Pavement Report.pdf

PAVEMENT REPORT NUMBER FY07-09

FHWA Project PRA-ANTI 300(1), 900(2)

Antietam National Battlefield Washington County, Maryland

Pavement Rehabilitations for Old Maryland State Route 65 (Route 300) and other

Roads and Parking Areas in the Vicinity; and Pavement Construction for New Visitor Center Parking Extension

December 2006

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division 21400 Ridgetop Circle

Sterling, VA 20166

PRA-ANTI 300(1), 900(2) Pavement Report No. FY07-09

TABLE OF CONTENTS

1. INTRODUCTION

1.1 GENERAL

1.2 PROJECT DESCRIPTION

1.3 PROJECT PURPOSE-AND-NEED

1.4 REGIONAL GEOLOGY

2. PROCEDURES AND RESULTS

2.1 FIELD INVESTIGATION

2.2 SAMPLING

2.3 FIELD TESTS AND MEASUREMENTS

2.4 DATA SUMMARY

2.5 LABORATORY INVESTIGATION

2.6 FINDINGS

2.6.1 Pavement Condition

2.6.2 Subsurface Condition

3. ANALYSIS AND CONCLUSIONS

3.1 PAVEMENT DESIGN

4. RECOMMENDATIONS

4.1 EARTHWORK

4.2 PAVEMENT SECTION

4.2.1 Old Maryland State Route 65 (Route 300), Cornfield Avenue (Route 303), Mansfield Avenue (Route 304), Branch Avenue (Route 309) Old Burnside Bridge Road (Route 310), and Visitor Center Entrance Road

4.2.2 Starke Avenue (Route 302), Piper Lane (Route 400), Pry House Access Road (Route 402), National Cemetery Access Parking Area (Route 911), Shull House Parking Area (Route 914), and the new Visitor Center Parking Extension

4.2.3 Mumma Lane (Route 305), Richardson Avenue (Route 307), and Rodman Avenue (Route 308)

4.2.4 Visitor Center Parking Area (Route 900), Observation Tower Parking Area (Route 907), and Burnside Bridge Parking Area (Route 908)

4.2.5 Clara Barton Parking Area (Route 901), Cornfield Parking Areas (Routes 902 A&B), Philadelphia Brigade Parking Area (Route 903), Mumma Cemetery Parking Area (Route 904), Mumma Parking Area (Route 905), Bloody Lane Parking Areas (Route 906 A&B), Final Attack Parking Area (Route 909), and Burnside Bridge Handicap Parking Area (Route 917)

4.2.6 Maintenance Parking Area (Route 910)

DISCLAIMER/LIMITATIONS CLAUSE

APPENDICES

Appendix A - Project Location Map and Geological Map Appendix B - Boring Location Plan and Boring Logs Appendix C - Laboratory Test Results Appendix D - Pavement Design Analysis and Traffic Data Appendix E - Full-Depth Patch Limits

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 FY07-09

FHWA Project PRA-ANTI 300(1), 900(2)

Washington County, Maryland

Pavement Rehabilitations for Old Maryland State Route 65 (Route 300) and other Roads and Parking Areas in the Vicinity and Pavement Construction for New Visitor

Center Parking Extension

1. INTRODUCTION

1.1 General

This report presents the results of the pavement and subsurface investigations, analysis, design, and recommendations for Old Maryland State Route 65 (Route 300, MP 0 to MP 1.22), Starke Avenue (Route 302, MP 0 to MP 0.2), Cornfield Avenue (Route 303, MP 0 to MP 0.37), Mansfield Avenue (Route 304, MP 0 to 0.71), Mumma Lane (Route 305, MP 0 to MP 0.6), Richardson Avenue (Route 307, MP 0 to MP 1.12), Rodman Avenue (Route 308, MP 0 to MP 0.54), Branch Avenue (Route 309, MP 0 to MP 0.91), Old Burnside Bridge Road (Route 310, MP 0 to MP 0.5), Piper Lane (Route 400, MP 0 to MP 0.18), Pry House Access Road (Route 402, MP 0 to MP 0.2), Visitor Center Parking Area (Route 900), Clara Barton Parking Area (Route 901), Cornfield Parking Areas (Routes 902 A&B), Philadelphia Brigade Parking Area (Route 903), Mumma Cemetery Parking Area (Route 904), Mumma Parking Area (Route 905), Bloody Lane Parking Areas (Route 906 A&B), Observation Tower Parking Area (Route 907), Burnside Bridge Parking Area (Route 908), Final Attack Parking Area (Route 909), Maintenance Parking Area (Route 910), National Cemetery Access Parking Area (Route 911), Shull House Parking Area (Route 914), Burnside Bridge Handicap Parking Area (Route 917) and new Visitor Center Parking Extension located in Antietam National Battlefield in Washington County, Maryland. A Project Location Map is presented in Figure 1 of Appendix A.

1.2 Project Description

Based on the Design Scope Report (dated September 2004), this project consists of roadway rehabilitation of the Routes 300, 302 through 305, 307 through 310, 400, 402, 900 through 911, 914, 917 and Smoketown Road. This project also includes constructing Visitor Center Parking Extension. However, the investigation for Smoketown Road was excluded in this report as per a direction from Antietam National Battlefield personnel.

1.3 Project Purpose-and-Need

According to Highway Design and Antietam National Battlefield personnel, the Purpose-and-Need for this project is to provide a structurally and functionally adequate pavement structure with a 20-year performance period for proposed pavement structures.

1.4 Regional Geology

According to the United States Geological Survey (USGS), Antietam National Battlefield is underlain by Conococheague and Elbrook Limestone Formations, which they consist of light to dark blue, laminated oolitic, argillaceous and siliceous limestones; algal limestones; flat-pebble conglomerate; and some sandstone and dolomite. A Geologic Map of the project site is presented in Figure 2 of Appendix A.

2. PROCEDURES AND RESULTS

2.1 Field Investigation

The Eastern Federal Lands Highway Division (EFLHD) subsurface exploration team conducted a field investigation on February 23, 2005 through February 25, 2005 consisting of drilling 19 borings. The location of each boring is presented on the Boring Location Plans in Appendix B. All borings were advanced using hollow-stem augers and a CME 45C rotary drill rig to a depth range from 5 to 17 feet. Boring Logs are presented in Appendix B.

Subsequently, EFLHD pavement personnel performed non-destructive testing using a falling weight deflectomer (FWD) and conducted pavement condition survey on June 14, 2005.

2.2 Sampling

Sampling of materials beneath the tip of hollow stem augers was performed in all 19 borings as the borings advanced. Sampling was conducted continuously on 2-foot intervals for all borings with the exception of Boring B-34. The sampling for Boring B-34 was performed on 5-foot interval. Soil samples were recovered with a 2 ¼-inch outside diameter split-barrel sampler in accordance with AASHTO T200-87. Representative portions of recovered samples were preserved in glass jars for laboratory testing. The sampling sequence for the borings is summarized on the Boring Logs in Appendix B.

2.3 Field Tests and Measurements

The EFLHD pavement personnel and the subsurface exploration team 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 the project site at all boring locations on June 14, 2005. Deflection responses of the existing pavement were recorded with 7 different sensors spaced 0, -12, 8, 12, 18, 24 and 36 inches from the 12-inch diameter load plate in response to 3-9 kip loading sequence at each test location. At each test location, asphalt concrete (AC) pavement temperature was measured by inserting a temperature probe down to near mid-depth in ½-inch diameter drilled hole and filled with mineral oil into the AC pavement.

The subsurface exploration team performed the following field tests and measurements during the course of the subsurface exploration. Boring locations were determined from features present on-site and by referencing the existing roadway. Boring elevations were estimated from topography maps developed by Highway Design. 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.

2.4 Data Summary

Measured FWD data was collected through Dynatest data acquisition computer files then the collected raw data were transferred to the DARWin Pavement Design System computer program (Version 3.01) 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 subsurface material tests and measurements were recorded on the field personnel’s logs and appropriate data sheets in the field. These data sheets and logs contain information concerning the boring methods; samples attempted and recovered; indications of the presence of various materials such as gravel, pebbles, organic matter, etc.; and observations of groundwater. They also contain interpretations by the subsurface exploration team leader of the conditions based on the performance of the equipment and visual examination of the cuttings brought to the surface by the drilling tools. Therefore, the field data represents both factual and interpretative information.

The Boring Logs in Appendix B of this report represent a compilation of field and laboratory data and descriptions of the soil samples by a pavement engineer. These records occasionally do not include all data recorded on field personnel’s 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 any of the borings, however, fluctuations in the ground water level due to seasonal and climatic effects should be expected.

2.5 Laboratory Investigation

At the conclusion of the fieldwork, laboratory testing was conducted on 10 soil samples from the drilled boreholes. Laboratory tests on the samples included Sieve Analysis (AASHTO T- 27), Atterberg limits (AASHTO T-89, T-90), Moisture Content (AASHTO T-265), Soil Classification (AASHTO M-145), Standard Proctor (AASHTO T-99), and California

Bearing Ratio (AASHTO T-193). Laboratory test results are represented in Appendix C and summarized in Table 1.

Table 1 - Results of Laboratory Testing for Jar Samples

Boring Sample Sample Depth

(ft) %-200

Water Content

LL PI ODD(1)

(pcf) CBR(1) Classification

B-34 J-1 1 – 3 57.5 21.0 49 27 N/D N/D A-7-6 (13) B-34 J-3 10 – 12 71.6 25.1 49 24 N/D N/D A-7-6 (17) ST-1 Bag 1 1 – 5 68.1 21.2Opt. 51 28 99.7 4 A-7-6 (18)

BR-1 J-2 3 – 5 65.8 18.6 36 12 N/D N/D A-6 (7)

BR-3 J-1 1 – 3 54.5 14.7 33 12 N/D N/D A-6 (4)

DC-1 J-2 3 – 5 70.6 30.5 49 22 N/D N/D A-7-6 (16)

DC-3 J-2 3 – 5 74.6 27.4 45 24 N/D N/D A-7-6 (17)

MA-2 J-2 3 – 5 84.8 22.9 31 12 N/D N/D A-6 (9)

RI-1 J-2 3 – 5 87.0 29.6 53 30 N/D N/D A-7-6 (28)

RO-2 J-1 1 - 3 81.9 21.4 30 6 N/D N/D A-4 (4)

Opt. = Optimum Moisture Content; (1) N/D = Not Determined; ODD = Optimum Dry Density

2.6 Findings

The findings at the project site are summarized below. Refer to the Boring Logs in Appendix B and the Laboratory Test Results data in Appendix C for more detailed information.

2.6.1 Pavement Condition

Based on the pavement condition survey performed on June 14, 2005, the most prevalent pavement distress exhibited at the project site was raveling due to long-term aging of asphalt and oxidation. Medium to high severity fatigue cracks were also exhibited in isolated areas.

These cracks are most caused by repeated bending of the HMA layer under traffic, which the severity and extent of cracks were accelerated by weak and wet subgrade at the project site.

A photo of the fatigue cracks are presented in Figures 1 and 2 below.

Figure 1 – Block and Edge Cracks

Figure 2 – Fatigue Cracks khall Sticky Note

2.6.2 Subsurface Condition

Old Maryland State Route 65 (Route 300) - Borings DC-1 through DC-3 Approximately 8 to 12 inches with an average of 10 ½ inches of hot-mix asphalt (HMA) was encountered at the ground surface of Old Maryland State Route 65. Aggregate base thickness ranged from 4 to 7 inches with an average of 5 ½ inches were encountered in all 3 borings directly under the HMA layer. Brown clay with a minor quantity of sand and gravel (A-7-6) was encountered in all 3 borings below the existing aggregate base to boring termination depth of 5 feet below the ground surface. Standard Penetration Test (SPT) N-values of this clay layer ranged from 5 to 17 with an average value of 11. Laboratory tests yielded water content (WC) ranged from 27.4% to 30.5% with an average of 29.0%, liquid limit (LL) ranged from 45% to 49% with an average of 47%, and plasticity index (PI) ranged from 22% to 24% with an average of 23%.

Stark (Route 302) and Cornfield (Route 303) Avenues - Boring ST-1 Approximately 5 inches of hot-mix asphalt (HMA) was encountered at the ground surface of Stark Avenue. Aggregate base thickness of 10 inches was encountered in Boring ST-1 directly under the HMA layer. Brown clay with a minor quantity of sand and gravel (A-7-6) was encountered below the existing aggregate base to boring termination depth of 5 feet below the ground surface. Standard Penetration Test (SPT) N-values of this clay layer ranged from 6 to 11 with an average value of 8. Laboratory tests yielded water LL and PI on the order of 51% and 28%, respectively. Additionally, optimum maximum dry density, optimum moisture content, and CBR were on the order of 99.2 pcf, 21.2%, and 4%, respectively.

Mansfield Avenue (Route 304) - Borings MA-1 & MA-2 Approximately 7 to 12 inches with an average of 9 ½ inches of hot-mix asphalt (HMA) was encountered at the ground surface of Mansfield Avenue. Aggregate base thickness ranged from 5 to 6 inches with an average of 5 ½ inches were encountered in both borings directly under the HMA layer. Brown clay with a minor quantity of sand and gravel (A-6) was encountered in both borings below the existing aggregate base to boring termination depth of 5 feet below the ground surface. Standard Penetration Test (SPT) N-values of this clay layer ranged from 2 to 15 with an average value of 8. Laboratory tests yielded WC, LL, and PI was on the order of 22.9%, 31%, and 12%, respectively.

Mumma Lane (Route 305) - Borings MU-1 & MU-2 Approximately 3 inches of hot-mix asphalt (HMA) was encountered at the ground surface of Mumma Lane. Aggregate base thickness ranged from 4 to 8 inches with an average of 6 inches was encountered in both borings directly under the HMA layer. Brown clay with a minor quantity of sand and gravel was encountered in both borings below the existing aggregate base to boring termination depth of 5 feet below the ground surface. Standard Penetration Test (SPT) N-values of this clay layer ranged from 4 to 12 with an average value of 7.

Richardson Avenue (Route 307) - Borings RI-1, RI-2 & B34 Approximately 3 ½ to 5 inches with an average of 4 ½ inches of hot-mix asphalt (HMA) was encountered at the ground surface of Richardson Avenue. Aggregate base thickness ranged from 7 to 9 ½ inches with an average of 8 inches were encountered in both borings directly under the HMA layer. Brown clay with a minor quantity of sand and gravel (A-7-6) was encountered in both borings below the existing aggregate base to boring termination depth of 5 to 17 feet below the ground surface. Standard Penetration Test (SPT) N-values of this clay layer ranged from 6 to 14 with an average value of 10. Laboratory tests yielded WC ranged from 21.0% to 29.6% with an average of 25.2%, LL ranged from 49% to 53% with an average of 50%, and PI ranged from 24% to 30% with an average of 27%.

Rodman Avenue (Route 308) - Borings RO-1 & RO-2 Approximately 3 ½ to 5 inches with an average of 4 inches of hot-mix asphalt (HMA) was encountered at the ground surface of Rodman Avenue. Aggregate base thickness ranged from 6 to 8 inches with an average of 7 inches was encountered in both borings directly under the HMA layer. Orange silt with a minor quantity of sand and gravel (A-4) was encountered in both borings below the existing aggregate base to a depth of 3 to 5 below the ground surface. Standard Penetration Test (SPT) N-values of this silt layer ranged from 11 to 16 with an average value of 13. Laboratory tests yielded WC, LL, and PI was on the order of 21.4%, 30%, and 6%, respectively. Below the silt layer, gray fractured limestone was encountered in Boring RO-2 to the termination depth of 5 feet below the ground surface.

Standard Penetration Test (SPT) N-values of this fractured rock was order of 50/6”.

Branch Avenue (Route 309) - Borings BR-1 through BR-3 Approximately 4 inches of hot-mix asphalt (HMA) was encountered at the ground surface of Branch Avenue. Aggregate base thickness was order of 4 inches and was encountered in all 3 borings directly under the HMA layer. In Boring BR-2, approximately 16 ½ inch thick brown sand and gravel material was encountered below the aggregate base. This sand and gravel material appears to be a fill material. Brown clay with a minor quantity of sand and gravel (A-6) was encountered in all 3 borings below the existing aggregate base or sand and gravel fill to boring termination depth of 5 feet below the ground surface. Standard Penetration Test (SPT) N-values of this clay layer ranged from 11 to 26 with an average value of 17, and on the order of 55/7” when gravel was encountered. Laboratory tests yielded water content (WC) ranged from 14.7% to 18.6% with an average of 16.7%, liquid limit (LL) ranged from 33% to 36% with an average of 34.5%, and plasticity index (PI) was on the order of 12%.

Old Burnside Bridge Road (Route 310) - Borings OB-1 & OB-2 Approximately 4 to 5 inches with an average of 4 ½ inches of hot-mix asphalt (HMA) was encountered at the ground surface of Old Burnside Bridge Road. Aggregate base thickness ranged from 9 to 12 inches with an average of 10 ½ inches were encountered in both borings directly under the HMA layer. Orange clay with a minor quantity of sand and silt was encountered in both borings below the existing aggregate base to a depth of 1.5 to 3 feet below the ground surface. Standard Penetration Test (SPT) N-values of this clay layer was on the order of 10. Below the clay layer, gray fractured limestone was encountered in both borings to the termination depth of 5 feet below the ground surface. Standard Penetration Test (SPT) N-values of this fractured rock ranged from 13 to 50/3”.

3. ANALYSIS AND CONCLUSIONS

3.1 Pavement Design

Flexible pavement design analyses were performed in accordance with 1993 AASHTO Pavement Design procedure using the DARWin (Version 3.01) Pavement Design System to determine the future structural number (SN) necessary for the proposed roadways. The flexible pavement design analysis and overlay design analysis were for a 20-year performance period. The design analysis to determine the 18-kip ESALs for the roadway was performed using the Rigorous ESAL Calculation in DARWin and based upon average daily traffic of 180 to 400 with 12% light truck and recreational vehicle volume and 3% bus volume for the project. The traffic growth rate of 2% was assumed. The vehicle classification data were obtained from Project Development. The effective roadbed soil resilient modulus (MR) was determined for each roadway from back-calculating FWD test data and average design MR are presented in Table 2 below.

Table 2 – Back-Calculated Average MR & Design ADT

Location Average Back- Calculated MR (psi) Design ADT

Old Maryland State Route 65 (Route 300) 7,530 400 Mansfield Avenue (Route 304) 5,690 180 Mumma Lane (Route 305), Richardson Avenue (Route 307), and Rodman Avenue (Route 308) 3,950 190

Branch Avenue (Route 309) and Old Burnside Bridge Road (Route 310) 4,750 182

Other parameters specified in the analysis included a reliability of 80 percent, an overall standard deviation of 0.45, and initial serviceability index of 4.2, and a terminal serviceability index of 2.0. The results of the analysis are presented in Appendix D.

4. RECOMMENDATIONS

The following pavement recommendations are based on the existing conditions at the time of the field reconnaissance in June 2005. The recommendations included here reference the FP- 03, “Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects” (FP-03 Specifications).

4.1 Earthwork

Construction Season: Performing all earthwork and paving during a non-freezing, non-thawing seasons (summer and fall) is recommended for this project.

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

Subgrade Preparation: Sod, topsoil and vegetative materials on the proposed cut areas for the new Visitor Center Parking Extension should be scalped and disposed prior to subgrade preparation. Proposed subgrade for Starke Avenue (Route 302), Pry House Access Road (Route 402), Maintenance Parking Area (Route 910), National Cemetery Access Parking Area (Route 911), Shull House Parking Area (Route 914), and the new Visitor Center Parking Extension 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. A non-woven Geotextile Type I-B per Subsection 714.01 of the FP-03 Specifications should be placed on sub-excavated areas, and then should be backfilled with aggregate base material specified below.

Based on the field investigation, a minimum of 30 cubic yards of additional sub-excavation and backfill and 100 square yards of additional geotextile should be included in the project quantity.

Aggregate Base Course: Immediately after subgrade preparation, aggregate base course (where required) 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.

4.2 Pavement Section

Based on field condition survey and subsurface investigation, minimum flexible pavement sections with 20-year performance period for the project sites are provided in below. All full-depth patch limits are presented in Appendix E.

4.2.1 Old Maryland State Route 65 (Route 300), Cornfield Avenue (Route 303), Mansfield Avenue (Route 304), Branch Avenue (Route 309) Old Burnside Bridge Road (Route 310), and Visitor Center Entrance Road

One inch of the existing Routes 300, 303, 304, 309, 310 and Visitor Center Entrance Road pavement should be milled to remove minor surficial cracks and raveling due to oxidation.

Patch area(s) listed in Appendix E should be constructed with the following pavement section presented in Table 3.

Table 3 – Minimum Pavement Patch Section Layer Thickness (in) Comments

Asphalt Concrete Surface Course 1 ½

Superpave Asphalt Concrete Pavement (SACP), ½-inch Nominal Maximum Aggregate Size (NMAS), <0.3 Million ESALs, Type V Smoothness

Asphalt Concrete Base Course 2 ½ 3 for Route 303 SACP, ¾-inch NMAS, <0.3 Million ESALs

Aggregate Base 8 Base Aggregate, Grading C or D as per Subsection 703.05(b)

Geotextile --- Type I-B Geotextile as per Section 714 of the FP-03 Specifications

The rest of the areas should be overlaid with the following minimum pavement section in Table 4.

Table 4 – Minimum Pavement Overlay Section Layer Thickness (in) Comments

Milling 1

Asphalt Concrete Overlay 1 ½ SACP, ½-inch NMAS, <0.3 Million ESALs, Type V Smoothness

4.2.2 Starke Avenue (Route 302), Piper Lane (Route 400), Pry House Access Road

(Route 402), National Cemetery Access Parking Area (Route 911), Shull House Parking Area (Route 914), and the new Visitor Center Parking Extension

Due to predominant presence of high severity pavement distresses (fatigue, longitudinal, and transverse cracks) on Routes 302, 400, 402, 911 & 914, these routes should be reconstructed.

Routes 302, 400, 402, 911, 914 and new Visitor Parking Extension should be reconstructed or constructed per Table 5 below.

Table 5 – Minimum Pavement Section

Layer Thickness

(in) Comments

Asphalt Concrete Surface Course 1 ½ SACP, ½-inch NMAS, <0.3 Million ESALs, Type

V Smoothness Asphalt Concrete Base Course 2 ½ SACP, ¾-inch NMAS, <0.3 Million ESALs

Aggregate Base 8 Base Aggregate, Grading C or D as per Subsection 703.05(b)

Geotextile --- Type I-B Geotextile as per Section 714 of the FP-03 Specifications

4.2.3 Mumma Lane (Route 305), Richardson Avenue (Route 307), and Rodman Avenue (Route 308)

One inch of the existing Routes 305, 307 and 308 pavement should be milled to remove minor surficial cracks and raveling due to oxidation. Patch area(s) listed in Appendix E should be constructed with the following pavement section presented in Table 6.

Table 6 – Minimum Pavement Patch Section

Asphalt Concrete Surface Course 1 ½ SACP, ½-inch NMAS, <0.3 Million ESALs, Type V Smoothness

Asphalt Concrete Base Course 3 2 ½ for Route 308

SACP, ½-inch or ¾-inch NMAS, <0.3 Million ESALs

Aggregate Base 8 Base Aggregate, Grading C or D as per Subsection 703.05(b)

Geotextile --- Type I-B Geotextile as per Section 714 of the FP-03 Specifications

The rest of the areas should be overlaid with the following minimum pavement section in Table 7.

Table 7 – Minimum Pavement Overlay Section

Milling 1

Asphalt Concrete Overlay 3 (2 equal lifts) SACP, ½-inch NMAS, <0.3 Million ESALs, Type

4.2.4 Visitor Center Parking Area (Route 900), Observation Tower Parking Area (Route

907), and Burnside Bridge Parking Area (Route 908)

One and a half (1½) inch of the existing Routes 900, 907 and 908 pavement should be milled to remove minor surficial cracks and raveling due to oxidation. The milled areas should be overlaid with the following minimum pavement section in Table 8.

Table 8 – Minimum Pavement Overlay Section

Milling 1 ½

4.2.5 Clara Barton Parking Area (Route 901), Cornfield Parking Areas (Routes 902 A&B), Philadelphia Brigade Parking Area (Route 903), Mumma Cemetery Parking Area (Route 904), Mumma Parking Area (Route 905), Bloody Lane Parking Areas (Route 906 A&B), Final Attack Parking Area (Route 909), and Burnside Bridge Handicap Parking Area (Route 917)

One inch of the existing Routes 901, 902, 903, 904, 905, 906, 909 and 917 pavement should be milled and taper-milled to 1½ inch at the face of the existing curb to remove minor surficial cracks and raveling due to oxidation. Taper-milling is required at these areas to maintain curb reveal and to ensure proper surface drainage. The milled areas should be overlaid with the following minimum pavement section in Table 9.

Table 9 – Minimum Pavement Overlay Section

Milling 1 to1 ½ Taper milled to the face of the existing curb.

4.2.6 Maintenance Parking Area (Route 910)

The existing HMA pavement should be removed for the Route 910, and the following minimum pavement section presented in Table 10 is recommended.

Table 10 – Minimum Pavement Section

Layer Thickness

(in) Comments

Asphalt Concrete Surface Course 1 ½ SACP, ½-inch NMAS, <0.3 Million ESALs, Type

Asphalt Concrete Base Course 1 ½ SACP, ½-inch NMAS, <0.3 Million ESALs

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:

Christopher Chang Pavement Engineer

APPENDIX A – Project Location Map and Geological Map

ANTI 300(1), 900(2)

ANTI 300(1), 900(2)

Conococheague Limestone Dark blue, laminated, oolitic, argillaceous and siliceous limestone, algal limestone, and flat-pebble conglomerate; siliceous shale partings; some sandstone and dolomite; thickness 1,6000 to 1,900 feet.

ElbrookLimestone Light blue, laminated, argillaceous limestone and calcareous shale; some dolomite; thickness 1,400 to possibly 3,000 feet

GEOLOGIC MAP

FIGURE 2

APPENDIX B – Boring Location Plan and Boring Logs

Boring No.:

Boring Location:

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

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

Vane Shear

Inspector:

hrs

Antietam National Battlefield

B O

R

IN

G L

O G

A N

TI

L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/0

SAMPLE

D ep th S ca le

(f t)

Operator:

Weather:

B-34

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

R ec

3-3-3-3

4-6-8-7

1.1

3.0

1.0

0.4

J-2

J-1 1.5

PRA-ANTI 300(1), 900(2)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

Brown, Medium CLAY, some Sand, trace Gravel [A-7-6(17)]

- moist

Brown, Stiff CLAY, some Gravel, trace Sand [A-7-6(13)]

- moist

7" AGGREGATE BASE

5" ASPHALT CONCRETE PAVEMENT

Intersection of MD SR 34 and Richardson Avenue

Water Content %

SPT

- No groundwater was encountered during or after drilling.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Sheet: 1 of 2

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

UD

140 lbs/Auto

Plastic Limit

8.0 in.

Auger Cuttings

G ra ph ic

Lo g

Remarks:

B lo w s pe r in

Cold/Sunny

E le va tio n (fe et

30 in.

0.0 ft

R.Kingsley K.Thornton

2/25/05

HSA

Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

Caved at:

Project Name:

2/25/05

-0.4

-1.0

-3.0

Weather:

B-34

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

Inspector:

Boring No.:

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, MoistureG ra ph ic

Lo g

B O

R

IN

G L

O G

A N

TI

L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/0

B lo w s pe r in

Operator:

Antietam National Battlefield

PRA-ANTI 300(1), 900(2)

SAMPLE

R ec hrs

End of Borehole @ Depth 17'

Brown, Medium CLAY, some Sand, trace Gravel [A-7-6(17)]

- moist (Continued)

3-5-6-8

2-3-5-5

Vane Shear

2.0

1.0

17.0

J-4

J-3

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)

Remarks:

Completed:

U. S. DEPARTMENT OF TRANSPORTATION

Penetrometer Rock CoreSPT

- No groundwater was encountered during or after drilling.

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Sample Types:

Sheet: 2 of 2

Intersection of MD SR 34 and Richardson Avenue

BORING LOG

N o.

Project Location:

After

Encountered at:

30 in.

0.0 ft

Plastic Limit

8.0 in.140 lbs/Auto

Caved at:

UDAuger Cuttings

E le va tio n (fe et

Water Content %

Hammer Drop:

Project Name:

Cold/Sunny

Boring Began:

Hammer Wt. & Type:

Surface Elevation:

R.Kingsley

2/25/05

HSA

2/25/05 K.Thornton

-17.0

Completed:

Boring Location:

Ty pe

Vane Shear

MATERIAL DESCRIPTION

Rock Core Diam:

Boring Method:

Density, Color, Plasticity, Size, Proportions, Moisture hrs

B O

R

IN

G L

O G

A N

TI

L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/0

Antietam National Battlefield

R ec

Inspector:

Operator:

Weather:

BR-1

Standard Penetration Test Data Liquid Limit

SAMPLE

Hole Diameter:

5-12-14-12

4-12-10-100.5

5.0

0.7

0.3

J-2

J-1

1.7

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

End of Borehole @ Depth 5'

Brown, Very stiff CLAY, some Sand, some Gravel [A-6(7)]

- moist

4" AGGREGATE BASE

4" ASPHALT CONCRETE PAVEMENT

Branch Avenue

Water Content %

SPT

- No groundwater was encountered during or after drilling.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Sheet: 1 of 1

Plastic Limit

PRA-ANTI 300(1), 900(2)

B lo w s pe r in

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

8.0 in.

30 in.

0.0 ft

140 lbs/Auto

UDAuger Cuttings

G ra ph ic

Lo g

Remarks:

R.Kingsley

E le va tio n (fe et

Project Name:

Cold/Sunny

K.Thornton 2/23/05

HSA

Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

2/23/05 Caved at:

-0.7

-0.3

-5.0 5

Boring Location:

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

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

Vane Shear

Inspector:

hrs

Antietam National Battlefield

B O

R

IN

G L

O G

A N

TI

L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/0

SAMPLE

D ep th S ca le

(f t)

Operator:

Weather:

BR-2

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

R ec

4-6-7-8

11-9-5-9

2.0

0.3

3 1/2" ASPHALT CONCRETE PAVEMENT

5.0

2.0

0.6

0.3

J-2

J-1

PRA-ANTI 300(1), 900(2)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

End of Borehole @ Depth 5'

Brown, Stiff CLAY, some Gravel, trace Sand

- moist

16 1/2" SAND AND GRAVEL

- moist

4" AGGREGATE BASE

Branch Avenue

Water Content %

SPT

- No groundwater was encountered during or after drilling.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

UD

140 lbs/Auto

Plastic Limit

30 in.

8.0 in.

Auger Cuttings

G ra ph ic

Lo g

Remarks:

B lo w s pe r in

R.Kingsley

E le va tio n (fe et

Project Name:

Cold/Sunny

K.Thornton 2/23/05

HSA

2/23/05Boring Began:0.0 ft

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation:

-2.0

-0.6

Boring Location:

Ty pe

Vane Shear

MATERIAL DESCRIPTION

Rock Core Diam:

Boring Method:

Density, Color, Plasticity, Size, Proportions, Moisture hrs

B O

R

IN

G L

O G

A N

TI

L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/0

PRA-ANTI 300(1), 900(2)

R ec

Inspector:

Operator:

Weather:

BR-3

Standard Penetration Test Data Liquid Limit

SAMPLE

Hole Diameter:

3-5-50/1"

7-6-5-51.3

4.1

0.6

0.3

J-2

J-1

1.1

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

Antietam National Battlefield

End of Borehole @ Depth 4.1'

Brown, Stiff CLAY, some Sand, some Gravel [A-6(4)]

- moist

4" AGGREGATE BASE

4" ASPHALT CONCRETE PAVEMENT

Branch Avenue

Water Content %

SPT

- No groundwater was encountered during or after drilling.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Sheet: 1 of 1

B lo w s pe r in

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

140 lbs/Auto

Plastic Limit

30 in.

8.0 in.

UDAuger Cuttings

G ra ph ic

Lo g

Remarks:

R.Kingsley

E le va tio n (fe et

Project Name:

Cold/Sunny

0.0 ft K.Thornton

2/23/05

HSA

2/23/05Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

Caved at:

Boring Began:

-0.6

-0.3

-4.1

7"

Boring Location:

Ty pe

Vane Shear

MATERIAL DESCRIPTION

Rock Core Diam:

Boring Method:

Density, Color, Plasticity, Size, Proportions, Moisture hrs

B O

R

IN

G L

O G

A N

TI

L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/0

Antietam National Battlefield

R ec

Inspector:

Operator:

Weather:

DC-1

Standard Penetration Test Data Liquid Limit

SAMPLE

Hole Diameter:

3-5-4-4

10-11-6-51.4

5.0

1.0

0.7

J-2

J-1

1.7

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

End of Borehole @ Depth 5'

Brown, Stiff to Medium CLAY, some Sand, trace Gravel [A-7-6(16)]

- moist

4" AGGREGATE BASE

8" ASPHALT CONCRETE PAVEMENT

Hagerstown Pike

Water Content %

SPT

- No groundwater was encountered during or after drilling.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Sheet: 1 of 1

Plastic Limit

PRA-ANTI 300(1), 900(2)

B lo w s pe r in

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

8.0 in.

30 in.

0.0 ft

140 lbs/Auto

UDAuger Cuttings

G ra ph ic

Lo g

Remarks:

R.Kingsley

E le va tio n (fe et

Project Name:

Cold/Flurry

K.Thornton 2/25/05

HSA

Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

2/25/05 Caved at:

-1.0

-0.7

Ty pe

MATERIAL DESCRIPTION

Boring No.:

Boring Location:

Rock Core Diam:

DC-2

Density, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

SAMPLE

B lo w s pe r in

B O

R

IN

G L

O G

A N

TI

L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/0

Antietam National Battlefield

PRA-ANTI 300(1), 900(2)

Liquid Limit Standard Penetration Test Data

R ec

Inspector:

Operator:

Weather:

Boring Method:

3-4-5-5

6-6-6-61.6

Brown, Stiff CLAY, some Sand, trace Gravel

- moist

5.0

1.6

1.0

J-2

J-1

2.0

(Blows / ft)

Hole Diameter:

Completed:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

12" ASPHALT CONCRETE PAVEMENT

7" AGGREGATE BASE

End of Borehole @ Depth 5' hrs

Groundwater Depth:

Sheet: 1 of 1

Rock CoreSPT

- No groundwater was encountered during or after drilling.

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

N o.

Hagerstown Pike

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

8.0 in.

Water Content %

Plastic Limit

30 in.

0.0 ft

140 lbs/Auto

UDAuger Cuttings

G ra ph ic

Lo g

Remarks:

Cold/Flurry

E le va tio n (fe et

Caved at:

R.Kingsley K.Thornton

2/25/052/25/05Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

HSA

Project Name:

-1.6

-1.0

Boring Location:

Ty pe

Vane Shear

MATERIAL DESCRIPTION

Rock Core Diam:

Boring Method:

Density, Color, Plasticity, Size, Proportions, Moisture hrs

B O

R

IN

G L

O G

A N

TI

L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/0

Antietam National Battlefield

R ec

Inspector:

Operator:

Weather:

DC-3

Standard Penetration Test Data Liquid Limit

SAMPLE

Hole Diameter:

4-2-3-3

6-8-8-101.9

5.0

1.5

1.0

J-2

J-1

1.9

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

End of Borehole @ Depth 5'

Brown, Stiff to Medium CLAY, some Sand, trace Gravel [A-7-6(17)]

- moist

6" AGGREGATE BASE

12" ASPHALT CONCRETE PAVEMENT

Hagerstown Pike

Water Content %

SPT

- No groundwater was encountered during or after drilling.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Sheet: 1 of 1

Plastic Limit

PRA-ANTI 300(1), 900(2)

B lo w s pe r in

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

8.0 in.

30 in.

0.0 ft

140 lbs/Auto

UDAuger Cuttings

G ra ph ic

Lo g

Remarks:

R.Kingsley

E le va tio n (fe et

Project Name:

Cold/Flurry

K.Thornton 2/25/05

HSA

Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

2/25/05 Caved at:

-1.5

MATERIAL DESCRIPTION

Boring No.:

Boring Location:

Rock Core Diam:

MA-1

Density, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

SAMPLE

B lo w s pe r in

B O

R

IN

G L

O G

A N

TI

L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/0

Antietam National Battlefield

PRA-ANTI 300(1), 900(2)

Liquid Limit Standard Penetration Test Data

R ec

Inspector:

Operator:

Weather:

Boring Method:

3-7-8-8

6-4-4-40.3

Brown, Stiff CLAY, some Sand, trace Gravel

- moist

5.0

1.5

1.0

J-2

J-1

2.0

(Blows / ft)

Hole Diameter:

Completed:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

12" ASPHALT CONCRETE PAVEMENT (stripped at bottom 6" of core)

6" AGGREGATE BASE

End of Borehole @ Depth 5' hrs

Groundwater Depth:

Sheet: 1 of 1

Rock CoreSPT

- No groundwater was encountered during or after drilling.

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

N o.

Mansfield Avenue

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

8.0 in.

Water Content %

Plastic Limit

30 in.

0.0 ft

140 lbs/Auto

UDAuger Cuttings

G ra ph ic

Lo g

Remarks:

Cold/Flurry

E le va tio n (fe et

Caved at:

R.Kingsley K.Thornton

2/25/052/25/05Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

HSA

Project Name:

-1.5

Boring Location:

Ty pe

Vane Shear

MATERIAL DESCRIPTION

Rock Core Diam:

Boring Method:

Density, Color, Plasticity, Size, Proportions, Moisture hrs

B O

R

IN

G L

O G

A N

TI

L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/0

Antietam National Battlefield

R ec

Inspector:

Operator:

Weather:

MA-2

Standard Penetration Test Data Liquid Limit

SAMPLE

Hole Diameter:

0-0-2-4

6-5-4-20.8

5.0

1.0

0.6

J-2

J-1

1.6

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

End of Borehole @ Depth 5'

Brown, Stiff to soft CLAY, some Sand, trace Gravel [A-6(9)]

- moist

5" AGGREGATE BASE

7" ASPHALT CONCRETE PAVEMENT

Mansfield Avenue

Water Content %

SPT

- No groundwater was encountered during or after drilling.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Sheet: 1 of 1

Plastic Limit

PRA-ANTI 300(1), 900(2)

B lo w s pe r in

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

8.0 in.

30 in.

0.0 ft

140 lbs/Auto

UDAuger Cuttings

G ra ph ic

Lo g

Remarks:

R.Kingsley

E le va tio n (fe et

Project Name:

Cold/Flurry

K.Thornton 2/25/05

HSA

Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

2/25/05 Caved at:

-1.0

-0.6

MATERIAL DESCRIPTION

Boring No.:

Boring Location:

Rock Core Diam:

MU-1

Density, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

SAMPLE

B lo w s pe r in

B O

R

IN

G L

O G

A N

TI

L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/0

Antietam National Battlefield

PRA-ANTI 300(1), 900(2)

Liquid Limit Standard Penetration Test Data

R ec

Inspector:

Operator:

Weather:

Boring Method:

4-6-6-7

3-5-5-71.2

Brown, Stiff CLAY, trace Sand, trace Gravel

- moist

5.0

0.6

0.3

J-2

J-1

2.0

(Blows / ft)

Hole Diameter:

Completed:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

3" ASPHALT CONCRETE PAVEMENT

4" AGGREGATE BASE

End of Borehole @ Depth 5' hrs

Groundwater Depth:

Sheet: 1 of 1

Rock CoreSPT

- No groundwater was encountered during or after drilling.

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

N o.

Mummar Lane

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

8.0 in.

Water Content %

Plastic Limit

30 in.

0.0 ft

140 lbs/Auto

UDAuger Cuttings

G ra ph ic

Lo g

Remarks:

Cold/Sunny

E le va tio n (fe et

Caved at:

R.Kingsley K.Thornton

2/23/052/23/05Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

HSA

Project Name:

-0.6

MATERIAL DESCRIPTION

Boring No.:

Boring Location:

Rock Core Diam:

MU-2

Density, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

SAMPLE

B lo w s pe r in

B O

R

IN

G L

O G

A N

TI

L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/0

Antietam National Battlefield

PRA-ANTI 300(1), 900(2)

Liquid Limit Standard Penetration Test Data

R ec

Inspector:

Operator:

Weather:

Boring Method:

0-0-4-3

4-5-5-50.9

Brown, Stiff to medium CLAY, trace Sand, trace Gravel

- moist

5.0

1.0

0.3

J-2

J-1

2.0

(Blows / ft)

Hole Diameter:

Completed:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

3 1/2" ASPHALT CONCRETE PAVEMENT

8" AGGREGATE BASE

End of Borehole @ Depth 5' hrs

Groundwater Depth:

Sheet: 1 of 1

Rock CoreSPT

- No groundwater was encountered during or after drilling.

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

N o.

Mummar Lane

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

8.0 in.

Water Content %

Plastic Limit

30 in.

0.0 ft

140 lbs/Auto

UDAuger Cuttings

G ra ph ic

Lo g

Remarks:

Cold/Sunny

E le va tio n (fe et

Caved at:

R.Kingsley K.Thornton

2/23/052/23/05Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

HSA

Project Name:

-1.0

MATERIAL DESCRIPTION

Boring No.:

Boring Location:

OB-1

Density, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

SAMPLE

B lo w s pe r in hrs

B O

R

IN

G L

O G

A N

TI

L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/0

PRA-ANTI 300(1), 900(2)

Liquid Limit Standard Penetration Test Data

R ec

Inspector:

Operator:

Weather:

Hole Diameter:

Rock Core Diam:

9" AGGREGATE BASE

4" ASPHALT CONCRETE PAVEMENT

6-50/3" Grayish brown, GRAVEL AND SAND (fractured limestone)

- dry

0.7

End of Borehole @ Depth 1.8'

1.8

1.5

1.1

0.3

J-1

(Blows / ft)

Completed:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Orange CLAY, trace Sand, trace Silt

- moist

Boring Method:

Groundwater Depth:

Sheet: 1 of 1

Rock CoreSPT

- No groundwater was encountered during or after drilling.

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

N o.

Old Burside Bridge RoadAntietam National Battlefield

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

8.0 in.140 lbs/Auto

Water Content %

Plastic Limit

30 in.

0.0 ft

UDAuger Cuttings

G ra ph ic

Lo g

Remarks:

K.Thornton

E le va tio n (fe et

Project Name:

R.Kingsley Caved at:

2/23/05

HSA

Hammer Drop: Cold/Sunny

2/23/05

Hammer Wt. & Type:

Surface Elevation: Boring Began:

-1.8

-1.5

-1.1

3"

Boring Location:

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

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

Vane Shear

Inspector:

hrs

Antietam National Battlefield

B O

R

IN

G L

O G

A N

TI

L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/0

SAMPLE

D ep th S ca le

(f t)

Operator:

Weather:

OB-2

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

R ec

9-7-6-6

4-5-5-6

1.2

0.9

5" ASPHALT CONCRETE PAVEMENT

5.0

3.0

1.4

0.4

J-2

J-1

PRA-ANTI 300(1), 900(2)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

End of Borehole @ Depth 5'

Brown, Medium dense GRAVEL AND SAND (fractured limestone)

- dry

Orange, Stiff CLAY, trace Sand, trace Silt

- moist

12" AGGREGATE BASE

Old Burside Bridge Road

Water Content %

SPT

- No groundwater was encountered during or after drilling.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

UD

140 lbs/Auto

Plastic Limit

30 in.

8.0 in.

Auger Cuttings

G ra ph ic

Lo g

Remarks:

B lo w s pe r in

R.Kingsley

E le va tio n (fe et

Project Name:

Cold/Sunny

K.Thornton 2/23/05

HSA

2/23/05Boring Began:0.0 ft

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation:

-3.0

-1.4

-0.4

Boring Location:

Ty pe

Vane Shear

MATERIAL DESCRIPTION

Rock Core Diam:

Boring Method:

Density, Color, Plasticity, Size, Proportions, Moisture hrs

B O

R

IN

G L

O G

A N

TI

L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/0

Antietam National Battlefield

R ec

Inspector:

Operator:

Weather:

RI-1

Standard Penetration Test Data Liquid Limit

SAMPLE

Hole Diameter:

4-4-4-5

2-2-4-51.6

5.0

1.1

0.3

J-2

J-1

1.9

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

End of Borehole @ Depth 5'

Reddish orange, Medium CLAY, trace Sand, trace Gravel [A-7-6(28)]

- moist

9 1/2" AGGREGATE BASE

3 1/2" ASPHALT CONCRETE PAVEMENT

Richardson Avenue

Water Content %

SPT

- No groundwater was encountered during or after drilling.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Sheet: 1 of 1

Plastic Limit

PRA-ANTI 300(1), 900(2)

B lo w s pe r in

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

8.0 in.

30 in.

0.0 ft

140 lbs/Auto

UDAuger Cuttings

G ra ph ic

Lo g

Remarks:

R.Kingsley

E le va tio n (fe et

Project Name:

Cold/Sunny

K.Thornton 2/23/05

HSA

Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

2/23/05 Caved at:

-1.1

MATERIAL DESCRIPTION

Boring No.:

Boring Location:

Rock Core Diam:

RI-2

Density, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

SAMPLE

B lo w s pe r in

B O

R

IN

G L

O G

A N

TI

L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/0

Antietam National Battlefield

PRA-ANTI 300(1), 900(2)

Liquid Limit Standard Penetration Test Data

R ec

Inspector:

Operator:

Weather:

Boring Method:

4-6-6-8

9-9-5-40.6

Reddish orange, Stiff CLAY, trace Sand, trace Gravel

- moist

5.0

1.0

0.4

J-2

J-1

2.0

(Blows / ft)

Hole Diameter:

Completed:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

5" ASPHALT CONCRETE PAVEMENT

7 1/2" AGGREGATE BASE

End of Borehole @ Depth 5' hrs

Groundwater Depth:

Sheet: 1 of 1

Rock CoreSPT

- No groundwater was encountered during or after drilling.

BORING LOG

U. S. DEPARTMENT OF TRANSPORTATION

N o.

Richardson Avenue

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

8.0 in.

Water Content %

Plastic Limit

30 in.

0.0 ft

140 lbs/Auto

UDAuger Cuttings

G ra ph ic

Lo g

Remarks:

Cold/Sunny

E le va tio n (fe et

Caved at:

R.Kingsley K.Thornton

2/23/052/23/05Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

HSA

Project Name:

-1.0

Boring Location:

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

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

Vane Shear

Inspector:

hrs

Antietam National Battlefield

PRA-ANTI 300(1), 900(2)

B O

R

IN

G L

O G

A N

TI

L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/0

D ep th S ca le

(f t)

Operator:

Weather:

RO-1

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

R ec

50/6"

7-6-10-10

0.5

0.6

3 1/2" ASPHALT CONCRETE PAVEMENT

3.5

3.0

0.8

0.3

J-2

J-1

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

End of Borehole @ Depth 3.5'

Gray GRAVEL AND SAND (fractured limestone)

- dry

Orange, Stiff SILT, some Sand, trace Gravel

- moist

6" AGGREGATE BASE

Rodman Avenue

Water Content %

SPT

- No groundwater was encountered during or after drilling.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Sheet: 1 of 1

SAMPLE

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

UD

140 lbs/Auto

Plastic Limit

30 in.

8.0 in.

Auger Cuttings

G ra ph ic

Lo g

Remarks:

B lo w s pe r in

R.Kingsley

E le va tio n (fe et

Project Name:

Cold/Sunny

K.Thornton 2/23/05

HSA

2/23/05Boring Began:Surface Elevation: 0.0 ft

Caved at:

Hammer Drop:

Hammer Wt. & Type:

-3.0

-0.8

-3.5

6"

Boring Location:

Ty pe

Vane Shear

MATERIAL DESCRIPTION

Rock Core Diam:

Boring Method:

Density, Color, Plasticity, Size, Proportions, Moisture hrs

B O

R

IN

G L

O G

A N

TI

L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/0

Antietam National Battlefield

R ec

Inspector:

Operator:

Weather:

RO-2

Standard Penetration Test Data Liquid Limit

SAMPLE

Hole Diameter:

4-5-6-6

9-6-5-41.2

5.0

1.1

0.4

J-2

J-1

1.9

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

End of Borehole @ Depth 5'

Orange, Stiff SILT, some Sand, trace Gravel [A-4(4)]

- moist

8" AGGREGATE BASE

5" ASPHALT CONCRETE PAVEMENT

Rodman Avenue

Water Content %

SPT

- No groundwater was encountered during or after drilling.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Penetrometer

Sheet: 1 of 1

Plastic Limit

PRA-ANTI 300(1), 900(2)

B lo w s pe r in

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

8.0 in.

30 in.

0.0 ft

140 lbs/Auto

UDAuger Cuttings

G ra ph ic

Lo g

Remarks:

R.Kingsley

E le va tio n (fe et

Project Name:

Cold/Sunny

K.Thornton 2/23/05

HSA

Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

2/23/05 Caved at:

-1.1

Liquid Limit

MATERIAL DESCRIPTION

SF-1

Boring Location:

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

Vane Shear

Boring No.:

B lo w s pe r in

B O

R

IN

G L

O G

A N

TI

L

O G

S .G

P J

F H

W A

_V A

.G D

T

2/

/0 hrs

Standard Penetration Test Data

PRA-ANTI 300(1), 900(2)

Rock Core Diam:

SAMPLE

R ec

Inspector:

Operator:

Weather:

Antietam National Battlefield

Brown CLAY, some Sand, some Gravel (fill)

- moist

8"…