10/30/13 O'Brien

Kingsley Overcast

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Cedar Sink Road (Route 102) at MP 0.25

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered before or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/1

5"

0.4

1.1

3.0

5.0

0.9

1.2

7-9-14-11

2-3-4-7

4" ASPHALT CONCRETE PAVEMENT

9" AGGREGATE BASE COURSE

Medium dense, tan SANDY SILT, some gravel, weathered rock in bottom of split spoon (moist)

Medium, red SILTY CLAY (A-6(5)) (moist)

Bottom of borehole @ 5.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-03

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-MACA 102(1)

Mammoth Cave National Park hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/30/13 Flight Auger

10/30/13 O'Brien

Kingsley Overcast

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Cedar Sink Road (Route 102) at MP 0.50

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered before or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/1

0.4

1.1

3.0

0.1

0.0

10-5-3-7

50/0

4" ASPHALT CONCRETE PAVEMENT

9" AGGREGATE BASE COURSE

Medium, red SILTY CLAY (moist)

Refusal @ 3.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-04

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-MACA 102(1)

Mammoth Cave National Park hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/30/13 Flight Auger

10/30/13 O'Brien

Kingsley Overcast

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Cedar Sink Road (Route 102) at MP 0.75

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered before or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/1

0"

0.4

1.1

4.9

1.4

1.4

7-4-6-9

7-13-18-50/4

4" ASPHALT CONCRETE PAVEMENT

9" AGGREGATE BASE COURSE

Stiff to very stiff, red and tan SILTY CLAY (moist)

Refusal @ 4.9 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-05

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-MACA 102(1)

Mammoth Cave National Park hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/30/13 Flight Auger

10/30/13 O'Brien

Kingsley Overcast

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Cedar Sink Road (Route 102) at MP 1.0

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered before or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/1

0.5

1.1

5.0

1.5

2.0

2-5-6-10

5-9-10-12

5.5" ASPHALT CONCRETE PAVEMENT

8" AGGREGATE BASE COURSE

Stiff to very stiff, tan to red SILTY CLAY (A-6(4)) (moist)

Bottom of borehole @ 5.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

B-06

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-MACA 102(1)

Mammoth Cave National Park hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/30/13 Flight Auger

10/30/13 O'Brien

Kingsley Overcast

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Cedar Sink Road (Route 102) at MP 1.22

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered before or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/1

0.3

1.3

5.0

1.0

1.6

10-8-8-5

2-5-8-8

3.5" ASPHALT CONCRETE PAVEMENT

12" AGGREGATE BASE COURSE

Stiff, reddish brown SILTY CLAY (moist)

Bottom of borehole @ 5.0 feet

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Liquid Limit

Standard Penetration Test Data

PL-01

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-MACA 102(1)

Mammoth Cave National Park hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

Auger Cuttings UD

30 in

20 60 80

140 lbs/Auto 4 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 10/30/13 Flight Auger

10/30/13 O'Brien

Kingsley Overcast

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Project Location:

Plastic Limit

Cedar Sink Parking Area

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered before or after drilling began.

B O

R

IN

G L

O G

B O

R

IN

G _L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/1

APPENDIX D – Laboratory Test Results

SOIL DATA

NO.

USCSDESCRIPTION

DEPTHSAMPLE

SOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% + 3"

% GRAVEL

CRS. FINE

% SAND

CRS. MEDIUM FINE

% FINES

SILT CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 0.0 0.0 2.6 1.4 21.5 74.5

(ft.)

MACA 102(1)

EFLHD/EFLHD

MP 0.0 B-01/J-1 1-3 Lean clay with sand CL

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 1.6 0.7 2.0 79.0 16.7

MP 0.25 B-02/J-1 1-3 Silty sand SM

0.0 0.0 6.1 4.0 3.9 37.0 49.0

MP 0.5 B-03/J-2 3-5 Clayey sand SC

0.0 0.0 0.0 0.0 0.9 48.6 50.5

MP 1.25 B-06/J-2 3-5 Sandy lean clay CL

SOIL DATA

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.)

AASHTO

MACA 102(1)

EFLHD/EFLHD

A-6(10)16311513.11-3B-01/J-1MP 0.0

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

A-2-4(0)NPNVNP8.41-3B-02/J-1MP 0.25

A-6(5)19341517.53-5B-03/J-2MP 0.5

A-6(4)15311617.73-5B-06/J-2MP 1.25

10 30 50 70 90 110

LIQUID LIMIT

P

LA

S T

IC

IT

Y

IN

D E

X

PI

=L

L-

A-4 or A-2-4 A-5 or A-2-5

A-7-6

A-6 or A-2-6

A-7-5 or A-2-7

APPENDIX E – Pavement Design Analysis

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

Flexible Structural Design Module

Route 102 - Cedar Sink Rd

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 50,000 Initial Serviceability 4.2 Terminal Serviceability 2 Reliability Level 75 % Overall Standard Deviation 0.49 Roadbed Soil Resilient Modulus 7,000 psi Stage Construction 1

Calculated Design Structural Number 1.95 in

Rigorous ESAL Calculation

Performance Period (years) 20 Two-Way Traffic (ADT) 215 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 60 %

Vehicle Class

Percent of

ADT

Annual

Growth

Average Initial Truck Factor

(ESALs/ Truck)

Annual % Growth in

Truck Factor

Accumulated 18-kip ESALs over Performance Period

1 97 2 0.0007 0 761 2 1 2 1.85 0 20,746 3 1 2 0.3 0 3,364 4 1 2 0.6 0 6,728

Total 100 - - - 31,600

Growth Simple

Total Calculated Cumulative ESALs 31,600

Specified Layer Design

Layer

Material Description

Struct Coef.

(Ai)

Drain Coef.

(Mi)

Thickness (Di)(in)

Width

(ft)

Calculated

SN (in)

1 AC 0.4 1 3.5 10 1.40

2 GAB 0.1 1 6 10 0.60

Total - - - 9.50 - 2.00

APPENDIX F – Slope Stabilization Detail