Pavement_Rpt.pdf

PAVEMENT REPORT NUMBER FY08-07

FHWA Project PRA-GWMP 200(1), 936(1)

George Washington Memorial Parkway City of Alexandria, Virginia

Pavement Rehabilitation for Washington Marina Access Road, Daingerfield Nursery

Maintenance Access Road, Washington Marina Parking Areas, and Washington Marina Overflow Parking

January 2008

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division 21400 Ridgetop Circle

Sterling, VA 20166

PRA-GWMP 200(1), 936(1) Pavement Report No. FY08-07

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

3. FIELD TESTS AND MEASUREMENTS

4. DATA SUMMARY

5. 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 - Location Map, Geological Map, and Core Location Plan Appendix B - Coring Logs Appendix C - Pavement Design Analysis Appendix D - FWD Field Data Back-Calculation Summary

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 FY08-07

FHWA Project PRA-GWMP 200(1), 936(1)

City of Alexandria, Virginia

Pavement Rehabilitation for Washington Marina Access Road, Daingerfield Nursery

Maintenance Access Road, Washington Marina Parking Areas, and Washington Marina Overflow Parking

I. INTRODUCTION

1. General

This report presents the results of the pavement and subsurface investigations, analysis, design, and recommendations for Washington Marina Access Road (Route 200 A and B), Daingerfield Nursery Maintenance Access Road (Route 400), Washington Marina Parking Areas (Route 936 A through J), and Washington Marina Overflow Parking (Route 952) in the City of Alexandria, Virginia. Project Location Maps are presented in Appendix A.

2. Project Description

According to the Project Design Scoping Report Route 200A, Washington Marina Access Road, is a two lane, asphalt paved roadway 0.34 miles in length, which provides access to two public parking areas and boat storage. Route 200B is a loop extending from Washington Marina Access Road providing access to parking areas and a boat launch. It is a one lane, asphalt paved roadway approximately 0.08 miles in length. Daingerfield Nursery Maintenance Road, Route 400, is a two lane roadway with both paved and unpaved portions approximately 0.32 miles in length. The Maintenance Road provides access to parking areas and the NPS Greenhouse and Nursery. Additionally, there are several parking areas along these routes. Washington Marina Parking A through J (Routes 936 A through J) are paved lots accessed along Routes 200 A and B, and Washington Marina Overflow Parking (Route

952) is a gravel lot accessed along Route 400.

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 with a long-term (20-year) service life for Washington Marina Access Road, Daingerfield Nursery Maintenance Road, and Parking Areas within the project limits.

4. Regional Geology

According to the United States Geological Survey (USGS), the project site is underlain by Shirley Formations consisting of interbedded gravel, sand, silt, clay and peat. A geological map 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 in September 2007. 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).

2. Pavement Coring

The EFLHD Subsurface Exploration Team drilled a total of 15 cores (Cores C-01 through C-

15) on September 5, 2007. All Cores were advanced using a 4” core barrel on a trailer-mounted rig and hang auger. Cores were advanced to depths up to 2.0 feet. Core Logs are presented in Appendix B.

3. 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 all coring locations previous to drilling on September 5, 2007. Deflection responses of the existing pavement were recorded with 9 different sensors spaced 0, 8, 12, 18, 24, 36, 48, 60 and 72 inches from the 12-inch diameter load plate in response to four drops at 9-kips at each test location. The recorded deflection responses and pavement temperatures are presented in Appendix D.

Locations of Cores C-01 through C-15 were determined from features present on-site and by referencing the existing roadway centerlines and vehicle odometer readings. A field description by color and texture was made for each recovered sample.

4. Data Summary

Measured FWD data was collected through Dynatest data acquisition computer files, and then the collected raw data were transferred to the ModTag 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. Also, the measured data represents pavement response only during our field investigation time periods mentioned above; therefore, deflection variations are expected due to seasonal and climatic variations.

The results of field tests and measurements of all corings 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 Core Logs in Appendix B of this report represent a compilation of field 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. Water was not encountered during or after drilling in all corings. Fluctuations in the ground water level due to seasonal and climatic effects should be expected.

5. Findings

The findings at the project site are summarized below. Refer to the core logs in Appendix B for more detailed information. Groundwater was not encountered in any of the cores at the time of drilling. Fluctuations in the water level due to seasonal and climatic effects should be expected.

Pavement Condition

Based on the pavement condition survey conducted by the Pavement Section in September 2007, pavement distresses are varying in degree and severity within the project limits. Route 200A and B, including Route 400 from Route 200A to station 43+00, exhibits multiple, high severity, distresses including fatigue cracking, potholes, patching, rutting, delaminating, and raveling as seen in Figure 1 below. Route 936 C-J exhibits only minor fatigue cracking in some areas, and Route 400 from station 43+00 on shows minor scarring with an uneven surface.

Figure 1. Typical pavement distress

Subsurface Condition

Cores C-01 through C-04 were performed on Washington Marina Access Road (Route 200A), cores C-05 through C-08 were performed on Washington Marina Parking Areas, cores C-09 and C-10 were performed on Washington Marina Access Road (Route 200B), cores C-11 through C-12 were performed on Daingerfield Nursery Maintenance Road, and cores C-14 and C-15 were performed on Washington Marina Overflow Parking. The existing HMA pavement thickness on Washington Marina Access Road (Route 200A) ranged from 3.6 to 5 inches with an average of 4.1 inches. The existing HMA pavement thickness on Washington Marina Parking Areas was 6 inches. The existing HMA pavement thickness on Washington Marina Access Road (Route 200B) was 2 inches. The existing HMA pavement thickness on Daingerfield Nursery Maintenance Road ranged from 2.5 to 6 inches with an average of 4 inches.

Aggregate base material was encountered in all 13 cores below the HMA pavement. The aggregate base thickness on Washington Marina Access Road (Route 200A) was 6 inches.

The aggregate base thickness on Washington Marina Parking Areas was 6 inches. The aggregate base thickness on Washington Marina Access Road (Route 200B) ranged from 1 to

3.5 inches, with an average of 2.3 inches. The aggregate base thickness on Daingerfield

Nursery Maintenance Road ranged from 2.5 inches to 6 inches, with an average of 4.8 inches. The Washington Marina Overflow Parking is an aggregate surface lot, with a thickness ranging from 8 to 12 inches, with an average of 10 inches.

No borings were taken, or samples recovered, during this investigation. All subgrade material encountered during coring was identified in the field as brownish orange gravelly sand, with a trace of clay.

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 for rehabilitation, and a 25-year performance period for new alignments and pavement widening. The design analysis to determine the 18-kip ESALs for the roadway was performed using the Rigorous ESAL Calculation in DARWin and based upon average daily traffic of 1,000 for Washington Marina Access Road and Washington Marina Parking Areas. Vehicle classifications included 96.5% passenger vehicles, with 2% light truck volume, and 1.5% maintenance trucks. Design of Daingerfield Nursery Maintenance Road and Washington Marina Overflow Parking was based upon average daily traffic of 85.

Vehicle classifications included 75% passenger vehicles with, with 10% light truck volume, and 15% maintenance trucks. The traffic growth rate was assumed to be 2% for all roads.

The vehicle classification data and traffic volumes are best estimates based upon information gathered from the National Park Service and Highway Design. The effective roadbed soil resilient modulus (MR) was estimated based on FWD back-calculation data, historic geological information, and seasonal behavior. The average values of MR determined for the length of the project ranged from 7,984 to 20,913 psi. The design MR was taken as 8,000 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 2.5 for Washington Marina Access Road and Washington Marina Parking Areas, and 2.0 for Daingerfield Nursery Maintenance Road and Washington Marina Overflow Parking. The results of the analysis are presented in Appendix C.

IV. RECOMMENDATIONS

The following pavement recommendations are based on the existing conditions at the time of the field investigation in September 2007. 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 of 20 and 25-year performance periods for the project sites are provided below.

Design recommendations are based on conditions at time of investigation. Highway Design has indicated the project has been moved up to a later award date. Future investigation will become necessary to provide up to date recommendations.

Route 200A and B: Mainline GWMP to Route 936 C-J

Route 200A and B (including Routes 936A and B) have both experienced severe alligator cracking, due primarily to ponding and poor drainage. Both have also experienced moderate to severe potholes, transverse and longitudinal cracking, along with patching in various locations. As a result, we are recommending full depth reconstruction. At a minimum, the reconstruction should meet the following requirements laid out below in Table 1.

Table 1. Minimum Pavement Recommendations for Route 200A

Layer Minimum Thickness (in) Comments

AC Surface Course 1 ½

Superpave Asphalt Concrete Pavement, < 0.3 x 106 ESAL’s, 3/8” Nominal

Maximum Size Aggregate (NMSA), Type V Smoothness

Asphalt Tack Coat --- Asphalt Tack Coat as per Section 412 of the FP-03 Specifications AC Base Course 2 ½ SACP, < 0.3 x 106 ESAL’s, ¾” NMSA

Pulverized HMA and Aggregate

Base

Pulverize and recompact the existing asphalt concrete pavement structure and underlying aggregate base course as per Subsections 303.08 and 703.06 of the

FP-03 Specifications

The calculated design SN for a 20-year performance period based on future traffic is 2.22.

The design pavement SN for the reconstruction presented in Table 1 is 2.72.

Route 936 C through J (including Route 200A adjacent to lots)

Areas within the large paved lot, designated as Routes 936 C through J, remains in relatively good condition, experiencing only minor, random cracking. Based on these current conditions, we are recommending it be milled and overlain according to the minimum requirements presented in Table 2.

Table 2. Minimum Pavement Recommendations for Routes 936 C-J

Thickness (in) Comments

AC Overlay 1 ½ SACP, < 0.3 x 106 ESAL’s, 3/8” NMSA, Type V Smoothness

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

AC Milling 1 ½ Asphalt pavement milling as per Section 413 of the FP-03 Specifications

The calculated design SN for a 20-year performance period based on future traffic is 2.22.

The effective existing SN is 1.92 after milling, and the required overlay SN is 0.30. The design pavement overlay SN for the section in Table 2 is 0.66.

Route 400: Maintenance Road from Route 200A to STA 43+00

This beginning portion of Route 400 is in poor condition, experiencing severe fatigue and transverse cracking, potholes, patching, and delaminating. We recommend this section be reconstructed according to the minimum requirements laid out below in Table 3.

Table 3. Minimum Pavement Recommendations for Route 400

Thickness (in) Comments

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

NMSA, Type V Smoothness Asphalt Tack

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

AC Base Course 2 ½ SACP, < 0.3 x 106 ESAL’s, ¾” NMSA

Pulverized HMA and Aggregate

Base

4 (+/-)

Pulverize and recompact the existing asphalt concrete pavement surface and underlying aggregate base course as per Subsections 303.08 and 703.06 of the

FP-03 Specifications

The calculated design SN for a 20-year performance period based on future traffic is 2.04.

The design pavement SN for the section in Table 3 is 2.24.

Route 400: Maintenance Road from STA 43+00 to 53+00

With the exception of ride quality, the section of the Maintenance Road closed to public use is in relatively good condition. We are recommending a wedge and level course, followed by an additional overlay of an asphalt concrete surface course to correct roughness and to enhance structural capacity. At a minimum, the rehabilitated structure should meet the requirements laid out below in Table 4.

Table 4. Minimum Pavement Recommendations for Route 400

Thickness (in) Comments

AC Overlay 1 ½ SACP, < 0.3 x 106 ESAL’s, 3/8” NMSA, Type V Smoothness

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

Course Varies SACP, < 0.3 x 106 ESAL’s, 3/8” NMSA

The calculated design SN for a 20-year performance period based on future traffic is 2.04.

The effective existing SN is 1.72, and the required overlay SN is 0.32. The design pavement overlay SN for the section in Table 4 is 0.66.

Route 952

According to the design scoping report, the gravel lot is to be paved using asphalt concrete.

The existing gravel aggregate is in good condition, and should be scarified and bladed. It is recommended that import aggregate base is incorporated for grading. The new asphalt concrete pavement structure should meet the minimum requirements laid out below in Table 5.

Table 5. Minimum Pavement Recommendations for Route 952

Thickness (in) Comments

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

NMSA, Type V Smoothness Asphalt Tack

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

AC Base Course 2 ½ SACP, < 0.3 x 106 ESAL’s, ¾” NMSA

The calculated design SN for a 20-year performance period based on future traffic is 2.04.

The design pavement SN for the section in Table 5 is 2.72.

New Alignment/Widening

All new construction of pavement structures for the proposed alternatives, as well as lane widening, should conform to the minimum requirements laid out below in Table 6. All sod, topsoil, and vegetative materials within the proposed roadway embankment should be scalped and disposed of prior to subgrade preparation as per Section 204 of the FP-03 Specifications.

Table 6. Minimum Pavement Recommendations for New Construction

Thickness (in) Comments

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

NMSA, Type V Smoothness Asphalt Tack

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

AC Base Course 2 ½ SACP, < 0.3 x 106 ESAL’s, ¾” NMSA

Aggregate Base 6

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

Specifications

The calculated design SN for a 25-year performance period based on future traffic is 2.32.

The design pavement SN for the section in Table 6 is 2.48.

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: Proposed subgrade should be scarified to a minimum depth of 6 inches below the subgrade and should be re-compacted to at least 95% of maximum density in accordance with the AASHTO T 180 Method D. If unsuitable subgrade materials are encountered in isolated areas, sub-excavation of unsuitable materials is recommended. The sub-excavated areas should then be backfilled with aggregate base material specified below.

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. The gradation and 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:

Christopher Chang Pavement Team Leader

APPENDIX A – Location Map, Geological Map, and Core Location Plan

APPENDIX B –Coring Logs

C-01

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

B O

R

IN

G L

O G

G W

M P

.G P

J F

H W

A _V

A .G

D T

2/

6/

Operator:

Boring No.:

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

PRA-GWMP 200(1), 936(1)

0.4

B lo w s pe r in hrs Weather:

GWMP Daingerfield Island-Washington Sailing Marina

SAMPLE

R ec

Inspector:

Bottom of borehole

Brownish Orange Sand, some gravel, trace clay

5" Asphalt Concrete

2.0

0.9

6" Brownish Orange River Gravel, some Sand

Remarks:

Rock Core Diam:

Boring Method:

Hole Diameter:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

Completed:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer Rock CoreSPT

No groundwater was encountered during or after coring began.

G ra ph ic

Lo g

BORING LOG

Sample Types:

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Route 200A, 25 feet from entrance

Plastic Limit

N o.

Project Location:

After

Encountered at: Caved at:

4 in

806020

Hammer Drop:

UDAuger Cuttings

Clear

Water Content %

E le va tio n (fe et

Project Name:

O'Brien/Kingsley O'Brien/Kingsley

9/5/07 Hand Auger

9/5/07Boring Began:Surface Elevation:

Hammer Wt. & Type:

C-02

Liquid Limit

MATERIAL DESCRIPTION

B O

R

IN

G L

O G

G W

M P

.G P

J F

H W

A _V

A .G

D T

2/

6/

Operator:

Boring No.:

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

PRA-GWMP 200(1), 936(1)

0.3

B lo w s pe r in hrs Weather:

GWMP Daingerfield Island-Washington Sailing Marina

SAMPLE

R ec

Inspector:

Bottom of borehole

Brownish Orange Sand, some gravel, trace clay

3.6" Asphalt Concrete

2.0

0.8

6" Brownish Orange River Gravel, some Sand

Remarks:

Rock Core Diam:

Boring Method:

Hole Diameter:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

Completed:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer Rock CoreSPT

No groundwater was encountered during or after coring began.

G ra ph ic

Lo g

BORING LOG

Sample Types:

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Route 200A, 150 feet from entrance

Plastic Limit

N o.

Project Location:

After

Encountered at: Caved at:

4 in

806020

Hammer Drop:

UDAuger Cuttings

Clear

Water Content %

E le va tio n (fe et

Project Name:

O'Brien/Kingsley O'Brien/Kingsley

9/5/07 Hand Auger

C-03

Liquid Limit

MATERIAL DESCRIPTION

B O

R

IN

G L

O G

G W

M P

.G P

J F

H W

A _V

A .G

D T

2/

6/

Operator:

Boring No.:

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

PRA-GWMP 200(1), 936(1)

0.4

B lo w s pe r in hrs Weather:

GWMP Daingerfield Island-Washington Sailing Marina

SAMPLE

R ec

Inspector:

Bottom of borehole

Brownish Orange Sand, some Gravel, trace Clay

4.2" Asphalt Concrete

2.0

0.9

6" Gravel Base

Remarks:

Rock Core Diam:

Boring Method:

Hole Diameter:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

Completed:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer Rock CoreSPT

No groundwater was encountered during or after coring began.

G ra ph ic

Lo g

BORING LOG

Sample Types:

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Route 200A, 375 feet from entrance

Plastic Limit

N o.

Project Location:

After

Encountered at: Caved at:

4 in

806020

Hammer Drop:

UDAuger Cuttings

Clear

Water Content %

E le va tio n (fe et

Project Name:

O'Brien/Kingsley O'Brien/Kingsley

9/5/07 Hand Auger

C-04

Liquid Limit

MATERIAL DESCRIPTION

B O

R

IN

G L

O G

G W

M P

.G P

J F

H W

A _V

A .G

D T

2/

6/

Operator:

Boring No.:

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

PRA-GWMP 200(1), 936(1)

0.3

B lo w s pe r in hrs Weather:

GWMP Daingerfield Island-Washington Sailing Marina

SAMPLE

R ec

Inspector:

Bottom of borehole

Brownish Orange Sand, some Gravel, trace Clay

3.6" Asphalt Concrete

2.0

0.8

6" Gravel Base

Remarks:

Rock Core Diam:

Boring Method:

Hole Diameter:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

Completed:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer Rock CoreSPT

No groundwater was encountered during or after coring began.

G ra ph ic

Lo g

BORING LOG

Sample Types:

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Route 200A, 650 feet from entrance

Plastic Limit

N o.

Project Location:

After

Encountered at: Caved at:

4 in

806020

Hammer Drop:

UDAuger Cuttings

Clear

Water Content %

E le va tio n (fe et

Project Name:

O'Brien/Kingsley O'Brien/Kingsley

9/5/07 Hand Auger

C-05

Liquid Limit

MATERIAL DESCRIPTION

B O

R

IN

G L

O G

G W

M P

.G P

J F

H W

A _V

A .G

D T

2/

6/

Operator:

Boring No.:

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

PRA-GWMP 200(1), 936(1)

0.5

B lo w s pe r in hrs Weather:

GWMP Daingerfield Island-Washington Sailing Marina

SAMPLE

R ec

Inspector:

Bottom of borehole

Brownish Orange Sand, some Gravel, trace Clay

6" Asphalt Concrete

2.0

1.0

6" Gravel Base

Remarks:

Rock Core Diam:

Boring Method:

Hole Diameter:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

Completed:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer Rock CoreSPT

No groundwater was encountered during or after coring began.

G ra ph ic

Lo g

BORING LOG

Sample Types:

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Route 200A, 900 feet from entrance

Plastic Limit

N o.

Project Location:

After

Encountered at: Caved at:

4 in

806020

Hammer Drop:

UDAuger Cuttings

Clear

Water Content %

E le va tio n (fe et

Project Name:

O'Brien/Kingsley O'Brien/Kingsley

9/5/07 Hand Auger

C-06

Liquid Limit

MATERIAL DESCRIPTION

B O

R

IN

G L

O G

G W

M P

.G P

J F

H W

A _V

A .G

D T

2/

6/

Operator:

Boring No.:

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

PRA-GWMP 200(1), 936(1)

0.5

B lo w s pe r in hrs Weather:

GWMP Daingerfield Island-Washington Sailing Marina

SAMPLE

R ec

Inspector:

Bottom of borehole

Brownish Orange Sand, some Gravel, trace Clay

6" Asphalt Concrete

2.0

1.0

6" Gravel Base

Remarks:

Rock Core Diam:

Boring Method:

Hole Diameter:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

Completed:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer Rock CoreSPT

No groundwater was encountered during or after coring began.

G ra ph ic

Lo g

BORING LOG

Sample Types:

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Route 200A, 1150 feet from entrance

Plastic Limit

N o.

Project Location:

After

Encountered at: Caved at:

4 in

806020

Hammer Drop:

UDAuger Cuttings

Clear

Water Content %

E le va tio n (fe et

Project Name:

O'Brien/Kingsley O'Brien/Kingsley

9/5/07 Hand Auger

C-07

Liquid Limit

MATERIAL DESCRIPTION

B O

R

IN

G L

O G

G W

M P

.G P

J F

H W

A _V

A .G

D T

2/

6/

Operator:

Boring No.:

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

PRA-GWMP 200(1), 936(1)

0.5

B lo w s pe r in hrs Weather:

GWMP Daingerfield Island-Washington Sailing Marina

SAMPLE

R ec

Inspector:

Bottom of borehole

Brownish Orange Sand, some Gravel, trace Clay

6" Asphalt Concrete

2.0

1.0

6" Gravel Base

Remarks:

Rock Core Diam:

Boring Method:

Hole Diameter:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

Completed:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer Rock CoreSPT

No groundwater was encountered during or after coring began.

G ra ph ic

Lo g

BORING LOG

Sample Types:

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Route 200A, 1400 feet from entrance

Plastic Limit

N o.

Project Location:

After

Encountered at: Caved at:

4 in

806020

Hammer Drop:

UDAuger Cuttings

Clear

Water Content %

E le va tio n (fe et

Project Name:

O'Brien/Kingsley O'Brien/Kingsley

9/5/07 Hand Auger

C-08

Liquid Limit

MATERIAL DESCRIPTION

B O

R

IN

G L

O G

G W

M P

.G P

J F

H W

A _V

A .G

D T

2/

6/

Operator:

Boring No.:

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

PRA-GWMP 200(1), 936(1)

0.5

B lo w s pe r in hrs Weather:

GWMP Daingerfield Island-Washington Sailing Marina

SAMPLE

R ec

Inspector:

Bottom of borehole

Brownish Orange Sand, some Gravel, trace Clay

6" Asphalt Concrete

2.0

1.0

6" Gravel Base

Remarks:

Rock Core Diam:

Boring Method:

Hole Diameter:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

Completed:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer Rock CoreSPT

No groundwater was encountered during or after coring began.

G ra ph ic

Lo g

BORING LOG

Sample Types:

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Route 200A, 1650 feet from entrance

Plastic Limit

N o.

Project Location:

After

Encountered at: Caved at:

4 in

806020

Hammer Drop:

UDAuger Cuttings

Clear

Water Content %

E le va tio n (fe et

Project Name:

O'Brien/Kingsley O'Brien/Kingsley

9/5/07 Hand Auger

C-09

Liquid Limit

MATERIAL DESCRIPTION

B O

R

IN

G L

O G

G W

M P

.G P

J F

H W

A _V

A .G

D T

2/

6/

Operator:

Boring No.:

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

PRA-GWMP 200(1), 936(1)

0.2

B lo w s pe r in hrs Weather:

GWMP Daingerfield Island-Washington Sailing Marina

SAMPLE

R ec

Inspector:

Bottom of borehole

Brownish Orange Sand, some Gravel, trace Clay

2" Asphalt Concrete

2.0

0.5

3.5" Gravel Base

Remarks:

Rock Core Diam:

Boring Method:

Hole Diameter:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

Completed:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer Rock CoreSPT

No groundwater was encountered during or after coring began.

G ra ph ic

Lo g

BORING LOG

Sample Types:

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Route 200B, 100 feet from intersection with Route 200A

Plastic Limit

N o.

Project Location:

After

Encountered at: Caved at:

4 in

806020

Hammer Drop:

UDAuger Cuttings

Clear

Water Content %

E le va tio n (fe et

Project Name:

O'Brien/Kingsley O'Brien/Kingsley

9/5/07 Hand Auger

C-10

Liquid Limit

MATERIAL DESCRIPTION

B O

R

IN

G L

O G

G W

M P

.G P

J F

H W

A _V

A .G

D T

2/

6/

Operator:

Boring No.:

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

PRA-GWMP 200(1), 936(1)

0.2

B lo w s pe r in hrs Weather:

GWMP Daingerfield Island-Washington Sailing Marina

SAMPLE

R ec

Inspector:

Bottom of borehole

Brownish Orange Sand, some Gravel, trace Clay

2" Asphalt Concrete

2.0

0.3

1" Gravel Base

Remarks:

Rock Core Diam:

Boring Method:

Hole Diameter:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

Completed:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer Rock CoreSPT

No groundwater was encountered during or after coring began.

G ra ph ic

Lo g

BORING LOG

Sample Types:

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Route 200B, 250 feet from intersection with Route 200A

Plastic Limit

N o.

Project Location:

After

Encountered at: Caved at:

4 in

806020

Hammer Drop:

UDAuger Cuttings

Clear

Water Content %

E le va tio n (fe et

Project Name:

O'Brien/Kingsley O'Brien/Kingsley

9/5/07 Hand Auger

Liquid Limit

MATERIAL DESCRIPTION

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Boring No.:

SAMPLE

hrs

GWMP Daingerfield Island-Washington Sailing Marina

PRA-GWMP 200(1), 936(1)

Standard Penetration Test Data

C-11

R ec

Inspector:

Operator:

Weather:

Bottom of borehole

Brownish Orange Sand, some Gravel, trace Clay

2.5" Gravel Base

2.5" Asphalt Concrete

2.0

0.4

0.2

B O

R

IN

G L

O G

G W

M P

.G P

J F

H W

A _V

A .G

D T

2/

6/

B lo w s pe r in

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)D ep th S ca le

(f t)

Route 400, 175 feet from intersection with Route 200A

No groundwater was encountered during or after coring began.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Sheet: 1 of 1

Penetrometer

Plastic Limit

U. S. DEPARTMENT OF TRANSPORTATION

SPT Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

Water Content %

UD

4 in

Caved at:

Auger Cuttings

G ra ph ic

Lo g

Remarks:

9/5/07

E le va tio n (fe et

Project Name:

Clear O'Brien/Kingsley

O'Brien/KingsleyHand Auger 9/5/07Boring Began:Surface Elevation:

Hammer Drop:

C-12

Liquid Limit

MATERIAL DESCRIPTION

B O

R

IN

G L

O G

G W

M P

.G P

J F

H W

A _V

A .G

D T

2/

6/

Operator:

Boring No.:

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

PRA-GWMP 200(1), 936(1)

0.5

B lo w s pe r in hrs Weather:

GWMP Daingerfield Island-Washington Sailing Marina

SAMPLE

R ec

Inspector:

Bottom of borehole

Brownish Orange Sand, some Gravel, trace Clay

6" Asphalt Concrete

2.0

1.0

6" Gravel Base

Remarks:

Rock Core Diam:

Boring Method:

Hole Diameter:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

Completed:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer Rock CoreSPT

No groundwater was encountered during or after coring began.

G ra ph ic

Lo g

BORING LOG

Sample Types:

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Route 400, 600 feet from intersection with Route 200A

Plastic Limit

N o.

Project Location:

After

Encountered at: Caved at:

4 in

806020

Hammer Drop:

UDAuger Cuttings

Clear

Water Content %

E le va tio n (fe et

Project Name:

O'Brien/Kingsley O'Brien/Kingsley

9/5/07 Hand Auger

C-13

Liquid Limit

MATERIAL DESCRIPTION

B O

R

IN

G L

O G

G W

M P

.G P

J F

H W

A _V

A .G

D T

2/

6/

Operator:

Boring No.:

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

PRA-GWMP 200(1), 936(1)

0.3

B lo w s pe r in hrs Weather:

GWMP Daingerfield Island-Washington Sailing Marina

SAMPLE

R ec

Inspector:

Bottom of borehole

Brownish Orange Sand, some Gravel, trace Clay

3.6" Asphalt Concrete

2.0

0.8

6" Gravel Base

Remarks:

Rock Core Diam:

Boring Method:

Hole Diameter:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

Completed:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer Rock CoreSPT

No groundwater was encountered during or after coring began.

G ra ph ic

Lo g

BORING LOG

Sample Types:

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Route 400, 1300 feet from intersection with Route 200A

Plastic Limit

N o.

Project Location:

After

Encountered at: Caved at:

4 in

806020

Hammer Drop:

UDAuger Cuttings

Clear

Water Content %

E le va tio n (fe et

Project Name:

O'Brien/Kingsley O'Brien/Kingsley

9/5/07 Hand Auger

MATERIAL DESCRIPTION

Operator:

Weather:

C-14

Liquid Limit

R ec

Boring No.:

Boring Location:

B O

R

IN

G L

O G

G W

M P

.G P

J F

H W

A _V

A .G

D T

2/

6/

Standard Penetration Test Data hrs

1.0

Remarks:

B lo w s pe r in

Inspector:

Ty pe

GWMP Daingerfield Island-Washington Sailing Marina

PRA-GWMP 200(1), 936(1)

SAMPLE

Bottom of borehole

(Blows / ft)

At Completion:

Brownish Orange Sand, some Gravel, trace Clay

12" Aggregate Surface Course

2.0

Rock Core Diam:

Density, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Groundwater Depth:

Boring Method:

Hole Diameter:

Completed:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

BORING LOG

Penetrometer Rock CoreSPT

N o.

Sample Types:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Route 952

Plastic Limit

G ra ph ic

Lo g

No groundwater was encountered during or after coring began.

Project Location:

After

Encountered at:

Hammer Wt. & Type:

Caved at:

4 in

Surface Elevation:

UDAuger Cuttings

E le va tio n (fe et

Water Content %

Hammer Drop:

Boring Began:

Project Name:

Clear O'Brien/Kingsley O'Brien/Kingsley

9/5/07 Hand Auger

9/5/07

Brownish Orange Sand, some Gravel, trace Clay

(Blows / ft)

Groundwater Depth:

Bottom of borehole

At Completion:

8" Aggregate Surface Course

2.0

B O

R

IN

G L

O G

G W

M P

.G P

J F

H W

A _V

A .G

D T

2/

6/

Boring Method:

Vane Shear

Liquid Limit

Rock Core Diam:

Hole Diameter:

Completed:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

0.7

GWMP Daingerfield Island-Washington Sailing Marina

PRA-GWMP 200(1), 936(1)

hrs

R ec

Inspector:

Operator:

Weather:

C-15

Standard Penetration Test Data

SAMPLE

UD

Density, Color, Plasticity, Size, Proportions, MoistureG ra ph ic Lo g

Remarks:

B lo w s pe r in

Auger Cuttings

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer Rock CoreSPT

No groundwater was encountered during or after coring began.

BORING LOG

Sample Types:

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Route 952

Plastic Limit

N o.

Project Location:

After

Encountered at:

Hammer Wt. & Type:

Hammer Drop:

Caved at:

4 in

MATERIAL DESCRIPTION

9/5/07

Boring No.:

Boring Location:

Project Name:

Water Content %

Surface Elevation:

E le va tio n (fe et

Boring Began:

Clear O'Brien/Kingsley O'Brien/Kingsley

9/5/07 Hand Auger

Ty pe

APPENDIX C – Pavement Design Analysis

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

Flexible Structural Design Module

Route 200A and B: Mainline GWMP to Route 936 C-J

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 136,266 Initial Serviceability 4.2 Terminal Serviceability 2.5 Reliability Level 75 % Overall Standard Deviation 0.49 Roadbed Soil Resilient Modulus 8,000 psi Stage Construction 1

Calculated Design Structural Number 2.22 in*

*Note: This value is not represented by the inputs or an error occurred in calculation.

Simple ESAL Calculation

Performance Period (years) 20 Two-Way Traffic (ADT) 1,000 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 100 % Percent Heavy Trucks (of ADT) FHWA Class 5 or Greater - % Average Initial Truck Factor (ESALs/truck) - Annual Truck Factor Growth Rate - % Annual Truck Volume Growth Rate - % Growth Simple

Total Calculated Cumulative ESALs - *

Rigorous ESAL Calculation

Two-Way Traffic (ADT) 1,000 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 100 %

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 96.5 2 0.0007 0 5,872

Growth

Average Initial Truck Factor

(ESALs/ Truck)

Annual % Growth in

Truck Factor

Accumulated 18-kip ESALs over Performance Period

2 2 2 0.3 0 52,158 3 1.5 2 0.6 0 78,237

Total 100 - - - 136,266

Total Calculated Cumulative ESALs 136,266

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 4 9 1.76

2 Pulverized AC and Agg. Base 0.12 1 8 9 0.96

Total - - - 12.00 - 2.72

Layered Thickness Design

Thickness precision Actual

Coef.

(Ai)

Drain Coef.

(Mi)

Spec Thickness (Di)(in)

Min Thickness (Di)(in)

Elastic Modulus

(psi)

Calculated

(in)

Total - - - - - - - - -

Optimized Layer Design

Coef.

(Ai)

Drain

Cost

(sq yd/in)

Min Thick

(Di)(in)

Max Thick

Optimum

Calculated Cost

(sq yd) Total - - - - - - - - - -

Overlay Design Module

Route 936 C through J (including Route 200A adjacent to lots)

AC Overlay of AC Pavement

Structural Number for Future Traffic 2.22 in

Design Method

Effective Existing Structural Number (in)

Overlay Structural Number (in)

Component Analysis - - Remaining Life - -

Non-Destructive Testing 1.92 0.30

Structural Number for Future Traffic

Future 18-kip ESALs Over Design Period 136,266 Initial Serviceability 4.2 Terminal Serviceability 2.5 Reliability Level 75 % Overall Standard Deviation 0.49 Subgrade Resilient Modulus 8,000 psi

Calculated Structural Number for Future Traffic 2.22 in

Future Simple ESAL Calculation

Two-Way Traffic (ADT) 1,000 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 100 % Percent Heavy Trucks (of ADT) FHWA Class 5 or Greater - % Average Initial Truck Factor (ESALs/truck) - Annual Truck Factor Growth Rate - %

Future Rigorous ESAL Calculation

Two-Way Traffic (ADT) 1,000 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

1 96.5 2 0.0007 0 5,872 2 2 2 0.3 0 52,158 3 1.5 2 0.6 0 78,237

Total 100 - - - 136,266

Total Calculated Cumulative ESALs 136,266

Coef.

(Ai)

Drain

1 AC Overlay 0.44 1 1.5 9 0.66

Total - - - 1.50 - 0.66

Maintenance Road from Route 200A to Gate (STA 43+00)

18-kip ESALs Over Initial Performance Period 89,056 Initial Serviceability 4.2 Terminal Serviceability 2 Reliability Level 75 % Overall Standard Deviation 0.49

Calculated Design Structural Number 2.04 in

Two-Way Traffic (ADT) 85 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 100 % Percent Heavy Trucks (of ADT) FHWA Class 5 or Greater - % Average Initial Truck Factor (ESALs/truck) - Annual Truck Factor Growth Rate - %

Two-Way Traffic (ADT) 85 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

1 75 2 0.0007 0 388 2 10 2 0.3 0 22,167 3 15 2 0.6 0 66,501

Growth

Average Initial Truck Factor

(ESALs/ Truck)

Annual % Growth in

Truck Factor

Accumulated 18-kip ESALs over Performance

Total 100 - - - 89,056

Total Calculated Cumulative ESALs 89,056 *

Coef.

(Ai)

Drain

1 AC 0.44 1 4 9 1.76

2 Pulverized AC 0.12 1 4 9 0.48

Total - - - 8.00 - 2.24

Coef.

(Ai)

Drain Coef.

(Mi)

Spec Thickness (Di)(in)

Min Thickness (Di)(in)

Elastic

Calculated

Overlay Design Module

Route 400: Maintenance Road from STA 43+00 to 53+00

AC Overlay of AC Pavement

Structural Number for Future Traffic 2.04 in

Design Method

Effective Existing Structural Number (in)

Overlay Structural Number (in)

Component Analysis - - Remaining Life - -

Non-Destructive Testing 1.72 0.32

Structural Number for Future Traffic

Future 18-kip ESALs Over Design Period 89,056 Initial Serviceability 4.2 Terminal Serviceability 2 Reliability Level 75 % Overall Standard Deviation 0.49 Subgrade Resilient Modulus 8,000 psi

Calculated Structural Number for Future Traffic 2.04 in

Future Simple ESAL Calculation

Two-Way Traffic (ADT) 85 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 100 % Percent Heavy Trucks (of ADT) FHWA Class 5 or Greater - % Average Initial Truck Factor (ESALs/truck) - Annual Truck Factor Growth Rate - %

Future Rigorous ESAL Calculation

Two-Way Traffic (ADT) 85 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

1 75 2 0.0007 0 388 2 10 2 0.3 0 22,167

Total Calculated Cumulative ESALs 89,056

Coef.

(Ai)

Drain

1 AC Overlay 0.44 1 1.5 9 0.66

Total - - - 1.50 - 0.66

Route 952

18-kip ESALs Over Initial Performance Period 89,056 Initial Serviceability 4.2 Terminal Serviceability 2 Reliability Level 75 % Overall Standard Deviation 0.49

Calculated Design Structural Number 2.04 in

Two-Way Traffic (ADT) 85 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 100 % Percent Heavy Trucks (of ADT) FHWA Class 5 or Greater - % Average Initial Truck Factor (ESALs/truck) - Annual Truck Factor Growth Rate - %

Two-Way Traffic (ADT) 85 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

1 75 2 0.0007 0 388 2 10 2 0.3 0 22,167

Growth

Average Initial Truck Factor

(ESALs/ Truck)

Annual % Growth in

Truck Factor

Accumulated 18-kip ESALs over Performance

Total Calculated Cumulative ESALs 89,056 *

Coef.

(Ai)

Drain

1 AC 0.44 1 4 9 1.76

2 Regraded Existing Agg. Base 0.12 1 8 9 0.96

Total - - - 12.00 - 2.72

Coef.

(Ai)

Drain Coef.

(Mi)

Spec Thickness (Di)(in)

Min Thickness (Di)(in)

Elastic

Calculated

New alignment and widening

18-kip ESALs Over Initial Performance Period 177,490 Initial Serviceability 4.2 Terminal Serviceability 2.5 Reliability Level 75 % Overall Standard Deviation 0.49

Calculated Design Structural Number 2.32 in

Performance Period (years) 25 Two-Way Traffic (ADT) 1,000 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 100 % Percent Heavy Trucks (of ADT) FHWA Class 5 or Greater - % Average Initial Truck Factor (ESALs/truck) - Annual Truck Factor Growth Rate - %

Performance Period (years) 25 Two-Way Traffic (ADT) 1,000 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

1 96.5 2 0.0007 0 7,649 2 2 2 0.3 0 67,937 3 1.5 2 0.6 0 101,905

Growth

Average Initial Truck Factor

(ESALs/ Truck)

Annual % Growth in

Truck Factor

Accumulated 18-kip ESALs over Performance

Total 100 - - - 177,490

Total Calculated Cumulative ESALs 177,490

Coef.

(Ai)

Drain

1 AC 0.44 1 4 9 1.76

2 Aggregate Base Course 0.12 1 6 9 0.72

Total - - - 10.00 - 2.48

Coef.

(Ai)

Drain Coef.

(Mi)

Spec Thickness (Di)(in)

Min Thickness (Di)(in)

Elastic

Calculated

Optimized Layer Design

Coef.

(Ai)

Drain

Cost

(sq yd/in)

Min Thick

(Di)(in)

Max

Optimum

Calculated Cost

(sq yd) Total - - - - - - - - - -

APPENDIX D – FWD Field Data Back-Calculation Summary

GroupID Station Surface

Temp (˚F)

DO68

(mils)

Mr (psi) Ep (psi) Sneff Load (lb)

Pressure (psi)

B 3 117.9 18.6 13,929 103,500 2.11 8,994 82.3 B 4 120.2 14.2 16,190 159,000 2.44 8,992 82.2

C 5 120.8 15.5 13,209 128,500 2.72 8,992 82.2 C 6 122.9 13.9 22,539 93,000 2.45 8,997 82.3 C 7 125.1 5.0 32,916 531,000 4.37 9,044 82.7 C 8 120.2 15.8 14,986 108,000 2.57 9,000 82.3

D 10 124.3 37.6 7,984 267,000 1.16 8,803 80.5 7,984

E 12 115.0 27.4 10,119 57,000 1.91 8,964 82.0 E 13 95.9 42.1 8,215 29,500 1.53 8,880 81.2

FWD Backcalculations - PRA-GWMP 200(1), etc

15,060

20,913

9,167

Sneff Avg = 2.58

Sneff Avg = 1.72

5001,25.70,1,40, 3, 1,"FwdWin "

5002,"25USN ","8002-229","9000-366"

5003,"cc ","target90","warmup09","F25"

5010,1,0,1,0,1,1,0,5,1,1,1,1,0,0,1,0,0,0,0,0,1,"MDB"

5011,0,1,2000,01,13,05,56,0,"Non",000 5200,"0457 ",2,1.008, 92.7, -2.30, 7.164 5201,"4361 ",4,1.000,0.999 5202,"4368 ",4,1.000,1.009 5203,"4363 ",4,1.000,0.984 5204,"4364 ",4,1.000,1.005 5205,"4365 ",4,1.000,0.987 5206,"4366 ",4,0.996,0.997 5207,"4367 ",4,0.998,1.004 5208,"4987 ",4,0.998,1.043 5209,"4989 ",4,1.000,0.996

5210,"NA ",0,0.000,0.000

5211,"NA ",0,0.000,0.000

5212,"NA ",0,0.000,0.000

5213,"NA ",0,0.000,0.000

5214,"NA ",0,0.000,0.000

5215,"NA ",0,0.000,0.000

5216,"NA ",0,0.000,0.000

5217,"NA ",0,0.000,0.000

5218,"NA ",0,0.000,0.000

5020, 5.90, 0.00, 8.00, 12.00, 18.00, 24.00, 36.00, 48.00,-12.00, 70.87,N0 ,N0 ,N0 ,N0 ,N0 , 5021, 11.81, 0.00, 0.00, 0.00, 0.00, 0.00, 0.00, 0.00, 0.00, 0.00,N0 ,N0 ,N0 ,N0 ,N0 ,N0 5022,1, 0, 0, 2.05, 5.20, 8.23,11.97, 5023,1,3,0, 38, 38, 38, 0, 0.000,1,1 5024,0,0,1,1,0,0, 4.8, 2.0, 2.0, 2.0,1,0,0, 60 5029, 9, 36, 3110, 37239 5030,"cc " 5031,"Daingerfield Island Marina" 5032,"C-10" 5301,0,1,3,5, 38,1,1,Right-1 ,2000,01,13,05,56 5302,0,1,8,0,0,0,0,0,"C-10 " 5303,1,N0 ,124.3, 84.6 5041,"C-10 " 5042,"C-10 " 5043,"C-10 " 5044,"C-10 " 5280,0,000000, 38.8293423, -77.0414733, 02.6, , , , 5301,0,1,3,5, 38,1,1,Right-1 ,2000,01,13,05,32 5302,0,1,8,0,0,0,0,0,"C-12 " 5303,1,116.0,115.0, 83.8 1, 81.9, 37.30, 27.04, 19.46, 11.84, 7.61, 3.46, 1.98, 1.19, 0.90 2, 82.3, 37.11, 26.98, 19.50, 11.84, 7.65, 3.50, 2.00, 1.21, 0.93 3, 81.9, 36.88, 26.85, 19.25, 11.78, 7.64, 3.51, 2.06, 1.14, 0.85 4, 81.8, 36.82, 26.88, 19.22, 11.79, 7.67, 3.56, 2.16, 1.09, 0.81 5280,0,000000, 38.8283004, -77.0402849, 03.6, , , , 5301,0,1,3,5, 38,1,1,Right-1 ,2000,01,13,05,35 5302,0,1,8,0,0,0,0,0,"C-13 " 5303,1,N0 , 95.9, 84.7

1, 78.5, 49.70, 32.71, 22.66, 13.97, 9.28, 5.07, 3.38, 2.57, 2.00 2, 82.2, 51.01, 33.83, 23.34, 14.59, 9.69, 5.35, 3.53, 2.69, 2.10 3, 81.8, 50.53, 33.53, 23.34, 14.50, 9.52, 5.37, 3.45, 2.69, 2.12 4, 82.3, 50.58, 33.65, 23.46, 14.59, 9.65, 5.39, 3.53, 2.70, 2.12 5280,0,000000, 38.8307783, -77.0419898, 02.7, , , , 5301,0,1,3,5, 38,1,1,Right-1 ,2000,01,13,05,43 5302,0,1,8,0,0,0,0,0,"C-03 " 5303,1,N0 ,117.9, 83.5 1, 82.6, 25.61, 19.20, 14.25, 8.66, 5.66, 2.79, 1.57, 1.09, 0.87 2, 81.9, 25.28, 19.02, 14.11, 8.59, 5.61, 2.78, 1.61, 1.08, 0.86 3, 82.8, 25.39, 19.14, 14.18, 8.67, 5.67, 2.82, 1.61, 1.09, 0.87 4, 81.7, 24.99, 18.82, 13.95, 8.52, 5.59, 2.74, 1.57, 1.07, 0.88 5280,0,000000, 38.8313329, -77.0416638, 03.1, , , , 5301,0,1,3,5, 38,1,1,Right-1 ,2000,01,13,05,45 5302,0,1,8,0,0,0,0,0,"C-04 " 5303,1,N0 ,120.2, 84.1 1, 82.5, 19.83, 14.64, 11.14, 7.45, 5.26, 2.80, 1.76, 1.30, 1.04 2, 82.1, 19.62, 14.51, 11.07, 7.41, 5.23, 2.78, 1.75, 1.34, 1.03 3, 82.5, 19.60, 14.50, 11.06, 7.40, 5.22, 2.78, 1.74, 1.30, 1.03 4, 81.8, 19.45, 14.41, 10.98, 7.36, 5.20, 2.77, 1.74, 1.29, 1.03 5280,0,000000, 38.8320738, -77.0415468, 03.7, , , , 5301,0,1,3,5, 38,1,1,Right-1 ,2000,01,13,05,47 5302,0,1,8,0,0,0,0,0,"C-05 " 5303,1,N0 ,120.8, 83.4 1, 82.5, 22.33, 16.63, 12.65, 9.11, 6.85, 4.12, 2.80, 1.99, 1.48 2, 82.4, 22.14, 16.55, 12.59, 9.08, 6.82, 4.11, 2.80, 2.00, 1.48 3, 82.0, 22.00, 16.44, 12.52, 9.02, 6.79, 4.10, 2.76, 1.94, 1.48 4, 82.0, 21.95, 16.41, 12.47, 9.02, 6.77, 4.09, 2.78, 1.99, 1.47 5280,0,000000, 38.8326277, -77.0417637, 03.0, , , , 5301,0,1,3,5, 38,1,1,Right-1 ,2000,01,13,05,49 5302,0,1,8,0,0,0,0,0,"C-06 " 5303,1,N0 ,122.9, 83.0 1, 82.9, 20.33, 14.00, 9.04, 5.38, 3.73, 2.17, 1.39, 1.03, 0.82 2, 82.2, 20.02, 13.83, 8.97, 5.31, 3.68, 2.13, 1.37, 1.07, 0.80 3, 82.1, 19.97, 13.81, 8.94, 5.32, 3.68, 2.13, 1.37, 1.02, 0.81 4, 81.9, 19.81, 13.74, 8.93, 5.28, 3.67, 2.13, 1.37, 1.02, 0.81 5280,0,000000, 38.8326730, -77.0421563, 04.0, , , , 5301,0,1,3,5, 38,1,1,Right-1 ,2000,01,13,05,51 5302,0,1,8,0,0,0,0,0,"C-07 " 5303,1,N0 ,125.1, 84.5 1, 85.0, 7.58, 5.64, 4.88, 3.72, 2.86, 1.68, 1.02, 0.69, 0.55 2, 81.8, 7.26, 5.37, 4.64, 3.52, 2.70, 1.58, 0.96, 0.67, 0.50 3, 82.1, 7.33, 5.41, 4.67, 3.55, 2.72, 1.60, 0.98, 0.69, 0.53 4, 81.9, 7.29, 5.40, 4.65, 3.54, 2.71, 1.59, 0.96, 0.68, 0.52 5280,0,000000, 38.8319447, -77.0418174, 04.2, , , , 5301,0,1,3,5, 38,1,1,Right-1 ,2000,01,13,05,53 5302,0,1,8,0,0,0,0,0,"C-08 " 5303,1,N0 ,120.2, 86.0 1, 82.4, 22.54, 16.11, 11.71, 8.03, 5.96, 3.63, 2.41, 1.73, 1.31 2, 82.2, 22.36, 15.97, 11.60, 8.01, 5.93, 3.61, 2.40, 1.72, 1.30 3, 82.2, 22.28, 15.94, 11.64, 8.00, 5.93, 3.61, 2.40, 1.72, 1.29 4, 82.4, 22.24, 15.91, 11.57, 7.99, 5.91, 3.60, 2.41, 1.72, 1.30

5280,0,000000, 38.8309218, -77.0426554, 02.1, , , , 5301,0,1,3,5, 38,1,1,Right-1 ,2000,01,13,05,56 5302,0,1,8,0,0,0,0,0,"C-10 " 5303,1,N0 ,124.3, 84.6 1, 76.6, 43.00, 32.55, 21.15, 11.06, 6.53, 3.25, 2.15, 1.63, 1.35 2, 81.1, 45.19, 34.22, 22.17, 11.77, 6.98, 3.48, 2.29, 1.73, 1.43 3, 82.1, 45.69, 34.59, 22.35, 11.93, 7.11, 3.52, 2.32, 1.74, 1.49 4, 82.2, 45.74, 34.61, 22.54, 11.96, 7.15, 3.53, 2.33, 1.71, 1.46