MACA 12(1) 908(1) Final Pavement Report_Updated.pdf

PAVEMENT REPORT NUMBER FY22-03

Project NP-MACA 12(1), 908(1)

Mammoth Cave National Park Edmonson County, Kentucky

Pavement Design Recommendations for

Mammoth Cave Entrance Road, Mammoth Cave Hotel Parking Area, and Hotel Service Road

October 2022

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division 22001 Loudoun County Parkway

Ashburn, VA 20147

NP MACA 12(1), 908(1) Pavement Report No. FY22-03

TABLE OF CONTENTS

1 INTRODUCTION

1.1 GENERAL

1.2 PROJECT DESCRIPTION

1.3 PROJECT PURPOSE-AND-NEED

2 PROCEDURES AND RESULTS

2.1 PAVEMENT CONDITION ASSESSMENT PROCEDURES

2.1.1 Existing Pavement Conditions

2.2 SUBSURFACE EVALUATION PROCEDURE

2.3 SUBSURFACE FINDINGS

2.3.2 Subsurface Conditions

3 ANALYSIS AND CONCLUSIONS

4 RECOMMENDATIONS

4.1 NEW CONSTRUCTION AND RECONSTRUCTION RECOMMENDATIONS

4.2 HOTEL BUS LOOP - BUS DROP-OFF LANE - CONCRETE PAVEMENT

4.3 SHARED USE PATH, HOTEL PLAZA, AND SIDE PATHS

4.4 GRAVEL PARKING AREA

APPENDICES

Appendix A - Project/Soil Boring Location Map Appendix B - Roadway Condition Summary Report Appendix C - Photographs Appendix D - Pavement Coring Log Appendix E - Soil Boring Logs Appendix F - Laboratory Testing Results Appendix G - Pavement Design Analysis

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 FY22-03

Project NP-MACA 12(1), 908(1)

Edmonson County, Kentucky

Pavement Design Recommendations for Mammoth Cave Entrance Road, Mammoth Cave

Hotel Parking Area, and Hotel Service Road

1 INTRODUCTION

1.1 General

This report discusses the findings and recommendations for Project NP MACA 12(1), 908(1) located in Mammoth Cave National Park in Edmonson County, Kentucky. A Project Location Map is presented in Appendix A.

1.2 Project Description

Mammoth Cave National Park encompasses portions of Mammoth Cave, the longest known cave system in the world. Project NP MACA 12(1) 908(1) focuses on the reconstruction and new construction of roadways and a shared use path as part of a series of projects to renovate the Mammoth Cave Lodge.

This project consists of the new construction and/or reconstruction of:

Mammoth Cave Parkway (MACA-0010) is an existing 5.74 mile long, 2-lane, 2-way asphalt concrete (AC) roadway. For this project a left turn lane will be constructed on this route to provide access to the new Hotel Service Access Road.

Hotel Entrance Road (MACA-0012) is an existing 633-foot long, 2-lane, 2-way, AC roadway. Approximately 1,000 feet of this road will be realigned for this project and will undergo new construction. To tie into the new alignment, the remaining portion of the road will undergo reconstruction.

Visitor Center Bus Loop (MACA-0224) is a 0.58-mile, 2-lane, 2-way, AC roadway that serves as a bus drop off for visitors to the Park and is accessed via the Hotel Entrance Road (MACA-0012). For this project, approximately 250 feet of the roadway will be demolished due to the realignment of the Entrance Road, and approximately 60 feet of the Bus Loop will be reconstructed to serve as a roadway apron to the new Hotel Services Access Road (MACA-0901C).

Hotel Bus Loop (MACA-0228) will be a 200-foot long, 2-lane, 1-way AC roadway.

The scope of work for this route also includes installation of a Jointed Reinforced Concrete Pavement (JRCP) drop off lane.

Hotel Services Parking (MACA-0901B) is a 5,763 square foot, AC parking area which serves as a loading bay for supplies to the Mammoth Cave Lodge.

Hotel Service Access Road (MACA-0901C) will be a 457-foot long, 2-lane, 2-way, Asphalt Concrete (AC) roadway that connects Mammoth Cave Parkway to the Hotel Services Parking Lot.

Mammoth Cave Parking (MACA-0908) is an existing 123,003 square foot AC parking area serving visitors to the Mammoth Cave Lodge. For this project the existing parking lot will undergo reconstruction and an extension to this parking area will be newly constructed.

Overflow Parking Area will be an approximately 14,000 square foot AC parking area meant for overflow traffic from the Mammoth Cave Hotel Parking that will be newly constructed.

Shared Use Paths will be a series of 10-foot wide, exposed aggregate concrete pedestrian trails for visitors to Mammoth Cave.

Mammoth Cave Plaza Area will be an exposed aggregate concrete gathering location for visitors to Mammoth Cave.

Side Paths will be a series of 8-foot wide, exposed aggregate concrete pedestrian trails for visitors to Mammoth Cave.

Gravel Parking Area will be a 2,125 square foot aggregate surfaced parking area.

1.3 Project Purpose-and-Need

The Purpose-and-Need for this project is to provide needed parking spaces, improve traffic circulation, construct new pavement, and reconstruct existing pavement, while improving the natural landscape within Mammoth Cave National Park.

2 PROCEDURES AND RESULTS

2.1 Pavement Condition Assessment Procedures

The existing pavement conditions of the roadways and parking areas included in the scope of work have been assessed based on information obtained from the following data sources:

In 2021, the Eastern Federal Lands Highway Division (EFLHD) Road Inventory Program (RIP) collected the road condition data for the Park using the automatic Data Collection Vehicle (DCV) as part of Cycle 6 (C6) collection. The RIP roadway condition information was used to determine the Pavement Condition Rating (PCR) which is the overall indicator of pavement performance and surface condition. Cracking, rutting and ride quality data are the surface characteristics that most contribute to PCR. Pavement conditions are categorized based on the PCR into “Good” (PCR ≥ 85), “Fair” (60 < PCR < 85), and “Poor” (PCR ≤ 60). A PCR below 30 is indicative of the end of pavement service life.

In December 2021, an EFLHD Pavement Engineer conducted a pavement condition survey as part to assess the existing pavement conditions based on visual observation of surface distresses.

In December 2021, the EFLHD Subsurface Exploration Team performed a subsurface investigation including collection of 6 pavement cores to determine the existing asphalt concrete pavement condition and layer thickness throughout the project.

2.1.1 Existing Pavement Conditions

A summary of PCRs and pavement conditions based on the condition survey conducted in 2021 are shown in Table 1. The Road Condition Summary Report for roadways within this project and photographs showing typical pavement conditions are included in Appendix B and C, respectively.

Table 1. Existing Pavement Conditions Route Name PCR Pavement Condition (December 2021)

Mammoth Cave Parkway (MACA-0010) 100 Pavement is in excellent condition overall.

Localized low severity transverse cracking was observed.

Hotel Entrance Road (MACA-0012) 98 Pavement is in excellent condition with no visible distresses

Visitor Center Bus Loop (MACA-0224) 99 Pavement is in excellent condition with no visible distresses

Hotel Services Parking (MACA-0901B) 73 High severity fatigue cracking, moderate to high severity edge cracking, and low severity longitudinal cracking.

Mammoth Cave Hotel Parking (MACA- 0908)

73 Low to moderate severity longitudinal cracking.

Raveling along cold joints.

In December 2021, EFLHD’s subsurface exploration team extracted a total of 6 pavement cores from the Hotel Entrance Road, Cave Hotel Parking, and Service Parking to determine the existing pavement condition and thickness. Table 2 summarizes the existing AC thickness and condition information from the cores. Pavement Coring Logs are included in Appendix D.

Table 2. Pavement Core Data Route Name Number of

Cores AC Thickness Range (Inches)

Average AC Thickness (Inches)

Pavement Cores Condition

Mammoth Cave Entrance Road

(MACA-0012)

1 6.0 6.0 Specimen intact

Hotel Services Parking

(MACA-0901B)

1 4.0 4.0 Loss of bond at 3.0”.

Stripping observed at loss of bond Mammoth Cave Hotel Parking (MACA-0908)

4 5.0-8.0 6.25 All cores collected experienced multiple occurrences of bond loss and stripping.

2.2 Subsurface Evaluation Procedure

EFLHD’s Subsurface Exploration Team drilled a total of 4 soil borings in December 2021.

The roadway borings were drilled to a depth of 5 feet below the existing grade along Mammoth Cave Entrance Road, Hotel Service Parking, and Hotel Parking Area.

Standard Penetration Tests (SPT) were performed using a 2 -inch (outer diameter) split-spoon sampler in accordance with AASHTO T-206. SPT soil samples were recovered by driving the split spoon sampler a distance of 24 inches, or until refusal, into the undisturbed soil under the action of a 140-pound automatic hammer free-falling 30 inches. The number of hammer blows required to advance the split-spoon sampler the middle 12 inches of the 24-inch sample interval is designated as the “Standard Penetration Resistance” or N-value. The N-values and the number of blows required to advance the sampler through each 6-inch interval was recorded on field boring logs. Representative portions of the SPT soil samples were placed in glass jars, labeled, and transported to the EFLHD Materials Testing Laboratory in Sevierville, TN for testing and storage.

Laboratory testing of selected soil samples included gradation analysis by sieve (AASHTO T-27 and AASHTO T-11), Liquid Limit, Plastic Limit, and moisture content of soils (AASHTO T-89, AASHTO T-90, and AASHTO T-265), California Bearing Ratio (AASHTO T-193), and standard proctor (AASHTO T-99).

2.3 Subsurface Findings

Table 3 summarizes the laboratory testing results for the subgrade soil. Soil boring logs and laboratory testing results are included in Appendix E and F, respectively.

Table 3: Laboratory Testing Results Boring

ID

Sample

ID

Depth (Feet)

Moisture Content

Liquid Limit

Plastic Limit

Plasticity Index

AASHTO

Classification

Description CBR

PV21-01 J-1 1-3 8.3 19 NP NP A-2-4(0) Silty Gravel with Sand

PV21-01 Bulk 0-5 14.0 31 21 10 A-4(3) Sandy Lean Clay

PV21-02 J-1 1-3 8.9 NV NP NP A-1-a Poorly Graded Gravel with Silt and Sand

PV21-02 J-2 3-5 18.8 NV NP NP A-1-a Poorly Graded Gravel with Silt and Sand

PV21-02 Bulk 0-5 N/A 19 NP NP A-4(0) Silty Sand 3 PV21-04 J-2 3-5 23.6 27 17 10 A-4(2) Sandy Lean

Clay

PV21-04 Bulk 0-5 N/A NV NP NP A-3 Poorly Graded Sand with Silt and Gravel

PV21-06 J-1 1-3 20.0 18 38 20 A-6(5) Clayey Sand - NP – Non-Plastic NV – Non-Viscous

2.3.2 Subsurface Conditions

Based on the soil borings and laboratory testing results, the following conditions were encountered:

Mammoth Cave Entrance Road: silty gravel with sand and sandy lean clay were encountered at this site. The N-value recorded in the clay layer was 8 blows per foot (bpf) indicating firm consistency. The Plasticity Index (PI) and the Liquid Limit (LL) were 10 and 31. The soil strength tested from boring PV21-01 on this road resulted in a CBR of 3%, which corresponds to a resilient modulus (Mr) of 4,500 psi.

Mammoth Cave Hotel Parking: sandy lean clay, clayey sand and sand with gravel and silt soils were encountered at this site. The N-values recorded in the lean clay and clayey sand ranges from 4 to 19 bpf indicating soft to very stiff consistency. The LL and PI for the sandy lean clay sample were 27 and 10 and for the clayey sand sample were 38 and 20. The sand with gravel and silt sample was determined to be non-plastic (NP). The soil strength tested from boring PV21-04 on this parking area resulted in a CBR of 16%, which corresponds to a Mr of 15,067 psi.

Hotel Services Parking: gravel with silt and sand and silty sand with N-values recorded in the gravel and silty sand layers ranging from 8 to 11 bpf indicating loose to medium dense density. The LL and PI for the silty sand sample were tested to be 19 and NP. The soil strength tested from boring PV21-02 in this parking area resulted in a CBR of 3%, which corresponds to a Mr of 4,500 psi.

Borings were monitored for the presence of groundwater during drilling. No groundwater was encountered in any of the borings.

3 ANALYSIS AND CONCLUSIONS

The design for the pavement structure for routes in this project was performed in accordance with the 1993 AASHTO Guide for Design of Pavement Structures, AASHTOWare Darwin software (Version 3.1) and the Federal Lands Highway Project Development and Design Manual (PDDM). The recommendations included here reference the FP-14, “Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects” (FP-14 Specifications).

Structural Analysis was completed for two sets of routes; the first analysis was completed for the Hotel Entrance Road, AC Bus Drop Off Lane, and all AC parking areas. The second analysis was completed for New Left Turn Lane on Mammoth Cave Parkway, the Hotel Services Access Road, and the Visitor Center Bus Loop. A second analysis was needed as traffic to the three above mentioned routes is significantly different in classification and volume compared to the traffic going to the other routes. The majority of traffic for routes in the first analysis will be lighter passenger vehicles and occasional bus traffic for guests staying at the Mammoth Cave Lodge. Routes included in the second analysis will experience mostly bus traffic with occasional tractor trailer traffic for deliveries to the Mammoth Cave Lodge.

For the first analysis, an Annual Average Daily Traffic (AADT) of 682 vehicles per day was provided by the Park. The second analysis assumed an AADT of 100 vehicles per day as specific bus traffic data was not provided by the Park.

The effective roadbed soil resilient modulus was determined based on information obtained from the subsurface investigation via CBR correlation. MR of 4,500 PSI was used for both analyses. A terminal serviceability of 2.5 and 2.0 was used for the first and second analyses, respectively. Additional parameters specified in the analysis included a reliability of 75 percent, an overall standard deviation of 0.49, and an initial serviceability of 4.2. The results of the analyses are presented in Appendix G.

4 RECOMMENDATIONS

The following pavement recommendations are based on the existing pavement conditions at the time of the field investigation in December 2021. The recommendations included here reference the FP-14, “Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects” (FP-14 Specifications).

4.1 New Construction and Reconstruction Recommendations

It’s our understanding that the route construction for this project is to be conducted in phases.

As a result, the final lift of asphalt (AC surface course) is proposed to be placed during the last phase of construction. With this in mind, we recommend placement of a separation and stabilization geotextile, followed by a 6-inch aggregate base, a 3.0-inch AC base course, and a 2.0 AC intermediate course during the initial construction phase. Afterwards, a 1.5-inch (3/8” NMSA mix) surface course shall be placed as part of a separate phase.

The minimum requirements are listed in Table 4. These recommendations are applicable to the routes listed below. Please note that at the time of this report, the numbers for new routes has not been finalized and is subject to change.

Mammoth Cave Parkway Left Turn Lane (MACA-0010) Hotel Entrance Road (MACA-0012) Visitor Center Bus Loop (MACA-0224) Hotel Bus Loop (MACA-0228); Note this only applies to the AC lane of this route.

The pavement recommendations for the drop off lane (concrete pavement) are presented Section 4.2.

Hotel Services Parking (MACA-0901B) Hotel Service Access Road (MACA-0901C) Mammoth Cave Parking (MACA-0908) Overflow Parking Area

Table 4. New Construction and Full-Depth Reconstruction Recommendations

Layer Minimum Thickness

(in)

Comments

AC Surface Course(1)

1.5

Gyratory Asphalt Concrete Pavement (GACP), 0.3 to < 3 Million ESAL, 3/8”

Nominal Maximum Size Aggregate (NMSA), Type IV roughness, as per

Section 401 Asphalt Tack

Coat ---- AC Tack Coat as per Section 412

AC Intermediate Course

2.0 GACP, 0.3 to < 3 Million ESAL, 1/2”

NMSA, as per Section 401 Asphalt Tack

Coat --- AC Tack Coat as per Section 412

AC Base Course 3.0 GACP, 0.3 to < 3 Million ESAL, 3/4”

NMSA, as per Section 401

Aggregate Base 6.0 Aggregate Base Course, Grading C or

D, as per Section 301

Geotextile --- Separation and Stabilization Geotextile

Class 2 – Type E, per Section 207 (1)Surface course will be delayed and placed in separate phase.

4.2 Hotel Bus Loop - Bus Drop-Off Lane - Concrete Pavement

The Hotel Bus Loop will feature both an AC and a concrete lane that will serve as a Bus Drop-Off. For the construction of the concrete lane, we recommend placement of a separation and stabilization geotextile, followed by a 6.0-inch aggregate base, and 8.0 inches of reinforced concrete. Table 5 shows the minimum requirements.

Table 5. Bus Drop-Off Lanes New Construction

Layer Minimum Thickness

Concrete Pavement

8.0 Minor Concrete Pavement (Reinforced)

per Section 501

Aggregate Base Course

6.0 Aggregate Base Course, Grading C or

D, as per Section 301

Geotextile --- Separation and Stabilization Geotextile

4.3 Shared Use Path, Hotel Plaza, and Side Paths

For the new construction of the Shared Use Paths, Side Paths, and Hotel Plaza, we recommend placement of a stabilization and separation geotextile, followed by a 5.0-inch aggregate base, and 6.0 inches of reinforced exposed aggregate concrete. The exposed aggregate finish should match the existing-colored concrete exposed sidewalk that will provide the historic/aesthetic appearance per Park’s request. Table 6 shows the minimum requirements.

Table 6. Shared Use Paths, Side Paths, and Hotel Plaza

Minimum Thickness

Concrete

6.0 Sidewalk, Exposed Aggregate Colored Concrete, (Reinforced) per Section 615

Aggregate Base Course

5.0 Aggregate Base Course, Grading C or

D, as per Section 301

Geotextile ---

4.4 Gravel Parking Area

For the new construction of the Gravel Parking Area, we recommend placement of a separation and stabilization geotextile, followed by a 6.0-inch aggregate surface course.

Table 7 shows the minimum requirements.

Table 7. Gravel Parking Area

Minimum Thickness

Aggregate Surface Course

6.0 Aggregate Surface Course, as per

Section 301

Geotextile ---

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:

Kenneth Nguyen Pavement Engineer

Reviewed by:

Mohammed Elias Pavement Team Leader

APPENDIX A – Project/Soil Boring Location Map

NP MACA 12(1) 908(1) Location/Soil Boring Map Appendix A

NP MACA 12(1) 908(1) Location/Soil Boring Map Appendix A

APPENDIX B – Cycle 6 RIP Report

APPENDIX C – Photographs

NP MACA 12(1) 908(1) Photographs Appendix C

Figure 1: Localized Low Severity Transverse Cracking in Mammoth Cave Parkway

NP MACA 12(1) 908(1) Photographs

Figure 2: Hotel Entrance Road in Excellent Condition

NP MACA 12(1) 908(1) Photographs

Figure 3: Visitor Center Bus Loop in Excellent Condition

NP MACA 12(1) 908(1) Photographs

Figure 4: Hotel Services Parking: High Severity Fatigue Cracking

NP MACA 12(1) 908(1) Photographs

Figure 5: Hotel Services Parking: High Severity Edge Cracking with Loss of

NP MACA 12(1) 908(1) Photographs

Figure 6: Hotel Services Parking: Moderate Severity Longitudinal Cracking and Raveling along Pavement Cold Joint

APPENDIX D – Pavement Coring Log

APPENDIX D

Pavement Coring Log

Project: MACA 12(1), 908(1)

Notes:

1. Photographed cores show top of core on left-hand side, unless otherwise noted.

Core No. Core Photograph / Side View Location Key

PV21-01

12/14/21

Core Description Location / GPS 6.0” Asphalt Concrete Core is intact

Location: Mammoth Cave Entrance Road. Brownsville, KY.

GPS: 37.185134°, -86.098838°

Core No. Core Photograph / Side View Location Key

PV21-02

12/14/21

Core Description Location / GPS 3.0” Asphalt Concrete Separation occurs at 2.75”

Location: Hotel Services Parking. Brownsville, KY.

GPS: 37.186121°, -86.100578°

Project: MACA 12(1), 908(1)

Notes:

1. Photographed cores show top of core on left-hand side, unless otherwise noted.

Core No. Core Photograph / Side View Location Key

PV21-03

12/14/21

Core Description Location / GPS 6.5” Asphalt Concrete Separation at 1.5”, 4.0”. Striping at 1.5”.

Location: Hotel Parking. Brownsville, KY

GPS: 37.185568°, -86.102132°

Core No. Core Photograph / Side View Location Key

PV21-04

12/14/21

Core Description Location / GPS 5.0” Asphalt Concrete Separation at 2.0”, 4”.

Location: Hotel Parking. Brownsville, KY.

GPS: 37.185242°, -86.102493°

Project: MACA 12(1), 908(1)

Notes:

1. Photographed cores show top of core on left-hand side, unless otherwise noted.

Core No. Core Photograph / Side View Location Key

PV21-05

12/14/21

Core Description Location / GPS 8.0” Asphalt Concrete Separation at 4.5”, 6.0”, and 7.0”. Striping at 4.5”

Location: Hotel Parking. Brownsville, KY.

GPS: 35.756982°, -83.208527°

Core No. Core Photograph / Side View Location Key

PV21-06

12/14/21

Core Description Location / GPS 5.5” Asphalt Concrete Loss of bonding between layers and stripping.

Location: Hotel Parking. Brownsville, KY.

GPS: 37.185596°, -86.103009°

APPENDIX E – Soil Boring Logs

1.4

1.8

Asphalt Pavement

Base course, gray sand and crushed stone

Silty GRAVEL with SAND (GM), medium dense, gray, moist, fill. A-2-4(0).

CLAY, firm, brown and tan, moist, fill.

Boring terminated at 5.0 ft.

1.5

2.0

13-5-6-8

2-3-5-9

J-1

J-2

0.6

1.0

3.0

5.0

Project Location:

Encountered at:

After

Caved at:

Hammer Drop:

Rock Core (RQD in %)

(Blows / ft)

Undisturbed (UD)

12/8/21

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

12/8/21 Doug Hutchins

Jason FarleyOperator:

T yp e

Weather:

SAMPLE

Plastic Limit

1) No groundwater was encountered during drilling operation.

Boring was backfilled with auger cuttings.

2) Bucket sample was collected hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NP-MACA 12(1), 908(1)

Density, Color, Plasticity, Size, Proportions, Moisture

Surface Elevation:

Boring Location:

La ye r

D ep th ft)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

S P

T B lo w s pe r in

D ep th S ca le ft)

N o.

Edmonson County, Kentucky

E le va tio n (f ee t)

3" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

NAD83

HSA

PV21-01

Hammer Wt. & Type:

Cloudy, 30° F

Mammoth Cave Entrance Road (Route 12)

Standard Penetration Test Data

Project Datum:

Inspector:

R ec ft/

P P

R

Q D

Northing: 4115790.41 Easting: 579987.93

B O

R

IN

G L

O G

/2

4/

:3

C

:\U S

E R

S \H

E S

H A

M .A

B D

U A

LL

A

\D O

C U

M E

N T

S \M

A C

A

2( 1)

(1

B O

R E

L O

G S

\M A

C A

2(

1)

(1

G

P J

Sheet: 1 of 1

0.6

1.7

Asphalt Pavement

Base course, gray sand and crushed stone

Gravel with SILT and SAND (GP-GM), medium dense, gray, moist, fill. A-1-a

Gravel with SILT and SAND (GP-GM), very loose, gray, moist, fill. A-1-a

Boring terminated at 5.0 ft.

1.0

5-10-8-6

1-1-3-2

J-1

J-2

0.4

1.0

3.0

5.0

Project Location:

Encountered at:

After

Caved at:

Hammer Drop:

Rock Core (RQD in %)

(Blows / ft)

Undisturbed (UD)

12/8/21

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

12/8/21 Doug Hutchins

Jason FarleyOperator:

T yp e

Weather:

SAMPLE

Plastic Limit

1) No groundwater was encountered during drilling operation.

Boring was backfilled with auger cuttings.

2) Bucket sample was collected hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NP-MACA 12(1), 908(1)

Density, Color, Plasticity, Size, Proportions, Moisture

Surface Elevation:

Boring Location:

La ye r

D ep th ft)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

S P

T B lo w s pe r in

D ep th S ca le ft)

N o.

Edmonson County, Kentucky

E le va tio n (f ee t)

3" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

NAD83

HSA

PV21-02

Hammer Wt. & Type:

Sunny, 38° F

Hotel Services Parking

Standard Penetration Test Data

Project Datum:

Inspector:

R ec ft/

P P

R

Q D

Northing: 4115898.44 Easting: 579832.44

B O

R

IN

G L

O G

/2

4/

:4

C

:\U S

E R

S \H

E S

H A

M .A

B D

U A

LL

A

\D O

C U

M E

N T

S \M

A C

A

2( 1)

(1

B O

R E

L O

G S

\M A

C A

2(

1)

(1

G

P J

0.0

1.9

Asphalt Pavement

Base course, gray sand and crushed stone

CLAY, firm, gray-brown, moist, fill.

Sandy lean CLAY (CL), firm, gray-brown, moist, fill.

(A-4(2))

Boring terminated at 5.0 ft.

1.5

10-6-3-4

1-2-3-4

J-1

J-2

0.7

1.0

3.0

5.0

Project Location:

Encountered at:

After

Caved at:

Hammer Drop:

Rock Core (RQD in %)

(Blows / ft)

Undisturbed (UD)

12/8/21

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

12/8/21 Doug Hutchins

Jason FarleyOperator:

T yp e

Weather:

SAMPLE

Plastic Limit

1) No groundwater was encountered during drilling operation.

Boring was backfilled with auger cuttings.

2) Bucket sample was collected hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NP-MACA 12(1), 908(1)

Density, Color, Plasticity, Size, Proportions, Moisture

Surface Elevation:

Boring Location:

La ye r

D ep th ft)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

S P

T B lo w s pe r in

D ep th S ca le ft)

N o.

Edmonson County, Kentucky

E le va tio n (f ee t)

3" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

NAD83

HSA

PV21-04

Hammer Wt. & Type:

Sunny, 42° F

Mammoth Cave Hotel Parking Area

Standard Penetration Test Data

Project Datum:

Inspector:

R ec ft/

P P

R

Q D

Northing: 4115799.31 Easting: 579663.39

B O

R

IN

G L

O G

/2

4/

:4

C

:\U S

E R

S \H

E S

H A

M .A

B D

U A

LL

A

\D O

C U

M E

N T

S \M

A C

A

2( 1)

(1

B O

R E

L O

G S

\M A

C A

2(

1)

(1

G

P J

1.4

1.8

Asphalt Pavement

Base course, Gray sand and crushed stone

Clayey SAND (SC), loose, brown-tan-gray, moist, fill.

A-6(5)

CLAY, very stiff, brown-tan-gray, moist, fill.

Boring terminated at 5.0 ft.

2.0

4.0

1-2-3-7

7-6-13-20

J-1

J-2

0.5

1.0

3.0

5.0

Project Location:

Encountered at:

After

Caved at:

Hammer Drop:

Rock Core (RQD in %)

(Blows / ft)

Undisturbed (UD)

12/8/21

Project Name:

MATERIAL DESCRIPTION

Boring No.:

Groundwater Depth:

Sample Types:

BORING LOG

12/8/21 Doug Hutchins

Jason FarleyOperator:

T yp e

Weather:

SAMPLE

Plastic Limit

1) No groundwater was encountered during drilling operation.

Boring was backfilled with auger cuttings.

hrs

Remarks:

Auger Cuttings

G ra ph ic

L og

NP-MACA 12(1), 908(1)

Density, Color, Plasticity, Size, Proportions, Moisture

Surface Elevation:

Boring Location:

La ye r

D ep th ft)

Boring Began:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Liquid Limit

SPT

U. S. DEPARTMENT OF TRANSPORTATION

At Completion:

Completed:

S P

T B lo w s pe r in

D ep th S ca le ft)

N o.

Edmonson County, Kentucky

E le va tio n (f ee t)

3" Boring Method:

Rock Core Diam:

Vane Shear

30 in.

140 lbs/Automatic

Penetrometer (PP in tsf)

Water Content %

Hole Diameter:

NAD83

HSA

PV21-06

Hammer Wt. & Type:

Sunny, 40° F

Mammoth Cave Hotel Parking Area

Standard Penetration Test Data

Project Datum:

Inspector:

R ec ft/

P P

R

Q D

Northing: 4115835.26 Easting: 579662.96

B O

R

IN

G L

O G

/2

4/

:4

C

:\U S

E R

S \H

E S

H A

M .A

B D

U A

LL

A

\D O

C U

M E

N T

S \M

A C

A

2( 1)

(1

B O

R E

L O

G S

\M A

C A

2(

1)

(1

G

P J

APPENDIX F – Laboratory Testing Results

T he se r e su lts a re f or t he e xc lu si ve u se o f th e cl ie nt f or w h om t he y w er e o bt a in ed . T h ey a pp ly o n ly to th e sa m pl es te st e d an d a re n o t i n di ci tiv e o f ap pa re n tly id en tic al s a m pl e s.

Tested By: CJ/CH Checked By:

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

+3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL

SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description

GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

0.0 58.3 35.9 5.8 GP-GM A-1-a NP NV

0.0 64.0 29.8 6.2 GP-GM A-1-a NP NV

0.0 4.4 48.5 47.1 SM A-4(0) NP 19

3/4" 1/2" 3/8"

100.0 91.1 80.2

100.0 45.4 43.0

100.0 99.6

#4 #10 #40 #200

41.7 24.8 12.2

5.8

36.0 15.0 12.5

6.2

95.6 81.3 65.5 47.1

6.7123 14.8520 0.2518

2.9528 3.7177

0.2713 0.1831

4.79 5.08

24.74 81.11

Source of Sample: Hotel Parking Depth: 1-3 Sample Number: PV02/J-1 Source of Sample: Hotel Parking Depth: 3-5 Sample Number: PV02/J-2 Source of Sample: Hotel Parking Depth: 0-5 Sample Number: PV02/Bulk

FHWA/EFLHD

Mammoth Cave

MACA 12(1),908(1)

inches number size size poorly graded gravel with silt and sand poorly graded gravel with silt and sand silty sand

E-21-1156

E-21-1157

E-21-1158

FHWA

Sevierville, TN se r e su lts a re f or t he e xc lu si ve u se o f th e cl ie nt f or w h om t he y w er e o bt a in ed . T h ey a pp ly o n ly to th e sa m pl es te st e d an d a re n o t i n di ci tiv e o f ap pa re n tly id en tic al s a m pl e s.

Tested By: CJ/CH Checked By:

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

+3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL

SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description

GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

0.0 42.1 47.7 10.2 SP-SM A-3 NP NV

0.0 3.1 44.5 52.4 CL A-4(2) 17 27

0.0 10.1 43.6 46.3 SC A-6(5) 18 38

3/4" 1/2" 3/8"

100.0 97.1 74.7

100.0 99.8

100.0 99.3

#4 #10 #40 #200

57.9 59.0 50.6 10.2

96.9 77.3 74.2 52.4

89.9 71.9 68.0 46.3

5.6552 0.1268 0.1920

0.1630

Source of Sample: Hotel Parking Depth: 0-5 Sample Number: PV04/Bulk Source of Sample: Hotel Parking Depth: 3-5 Sample Number: PV04/J-2 Source of Sample: Hotel Parking Depth: 1-3 Sample Number: PV06/J-1

FHWA/EFLHD

Mammoth Cave

MACA 12(1),908(1)

inches number size size poorly graded sand with silt and gravel sandy lean clay clayey sand

E-21-1159

E-21-1160

E-21-1161

FHWA

Sevierville, TN se r e su lts a re f or t he e xc lu si ve u se o f th e cl ie nt f or w h om t he y w er e o bt a in ed . T h ey a pp ly o n ly to th e sa m pl es te st e d an d a re n o t i n di ci tiv e o f ap pa re n tly id en tic al s a m pl e s.

Tested By: CJ/CH Checked By: CJ

C H

E C

K E

D B

Y A

P P

R O

V E

D B

Y D

R A

W N

B Y

D A

T E

FHWA

Sevierville, TN

Project:

Job No.: Figure

Hotel Entrance Road PV01/Bulk 0-5 14.0 21 31 10 CL

PV01/J-1 1-3 8.4 NP 19 NP GM

Mammoth Cave

MACA 12(1),908(1)

SYMBOL SOURCE

NATURAL

USCS

SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY

NO. CONTENT LIMIT LIMIT INDEX

SOIL DATA

P

LA

S T

IC

IT

Y I

N D

E X

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL

or

O L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

LIQUID AND PLASTIC LIMITS TEST REPORT

Hotel Entrance Road se r e su lts a re f or t he e xc lu si ve u se o f th e cl ie nt f or w h om t he y w er e o bt a in ed . T h ey a pp ly o n ly to th e sa m pl es te st e d an d a re n o t i n di ci tiv e o f ap pa re n tly id en tic al s a m pl e s.

Tested By: CJ Checked By: CJ

C H

E C

K E

D B

Y A

P P

R O

V E

D B

Y D

R A

W N

B Y

D A

T E

FHWA

Sevierville, TN

Project:

Job No.: Figure

Hotel Parking PV02/Bulk 0-5 NP 19 NP SM

Hotel Parking PV02/J-1 1-3 8.9 NP NV NP GP-GM

Hotel Parking PV02/J-2 3-5 18.8 NP NV NP GP-GM

Hotel Parking PV04/Bulk 0-5 NP NV NP SP-SM

Hotel Parking PV04/J-2 3-5 23.6 17 27 10 CL

Mammoth Cave

MACA 12(1),908(1)

SYMBOL SOURCE

NATURAL

USCS

SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY

NO. CONTENT LIMIT LIMIT INDEX

SOIL DATA

P L

A S

T

IC

IT

Y

I N

D E

X

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL

or

O L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

LIQUID AND PLASTIC LIMITS TEST REPORT

se r e su lts a re f or t he e xc lu si ve u se o f th e cl ie nt f or w h om t he y w er e o bt a in ed . T h ey a pp ly o n ly to th e sa m pl es te st e d an d a re n o t i n di ci tiv e o f ap pa re n tly id en tic al s a m pl e s.

Tested By: Checked By:

C H

E C

K E

D B

Y A

P P

R O

V E

D B

Y D

R A

W N

B Y

D A

T E

FHWA

Sevierville, TN

Project:

Job No.: Figure

Hotel Parking PV06/J-1 1-3 20.0 18 38 20 SC

Mammoth Cave

MACA 12(1),908(1)

SYMBOL SOURCE

NATURAL

USCS

SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY

NO. CONTENT LIMIT LIMIT INDEX

SOIL DATA

P L

A S

T

IC

IT

Y

I N

D E

X

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL

or

O L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

LIQUID AND PLASTIC LIMITS TEST REPORT

se r e su lts a re f or t he e xc lu si ve u se o f th e cl ie nt f or w h om t he y w er e o bt a in ed . T h ey a pp ly o n ly to th e sa m pl es te st e d an d a re n o t i n di ci tiv e o f ap pa re n tly id en tic al s a m pl e s.

Tested By: CJ Checked By: CJ

COMPACTION TEST REPORT for Curve No. 1

D ry d en si ty pc f

Water content, %

7 9 11 13 15 17 19

12.5%, 119.6 pcf

Test specification: AASHTO T 99-15 Method D Standard

0-5 CL A-4(3) 14.0 31 10 0.0 55.8

sandy lean clay

MACA 12(1),908(1) FHWA/EFLHD

T-193 (CBR)= 3 @ 0.1 / Swell % = 0.0

01/12/21

Elev/ Classification Nat.

Sp.G. LL PI

Depth USCS AASHTO Moist. 3/4 in. No.200

TEST RESULTS MATERIAL DESCRIPTION

Project No. Client: Remarks:

Project:

Date:

Source: Hotel Entrance Road Sample No.: PV01/Bulk

FHWA

Sevierville, TN Figure

Maximum dry density = 119.6 pcf

Optimum moisture = 12.5 %

Mammoth Cave se r e su lts a re f or t he e xc lu si ve u se o f th e cl ie nt f or w h om t he y w er e o bt a in ed . T h ey a pp ly o n ly to th e sa m pl es te st e d an d a re n o t i n di ci tiv e o f ap pa re n tly id en tic al s a m pl e s.

Tested By: Checked By:

COMPACTION TEST REPORT for Curve No. 1

D ry d en si ty pc f

Water content, %

2.5 5 7.5 10 12.5 15 17.5

12.1%, 119.0 pcf

Test specification: AASHTO T 99-15 Method D Standard

0-5 SM A-4(0) 19 NP 0.0 47.1

silty sand

MACA 12(1),908(1) FHWA/EFLHD

T-193 (CBR) = 3 @ 0.1 / Swell %= 0.0

Elev/ Classification Nat.

Sp.G. LL PI

Depth USCS AASHTO Moist. 3/4 in. No.200

TEST RESULTS MATERIAL DESCRIPTION

Project No. Client: Remarks:

Project:

Date:

Source of Sample: Hotel Parking Sample Number: PV02/Bulk

FHWA

Sevierville, TN Figure

Maximum dry density = 119.0 pcf

Optimum moisture = 12.1 % se r e su lts a re f or t he e xc lu si ve u se o f th e cl ie nt f or w h om t he y w er e o bt a in ed . T h ey a pp ly o n ly to th e sa m pl es te st e d an d a re n o t i n di ci tiv e o f ap pa re n tly id en tic al s a m pl e s.

Tested By: Checked By:

COMPACTION TEST REPORT for Curve No. 1

D ry d en si ty pc f

Water content, %

7 9 11 13 15 17 19

10.6%, 124.8 pcf

Test specification: AASHTO T 99-15 Method D Standard

0-5 SP-SM A-3 NV NP 0.0 10.2

poorly graded sand with silt and gravel

MACA 12(1),908(1) FHWA/EFLHD

T-193 (CBR)= 16 @ 0.1 / Swell= 0.0

Elev/ Classification Nat.

Sp.G. LL PI

Depth USCS AASHTO Moist. 3/4 in. No.200

TEST RESULTS MATERIAL DESCRIPTION

Project No. Client: Remarks:

Project:

Date:

Source of Sample: Hotel Parking Sample Number: PV04/Bulk

FHWA

Sevierville, TN Figure

Maximum dry density = 124.8 pcf

Optimum moisture = 10.6 %

APPENDIX G – Pavement Design Analysis

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

Rigid Structural Design Module

Rigid Structural Design

Pavement Type JPCP 18-kip ESALs Over Initial Performance Period 359,735 Initial Serviceability 4.5 Terminal Serviceability 2 28-day Mean PCC Modulus of Rupture 531 psi 28-day Mean Elastic Modulus of Slab 3,600,000 psi Mean Effective k-value 31 psi/in Reliability Level 75 % Overall Standard Deviation 0.39 Load Transfer Coefficient, J 3.6 Overall Drainage Coefficient, Cd 1

Calculated Design Thickness 6.88 in

Effective Modulus of Subgrade Reaction

Period

Description

Roadbed Soil Resilient

Modulus (psi)

Base Elastic Modulus

(psi) 1 1 4,500 15,000

Base Type Aggregate Base Base Thickness 6 in Depth to Bedrock 30 ft Projected Slab Thickness 8 in Loss of Support Category 2

Effective Modulus of Subgrade Reaction 31 psi/in

Rigorous ESAL Calculation

Performance Period (years) 35 Two-Way Traffic (ADT) 35 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

4 100 2 1 0 359,735 Total 100 - - - 359,735

Growth Simple

Total Calculated Cumulative ESALs 359,735

Layer Information

Material Description

Thickness

One Dir Width

(ft)

1 JPCP 8 12

2 Aggregate Base 6 12

Total - 14.00 -

Flexible Structural Design Module

Entrance Road, Bus Drop Off Lane, and Visitor Accessible Parking Areas

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 235,926 Initial Serviceability 4.2 Terminal Serviceability 2.5 Reliability Level 75 % Overall Standard Deviation 0.49 Roadbed Soil Resilient Modulus 4,500 psi Stage Construction 1

Calculated Design Structural Number 3.03 in

Performance Period (years) 25 Two-Way Traffic (ADT) 682 Number of Lanes in Design Direction 1

Growth

Average Initial Truck Factor

(ESALs/ Truck)

Annual % Growth in

Truck Factor

Accumulated 18-kip ESALs over Performance Period

2 90 2 0.0008 0 3,336 3 5 2 0.004 0 927 4 5 2 1 0 231,663

Total 100 - - - 235,926

Total Calculated Cumulative ESALs 235,926

Specified Layer Design

Struct Coef.

(Ai)

Drain Coef.

(Mi)

(Di)(in)

Width

(ft)

Calculated

SN (in) 1 AC Surface Course (3/8" NMSA) 0.44 1 1.5 12 0.66 2 AC Intermediate Course (1/2" NMS... 0.44 1 2 12 0.88 3 AC Base Course (3/4" NMSA) 0.44 1 3 12 1.32 4 Aggregate Base 0.12 1 6 12 0.72

Total - - - 12.50 - 3.58

Flexible Structural Design Module

Left Turn Lane, Hotel Services Access Road, Visitor Center Bus Loop, Hotel Services Parking Vehicle traffic is different in type and volume (mostly buses and occasional semi truck for supply drop-off), so a separate analysis was conducted to determine the required Structural Number

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 642,723 Initial Serviceability 4.2 Terminal Serviceability 2 Reliability Level 75 % Overall Standard Deviation 0.49 Roadbed Soil Resilient Modulus 4,500 psi Stage Construction 1

Calculated Design Structural Number 3.41 in

Performance Period (years) 25 Two-Way Traffic (ADT) 100 Number of Lanes in Design Direction 1

Growth

Average Initial Truck Factor

(ESALs/ Truck)

Annual % Growth in

Truck Factor

Accumulated 18-kip ESALs over Performance Period

2 8 2 0.0008 0 43 4 90 2 1 0 611,429 9 2 2 2.3 0 31,251

Total 100 - - - 642,723

Total Calculated Cumulative ESALs 642,723

Specified Layer Design

Coef.

(Ai)

Drain

1 AC Surface Course (3/8" NMSA) 0.44 1 1.5 12 0.66 2 AC Intermediate Course (1/2" NMS... 0.44 1 2 12 0.88 3 AC Base Course (3/4" NMSA) 0.44 1 3 12 1.32

Coef.

(Ai)

Drain

4 Aggregate Base 0.12 1 6 12 0.72

Total - - - 12.50 - 3.58

Appendix E - Soil Boring Logs.pdf