Report_2_Pavement.pdf

PAVEMENT REPORT NUMBER FY15-02

FHWA Project PRA-BLRI 1L8 Blue Ridge Parkway

Botetourt County, Virginia

Pavement Resurfacing and Rehabilitation of Mainline Parkway and Adjacent Ramps.

June 2015

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division 21400 Ridgetop Circle

Sterling, VA 20166

PRA-BLRI 1L8 Pavement Report No. FY15-02

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 and Spot Repair Locations Appendix C - Boring Logs

Appendix D - Laboratory Test Results Appendix E - FWD Data and Back-calculation Results Appendix F - 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 FY15-02

FHWA Project PRA-BLRI 1L8

Botetourt County, Virginia

Pavement Rehabilitation of Mainline Parkway and adjacent Ramps.

I. INTRODUCTION

1. General

This report presents the results of the pavement and subsurface investigations, analysis, design, and recommendations for Blue Ridge Parkway and adjacent ramps in Botetourt County, Virginia. A Project Location Map is presented in Appendix A.

2. Project Description

Project PRA-BLRI 1L8 consists of the resurfacing and rehabilitation of the Mainline Parkway, section 1L, between mileposts 103.6 to milepost 106.0 (~2.64 miles). The Mainline Parkway (NPS Route 001AC) is a two-lane, 22-foot wide asphalt concrete (AC) paved roadway. Adjacent ramps included within the project are shown below in Table 1.

Table 1. Routes adjacent to Mainline Parkway within project limits Route # Route Name Length/Area Start End

141 Access Ramp to US Route 460 East 0.17 Route 0001BA at MP

106.14 on left

US Routes 221 and 460

East

142 Access Ramp to US 460 West 0.15 Route 0001AC at MP

105.93 on right

US Routes 221 and 460

West *MP=Milepost

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 Rome and Elbrook Formations including Dusky-red and green shale and siltstone, dolomite, and limestone. 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 July 31st, 2015. 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). The results of the pavement condition survey are presented in Appendix B.

2. Pavement Coring and Soil Boring

The EFLHD Subsurface Exploration Team drilled a total of 10 borings (Borings B-02 through B-14) on July 31st through August 3rd, 2014. 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.

Non-destructive pavement testing using a falling weight deflectometer (FWD) was performed at 57 locations along Mainline Parkway Section 1L on July 31st, 2014.

Deflections of the existing pavement were recorded with 9 different sensors spaced 0, 8, 12, 18, 24, 36, 48, 60, and 72 –inches away from the 12 –inch diameter load plate in response to a loading sequence of four drops at a 9 kip load level at each location. The results of the FWD data collection are presented in Appendix E.

The locations of Borings B-02 through B-14 were determined from features present on-site and by referencing the existing roadway centerlines, milepost markers, preliminary roadway plans, and stationing from the distance measurement instrument (DMI) from FWD testing.

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

Measured FWD data was collected through Dynatest data acquisition computer files, and the collected raw data were transferred to the ModTag Analyzer computer program (Version 4.1.1) for back-calculation. The measured data only represent deflection response at selected locations, thus deflection discrepancies are expected between test locations due to changes in layer thickness, material properties, moisture and temperature conditions, subgrade support, and contact pressure under the load plate. The measured data represents pavement responses at the time of our field investigation only; therefore, deflection variations are expected due to seasonal and climatic variations.

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 7 soil samples from Borings B-02 through B-14. 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 2.

Table 2 - Results of Laboratory Testing

Boring

Sample

Sample Depth

(ft)

%-200

LL(1)

PI(2)

Classification(1)

Moisture Content(1)

B-02 J-1 1-3 65.7 47 29 A-7-6 20.5 B-05 J-2 3-5 56.9 82 45 A-7-5 42.0 B-09 J-2 3-5 55.3 43 20 A-7-6 24.5 B-10 J-2 3-5 51.2 34 16 A-6 17.8 B-11 J-2 3-5 41.2 48 19 A-7-6 22.3 B-12 J-1 1-3 58.8 58 26 A-7-5 34.0 B-14 J-1 1-3 23.1 31 14 A-2-6 12.3

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

According to the Design Scoping Report (July 2014) this section of the Parkway was last rehabilitated over 30 years ago, with only minor repairs since. Based on the pavement condition survey conducted by EFLHD Pavement Section in July 2014, the most prevalent pavement distress type exhibited along the Parkway and adjacent ramps was moderate severity block cracking and oxidation throughout (Figures 1-4). Isolated areas of raveling, delamination, settling, and fatigue cracking were also identified.

Figure 1. Mainline Parkway typical existing conditions

Figure 2. Mainline Parkway fatigue cracking

Figure 3. Mainline Parkway block cracking

Figure 4. US 460 E ramp fatigue cracking

Subsurface Condition

Borings B-02 through B-14 were taken along the Mainline Parkway Section 1L. The existing HMA pavement thickness ranged from 3.0 to 6.5 inches with an average of 4.3 inches. Aggregate base course was encountered in eight of the borings under the existing HMA surface. Aggregate base thickness ranged from 6.5 to 9.5 inches with an average of

8.1 inches.

Red and tan sandy clay (A-6 to A-7-6) was encountered in 6 borings below the HMA pavement. Based on laboratory testing of this sandy clay material, water content ranged from

17.8 to 24.5% with an average of 20.9%, liquid limit ranged from 34 to 47% with an average of 41.3%, and plasticity index ranged from 16 to 29% with an average of 15.7%.

Red and tan clayey gravel with sand (A-2-6) was encountered in 5 borings below the HMA pavement. Based on laboratory testing of this clayey gravel material, water content was 12.3%, liquid limit of 31%, and plasticity index of 14%.

Red and tan sandy silt (A-7-5 to A-7-6) was encountered in 4 borings below the HMA pavement. Based on laboratory testing of this sandy silt material, water content ranged from

22.3 to 42.0% with an average of 32.8%, liquid limit ranged from 48 to 82% with an average of 62.7%, and plasticity index ranged from 19 to 45% with an average of 30%.

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 25-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 640. Vehicle classifications included 0.82% motorcycles, 96.69% passenger vehicles, 1.13% light trucks, 0.75% vehicles with trailers, 0.38% RV’s, and 0.23% bus traffic vehicle volume for the project. The traffic growth rate of 2.0% 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 and the 2004 NPS Traffic Data Report. The effective roadbed soil resilient modulus (MR) was determined based on back-calculated FWD deflection data (Appendix E) and information obtained from the subsurface investigation. The values of MR determined for the lengths of variable segments of the project as determined by varying responses in FWD data and by existing pavement structure variations determined during the subsurface investigation. Section A (MP 103 STA 19+00 to 34+00) had an average MR of 15,254 psi, Section B (MP 103 STA 34+00 to 52+80) had an average MR of 10,141 psi, Section C (MP 104 STA 0+00 to 21+20) had an average MR of 16,277 psi, Section D (MP

104 STA 21+20 to 52+80) had an average MR of 10,980 psi, Section E (MP 105 STA 0+00 to 26+50) had an average MR of 18,040 psi, Section F (MP 105 STA 26+50 to 40+00) had an average MR of 10,368 psi, and Section G (MP 105 STA 40+00 to MP 106 STA 0+00) had an average MR of 18,370 psi. An overall design MR of 4,734 psi was used by averaging the sections and using a correction factor of one-third. 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 2.5. The results of the analysis are presented in Appendix F.

IV. RECOMMENDATIONS

The following pavement recommendations are based on the existing conditions at the time of the field investigation in August 2014. The recommendations included here reference the FP-14, “Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects” (FP-14 Specifications).

1. Pavement Section

Based on our field condition survey and subsurface investigation, minimum flexible pavement sections with a 25-year performance period for the Mainline Parkway and adjacent ramps are provided below.

Mainline Parkway (NPS Route 001AC) MP 103.36 to 106

Based on our field investigation and pavement condition survey, the Parkway is exhibiting moderate severity block cracking and oxidation throughout the project limits, with isolated areas of raveling, delamination, settling, and fatigue cracking. We recommend the existing AC pavement and underlying base be full-depth recycled (FDR) to a depth of 8-inches, and overlaid with 3 ½-inches of AC pavement according to the minimum requirements provided below in Table 3. Due to material variations and mix design requirements, FDR depths may require adjustments in the field.

Table 3. Mainline Parkway FDR Recommendations

Layer Minimum Thickness (in) Comments

AC Surface Course 1 ½

Asphalt Concrete Pavement – Gyratory Method (GACP), < 0.3 x 106 ESAL’s, 3/8” Nominal

Maximum Size Aggregate (NMSA), Type III-B roughness

Asphalt Tack Coat --- AC Tack Coat per Section 412 of the FP-14 Specifications

AC Base Course 2 GACP, < 0.3 x 106 ESAL’s, ½” NMSA Full-Depth Recycled (FDR) Base Course 8 In place recycled base with cement stabilization as per Section 305 of the FP-14 Specifications

The 25-year required structural number for the Mainline Parkway based on the anticipated traffic is 2.46. The design structural number for the typical section provided in Table 3 above is 3.14.

Areas identified along the Mainline Parkway (see pavement condition survey in Appendix B) may require sub-excavation. These areas should be proof-rolled prior to paving to determine if spot repairs are required. Any unsuitable material should be sub-excavated to a minimum depth of 12-inches according to the CO, backfilled with unclassified borrow, and covered with separation and stabilization geotextile, Class 2, Type E.

US 460 Access Ramps (NPS Routes 141 and 142)

Based on our field investigation, both ramps are exhibiting oxidation, raveling, and some delamination. We recommend both ramps be milled to a depth of 1 ½-inches and overlaid with 1 ½-inches of AC pavement according to the minimum requirements provided below in Table 4.

Table 4. US 460 Access Ramp Overlay Recommendations

Layer Minimum Thickness (in)

Comments

AC Surface Course 1 ½ GACP, < 0.3 x 106 ESAL’s, 3/8”

NMSA, Type IV roughness

Asphalt Tack Coat --- AC Tack Coat as per Section 412 of the FP-14 Specifications

Additionally, three areas along these routes exhibiting moderate to high severity fatigue cracking (see repair location map in Appendix B) will require spot repairs. The section along the west access ramp will also require shoulder reconditioning to allow for proper drainage.

The first section along the east ramp (exiting from US 460 E) will require shoulder widening and spot repairs to repair edge cracking. Spot repairs and widening should meet the minimum requirements provided below in Table 5.

Table 5. Slope Stabilization Recommendations

Layer Minimum Thickness (in)

Comments

AC Surface Course 1 ½ GACP, < 0.3 x 106 ESAL’s, 3/8”

NMSA, Type IV roughness Asphalt Tack

Coat --- AC Tack Coat as per Section 412 of the FP-14 Specifications

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

NMSA

Asphalt Tack Coat --- AC Tack Coat as per Section 412 of the FP-14 Specifications

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

NMSA

Aggregate Base Course 6

Base Aggregate, Grading C or D, as per Subsection 703.05(b) of the FP-14

Specifications

Geotextile ---

Separation and Stabilization Geotextile, Class 2, Type E as per

Section 714 of the FP-14 Specifications

Backfill* 6 (minimum) Unclassified Borrow as per Section 204 of the FP-14 Specifications

*Additional aggregate base course may be substituted for unclassified borrow. Geotextile should be placed below all aggregate base course.

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 after proof-rolling, sub-excavation of unsuitable materials is recommended to a minimum depth of 12-inches according to the CO. 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 separation and stabilization geotextile, Class 2, Type E.

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-14 Specifications. Any additional material should be Base Aggregate, Grading C or D as per Section 703.05(b) of the FP-14 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

Boring Location Map

Source: United States Geological Survey (USGS), "Geologic Map of Virginia (2015)" Google Earth, 2015

TOTAL

SHEETS

1VA

FIGURE 2

GEOLOGIC MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

e: Elbrook Formations - Cambrian Including Dolomite, shale, and minor limestone r: Rome Formations - Cambrian Including dusky-red and green shale and siltstone, dolomite, and limestone

SE

SHEET

NO. PROJECT

STATEREG

PRA-BLRI 1L8

Botetourt County, Virginia (2014) 28D - Groseclose Source: http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx Typical profile (Groseclose) 0-7 inches: Silt loam (A-4, A-6) 7-26 inches: Clay, silty clay loam, clay loam (A-7) 26-65 inches: Silty clay loam, clay, clay loam, channery silty clay loam (A-7)

20D - Frederick loam Typical profile (Frederick) 0-11 inches: Loam (A-4, A-6) 11-29 inches: Clay, silty clay, silty clay loam (A-7) 29-55 inches: Silty clay, clay (A-7) 55-65 inches: Silty clay, clay (A-7)

56C - Tumbling cobbly loam Typical profile (Tumbling) 0-9 inches: Cobbly loam (A-4) 9-14 inches: Clay loam, sandy clay loam, cobbly clay loam (A-4) 14-44 inches: Clay loam, clay, cobbly clay loam, cobbly clay (A-4) 44-65 inches: Cobbly clay loam, clay loam, cobbly clay, clay (A-7, A-4)

SE

SHEET

NO. PROJECT

STATEREG

PRA-BLRI 1L8

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

1VA

FIGURE 3

SOIL SURVEY MAP EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

TOTAL

SHEETS

APPENDIX B – Pavement Condition Survey and Spot Repair Locations

Milepost Begin End Direction Location Distress Length (ft) Width (ft) Area (sqyd)

103 19+00 34+25 36+25 NB All Rutting/Fatigue Cracking (H) 200 12 267 34+50 35+50 SB All Settling/Slope Failure 37+50 40+50 NB All Slope Failure/Rutting 40+50 42+10 Both All Slope Failure/Rutting

104 18+40 19+20 Both All Approach Settlement 29+00 29+50 Both All Settling over Culvert 40+60 41+50 Both All Approach Settlement 52+50 2+40 SB All Rutting/Fatigue Cracking (H) 270 12 360

105 26+50 31+00 SB All Patch Deterioration/Ravelling 450 12 600 30+00 31+00 NB All Patch Deterioration/Ravelling 100 12 133 31+40 31+90 Both All Settling over Culvert 36+50

106 0+00 End Project *Potential sub‐excavation area, proof‐rool and repair according to CO

BLRI 1L8 Pavement Condition Survey

Begin Project

Pavement change @ gate

US 460 Access Ramps Spot Repair Locations

APPENDIX C – Boring Logs

J-1

J-2

0.3

3.0

5.0

1.5

0.4

3-4-8-9

4-12-12-10

3.6" AC PAVEMENT

Medium dense, red SANDY CLAY (A-7-6(17)) (moist)

Medium dense, red SANDY CLAY, trace gravel (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-02

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-BLRI 1L8

Blue Ridge Parkway, Botetourt County, VA 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 3 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 7/31/14 Solid Flight

7/31/14 Hutchins Kingsley Cloudy

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

MM 105 STA 26+50 Northbound

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling was completed.

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

_L O

G S

.G P

J F

H W

A _V

A .G

D T

/1

/1

0.4

1.2

5.0

1.0

1.9

8-8-9-11

6-8-11-11

4.8" AC PAVEMENT

9.6" AGGREGATE BASE COURSE

Medium dense, red SANDY SILT, trace gravel (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-BLRI 1L8

Blue Ridge Parkway, Botetourt County, VA 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 3 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 7/31/14 Solid Flight

7/31/14 Hutchins Kingsley Cloudy

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

MM 105 STA 0+00 Northbound

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling was completed.

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

_L O

G S

.G P

J F

H W

A _V

A .G

D T

/1

/1

0.3

1.0

5.0

0.0

1.8

8-8-5-3

1-4-4-7

3.0" AC PAVEMENT

9" AGGREGATE BASE COURSE

Stiff, reddish tan SANDY SILT (A-7-5(24)) (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-05

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-BLRI 1L8

Blue Ridge Parkway, Botetourt County, VA 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 3 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 8/2/14 Solid Flight

8/2/14 Hutchins Kingsley Cloudy

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

MM 104 STA 26+50 Northbound

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling was completed.

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

_L O

G S

.G P

J F

H W

A _V

A .G

D T

/1

/1

0.4

1.0

2.0

5.0

0.9

1.2

7-4-5-6

2-5-8-12

4.2" AC PAVEMENT

7.8" AGGREGATE BASE COURSE

Stiff, red CLAY, some gravel (moist)

Stiff, red SILTY CLAY, trace gravel (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-07

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-BLRI 1L8

Blue Ridge Parkway, Botetourt County, VA 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 3 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 8/2/14 Solid Flight

8/2/14 Hutchins Kingsley Cloudy

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

MM 104 STA 0+00 Northbound

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling was completed.

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

_L O

G S

.G P

J F

H W

A _V

A .G

D T

/1

/1

J-3

J-4

0.4

1.0

10.0

0.0

0.6

0.0

0.0

2-2-4-2

2-2-2-3

1-3-3-4

1-2-4-6

4.8" AC PAVEMENT

7.2" AGGREGATE BASE COURSE

Medium, red SILTY CLAY, trace gravel (moist)

Bottom of borehole @ 10.0 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-08

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-BLRI 1L8

Blue Ridge Parkway, Botetourt County, VA 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 3 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 8/2/14 Solid Flight

8/2/14 Hutchins Kingsley Cloudy

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

MM 103 STA 40+25 Northbound

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling was completed.

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

_L O

G S

.G P

J F

H W

A _V

A .G

D T

/1

/1

0.3

1.0

3.0

5.0

0.3

1.2

7-5-4-5

4-5-6-9

3.6" AC PAVEMENT

8.4" AGGREGATE BASE COURSE

Stiff, red gravelly CLAY (moist)

Stiff, reddish tan SANDY CLAY (A-7-6(8)), trace sand (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-09

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-BLRI 1L8

Blue Ridge Parkway, Botetourt County, VA 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 3 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 8/3/14 Solid Flight

8/3/14 Hutchins Kingsley

Clear

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

MM 103 STA 34+75 Southbound

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling was completed.

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

_L O

G S

.G P

J F

H W

A _V

A .G

D T

/1

/1

0.4

1.0

2.0

3.0

5.0

1.1

1.5

6-5-6-10

5-8-7-9

4.2" AC PAVEMENT

7.8" AGGREGATE BASE COURSE

Stiff, tan CLAY, trace gravel (moist)

Stiff, reddish tan SANDY CLAY, trace gravel (moist)

Stiff, red SANDY CLAY (A-6(5)), trace sand and gravel (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-10

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-BLRI 1L8

Blue Ridge Parkway, Botetourt County, VA 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 3 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 8/3/14 Solid Flight

8/3/14 Hutchins Kingsley

Clear

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

MM 104 STA 13+00 Southbound

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling was completed.

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

_L O

G S

.G P

J F

H W

A _V

A .G

D T

/1

/1

0.4

1.5

5.0

1.2

1.3

5-3-3-4

8-3-7-10

4.8" AC PAVEMENT

18" Gravelly clay FILL

Medium to stiff, red SILTY SAND (A-7-6(4)), trace gravel (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-11

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-BLRI 1L8

Blue Ridge Parkway, Botetourt County, VA 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 3 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 8/3/14 Solid Flight

8/3/14 Hutchins Kingsley

Clear

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

MM 104 STA 39+00 Southbound

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling was completed.

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

_L O

G S

.G P

J F

H W

A _V

A .G

D T

/1

/1

0.3

1.0

1.5

3.0

5.0

1.3

1.2

6-4-3-3

2-3-5-5

3.6" AC PAVEMENT

8.4" AGGREGATE BASE COURSE

Medium, tan clayey SILT, some gravel (moist)

Medium, red SANDY SILT (A-7-5(14)), trace gravel (moist)

Medium, tan SILTY CLAY, trace sand (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-12

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-BLRI 1L8

Blue Ridge Parkway, Botetourt County, VA 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 3 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 8/3/14 Solid Flight

8/3/14 Hutchins Kingsley

Clear

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

MM105 STA 13+00 Southbound

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling was completed.

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

_L O

G S

.G P

J F

H W

A _V

A .G

D T

/1

/1

0.6

1.1

5.0

1.2

1.1

4-6-7-14

7-10-9-8

6.6" AC PAVEMENT

6.6" AGGREGATE BASE COURSE

Medium dense, reddish tan CLAYEY GRAVEL (A-2-6(0)) , with sand (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-14

Weather:

Operator:

Inspector:

R ec

SAMPLE

PRA-BLRI 1L8

Blue Ridge Parkway, Botetourt County, VA 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 3 in

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 8/3/14 Solid Flight

8/3/14 Hutchins Kingsley

Clear

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

MM 105 STA 40+00 Southbound

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No groundwater was encountered during or after drilling was completed.

B O

R

IN

G L

O G

D R

A F

T _B

O R

IN

G

_L O

G S

.G P

J F

H W

A _V

A .G

D T

/1

/1

APPENDIX D – Lab Test Results

SOIL DATA

NO.

AASHTODESCRIPTION

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 1.4 4.7 6.3 21.9 65.7

(ft.)

BLRI 1L8

Blue Ridge Parkway

FHWA/EFLHD

BOTETOURT B-02/J-1 1-3 Sandy lean clay A-7-6(17)

COUNTY,VA

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 0.2 0.8 4.7 37.4 56.9

BOTETOURT B-05/J-2 3-5 Sandy elastic silt A-7-5(24)

COUNTY,VA

0.0 0.0 4.7 12.4 6.2 21.4 55.3

BOTETOURT B-09/J-2 3-5 Sandy lean clay A-7-6(8)

AASHTODESCRIPTION

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 2.9 1.2 0.4 12.5 31.8 51.2

(ft.)

BLRI 1L8

Blue Ridge Parkway

FHWA/EFLHD

BOTETOURT B-10/J-2 3-5 Sandy lean clay A-6(5)

COUNTY,VA

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 0.2 1.1 16.9 40.6 41.2

BOTETOURT B-11/J-2 3-5 Silty sand A-7-6(4)

COUNTY,VA

0.0 0.0 2.0 4.7 12.9 21.6 58.8

BOTETOURT B-12/J-1 1-3 Sandy elastic silt A-7-5(14)

AASHTODESCRIPTION

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 20.6 18.1 8.3 14.0 15.9 23.1

(ft.)

BLRI 1L8

Blue Ridge Parkway

FHWA/EFLHD

BOTETOURT B-14/J-1 1-3 Clayey gravel with sand A-2-6(0)

COUNTY,VA

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.)

AASHTO

BLRI 1L8

Blue Ridge Parkway

FHWA/EFLHD

A-7-6(17)29471820.51-3B-02/J-1BOTETOURT

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

A-7-5(24)45823742.03-5B-05/J-2BOTETOURT

A-7-6(8)20432324.53-5B-09/J-2BOTETOURT

A-6(5)16341817.83-5B-10/J-2BOTETOURT

A-7-6(4)19482922.33-5B-11/J-2BOTETOURT

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

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.)

AASHTO

BLRI 1L8

Blue Ridge Parkway

FHWA/EFLHD

A-7-5(14)26583234.01-3B-12/J-1BOTETOURT

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

A-2-6(0)14311712.31-3B-14/J-1BOTETOURT

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 – FWD Data and Back-calculation Results

Segment Station DO68 (mils) Mr (psi) CBRCOE CBRSAM Ep (psi) SNeff Load (lbs) Pressure (psi) A 0+00 38.81 10,225 7 7 27,500 1.56 8,877 81.2 A 2+51 18.02 22,220 15 22 58,500 2.01 8,891 81.3 A 5+00 41.95 11,140 7 8 22,500 1.46 8,923 81.6 A 7+49 31.68 13,333 9 10 32,000 1.64 8,910 81.5 A 10+05 21.94 18,904 13 17 47,000 1.87 8,937 81.7 A 12+29 28.43 15,701 10 13 34,000 1.68 8,888 81.3

15,254 B 15+03 41.76 8,218 5 5 29,000 1.59 8,915 81.5 B 17+50 49.60 6,462 4 3 26,000 1.53 8,896 81.3 B 20+00 66.20 6,112 4 3 16,000 1.30 8,926 81.6 B 22+52 32.52 14,827 10 12 28,500 1.58 8,896 81.3 B 25+06 32.58 15,086 10 12 28,000 1.57 8,893 81.3

10,141 C 27+51 22.27 15,456 10 12 52,000 2.02 8,885 81.3 C 30+01 34.76 11,822 8 8 29,500 1.67 8,929 81.7 C 32+48 19.64 19,874 13 18 53,500 2.03 8,910 81.5 C 35+09 30.74 16,026 11 13 29,000 1.66 8,912 81.5 C 37+49 28.09 16,290 11 14 33,500 1.74 8,912 81.5 C 40+01 36.77 11,751 8 8 26,500 1.61 8,888 81.3 C 42+49 31.74 12,583 8 9 33,000 1.73 8,956 81.9 C 45+00 26.24 16,993 11 14 36,500 1.79 8,877 81.2 C 47+49 27.84 17,388 12 15 32,500 1.72 8,874 81.2 C 50+00 28.46 15,459 10 12 34,000 1.75 8,899 81.4 C 52+69 17.85 25,401 17 27 53,000 2.03 8,921 81.6

16,277 D 55+10 37.63 14,015 9 11 23,000 1.54 8,880 81.2 D 57+34 39.49 9,421 6 6 27,500 1.63 8,891 81.3 D 60+04 44.47 8,542 6 5 24,500 1.57 8,964 82.0 D 62+50 37.15 12,426 8 9 25,500 1.59 8,937 81.7 D 65+00 33.00 11,812 8 8 32,000 1.71 8,912 81.5 D 67+48 36.34 9,716 6 6 31,500 1.71 8,921 81.6 D 70+01 33.07 9,490 6 6 38,500 1.82 8,910 81.5 D 72+49 31.17 10,949 7 7 38,000 1.82 8,959 81.9 D 75+88 25.16 13,662 9 10 46,500 1.94 8,907 81.4 D 77+48 30.16 13,378 9 10 34,000 1.75 8,912 81.5 D 80+02 35.48 9,071 6 5 35,000 1.77 8,926 81.6 D 82+48 29.57 9,860 7 6 46,000 1.93 8,926 81.6 D 85+02 32.14 10,397 7 7 37,500 1.81 8,912 81.5

10,980

FWD Back-calculation Results

Section A Average Mr:

Section B Average Mr:

Section C Average Mr:

Section D Average Mr:

Segment Station DO68 (mils) Mr (psi) CBRCOE CBRSAM Ep (psi) SNeff Load (lbs) Pressure (psi) E 87+49 25.26 16,385 11 14 38,500 1.98 8,915 81.5 E 90+00 24.98 17,194 11 15 38,000 1.97 8,885 81.3 E 92+48 22.57 22,778 15 23 38,000 1.97 8,896 81.3 E 95+01 27.66 24,945 17 26 27,000 1.75 8,929 81.7 E 97+49 25.70 19,691 13 18 33,500 1.89 8,912 81.5 E 100+01 43.56 7,247 5 4 27,500 1.77 8,912 81.5

18,040 F 102+51 31.09 10,034 7 6 450,000 1.21 8,926 81.6 F 105+03 30.50 12,836 9 9 242,500 0.98 8,921 81.6 F 107+50 29.80 13,405 9 10 237,000 0.97 8,956 81.9 F 110+01 38.90 8,239 5 5 334,500 1.09 8,921 81.6 F 112+34 52.20 6,893 5 4 183,500 0.90 8,943 81.8 F 115+21 52.62 6,471 4 3 207,500 0.93 8,891 81.3 F 117+02 33.29 12,181 8 9 204,500 0.93 8,973 82.1 F 120+05 25.38 12,883 9 9 491,000 1.24 8,945 81.8

10,368 G 122+42 30.57 16,191 11 13 29,000 1.80 8,932 81.7 G 125+01 10.54 22,799 15 23 143,500 3.06 8,932 81.7 G 127+41 10.90 28,853 19 33 109,500 2.80 8,943 81.8 G 130+00 34.60 11,148 7 8 29,500 1.81 8,896 81.3 G 132+50 13.60 23,873 16 24 83,500 2.56 8,836 80.8 G 135+00 18.49 19,825 13 18 57,500 2.26 8,929 81.7 G 137+00 26.93 14,720 10 12 37,500 1.96 8,937 81.7 G 139+89 33.07 9,554 6 6 36,000 1.93 8,907 81.4

18,370

Section F Average Mr:

Section G Average Mr:

FWD Back-calculation Results

Section E Average Mr:

APPENDIX F – Pavement Design Analysis

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

Flexible Structural Design Module

FDR with AC overlay

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 75,586 Initial Serviceability 4.2 Terminal Serviceability 2.5 Reliability Level 75 % Overall Standard Deviation 0.49 Roadbed Soil Resilient Modulus 4,734 psi Stage Construction 1

Calculated Design Structural Number 2.46 in

Rigorous ESAL Calculation

Performance Period (years) 25 Two-Way Traffic (ADT) 640 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 0.82 2 0.0003 0 11 2 96.69 2 0.0007 0 2,943 3 1.13 2 0.3 0 14,740 4 0.75 2 0.6 0 19,566 5 0.38 2 1.2 0 19,827 6 0.23 2 1.85 0 18,500

Total 100 - - - 75,586

Growth Simple

Total Calculated Cumulative ESALs 75,586

Specified Layer Design

Layer

Material Description

Struct Coef.

(Ai)

Drain Coef.

(Mi)

Thickness (Di)(in)

Width

(ft)

Calculated

SN (in)

1 AC 0.44 1 3.5 12 1.54

2 FDR with cement 0.2 1 8 12 1.60

Total - - - 11.50 - 3.14