Piedmont Geotechnical, Inc. 286 High Rail Terrace, SE • Leesburg, Virginia 20175 540-882-9350 • [email protected]

Piedmont Geotechnical, Inc. 286 High Rail Terrace, SE • Leesburg, Virginia 20175 540-882-9350 • Piedmontgeo@Aol.Com

June 15, 2018

Toole Design Group Attn: Ms. Melany Alliston-Brick, P.E. 8484 Georgia Avenue #800 Silver Spring, Maryland 20910

Re: Task Order No. 3 - Oak Lee Drive Water Main Break Repairs Marketplace at Potomac Town Center Ranson, West Virginia PGI No. 2255WV

Dear Ms. Alliston: In accordance with your direction, Piedmont Geotechnical, Inc., has conducted geophysical surveys and pavement coring at the referenced site. The purposes of the study were to evaluate the extent of damage to Oak Lee Drive and portions of West Virginia Way that resulted from a water line break, and to recommend appropriate repairs and/or replacement of affected roadways.

Introduction Oak Lee Drive serves as the entrance road to the Marketplace at Potomac Town Center. It begins at West Virginia Route 9, and extends approximately 1,200 feet northward to a multi-lane roundabout at the rear entrance to the shopping center. The roadway is currently seven to eight lanes wide near Route 9, and narrows to four lanes wide at the traffic circle. Sidewalks are limited to the area between West Virginia Way and the roundabout, and do not extend all the way to Route 9.

On December 22, 2017, Decisive, Inc., a contractor installing a communications cable, broke a 16-inch water main owned and maintained by Jefferson Utilities, while attempting to bore under Oak Lee Drive to install a cable. The break released a large volume of water from an adjacent water storage tank, resulting in substantial damage to Oak Lee Drive from a point just north of West Virginia Way to the intersection with Route 9. The break also damaged the private road section behind Panera Bread.

______Geotechnical and Geo-Environmental Consulting Virginia, Maryland, District of Columbia, West Virginia, New Jersey North Carolina, Pennsylvania, Delaware, US Virgin Islands An initial field inspection found that water from the water main break raised the roadway pavement along Oak Lee Drive and the private road to the south, and water was observed surging from cracks and joints in the pavement as far away as the edge of Route 9. Following the event, it is our understanding that loaded trucks were used to proofroll the affected pavements which had been raised, and that the pavement sections, to a large extent, responded by lowering to a position close to original.

Over the next several weeks following the event, there was a degree of deterioration of the relocated pavements. The deterioration included localized depressions, rutting, upheaval, and alligator cracking. Subsequently, weeks of variable temperatures accompanied additional buckling, heaving, and some breakage of the affected pavement surfaces.

The local Karst terrain is prone to solution activity, and latent sinkholes and subsurface voids that may not be expressed at the ground surface were subject to the release of massive volumes of water during and immediately following the water line break. Based on descriptions by City staff who visited the site shortly after the initial break, it was concluded that much of the water that was released from the storage tank traveled under the pavement surface all the way to the edge of concrete near the Route 9 intersection.

Scope of Study

Toole Design Group, in conjunction with Piedmont Geotechnical, Inc., developed a work plan wherein the nature and extent of pavement system damage would be explored so that repair or replacement recommendations could be generated. The following elements were included in the work plan:

• Geophysical Survey - Electrical Resistivity Survey • Geophysical Survey - Ground penetrating Radar • Pavement Coring to visually assess the extent of the damage • Limited soil laboratory testing • Periodic site visits for observation

Summary of Geophysical Survey Findings

On March 27, 2018, Electrical Resistivity (ER) and Ground Penetrating Radar (GPR) studies were made at affected sections of Oak Lee Drive and West Virginia Way. The Geophysical Report is appended to this report for reference.

2 Two ER lines were imaged, including Oak Lee Drive (ER Line 1) and West Virginia Way (ER Line 2). A deep solution channel was identified below Oak Lee Drive. Substantial weathering of the bedrock with residual “float” rock was identified below West Virginia Way. These two interrelated conditions were pre-existing and are evidence of a high degree of karst activity.

The GPR survey included Oak Lee Drive and West Virginia Way, and identified shallow conditions including the presence of utilities and voids. By its nature the penetration depth of the GPR image is limited to the uppermost few feet in fine-grained, wet soils with a 250 MHz antenna; however, the data collected are consistent with the ER results within the depths imaged. In order to maintain the flow of traffic the GPR scanning was limited to the two outer lanes on Oak Lee Drive. The images were consistent and it is our opinion the conditions also reflect those under the inner lanes.

Summary of Pavement Coring Findings

On April 27, 2018, six (6) asphalt cores were taken on Oak Lee Drive from Route 9 to West Virginia Way. The asphalt cores were taken to the laboratory where they were observed, measured, and photographed. While on site, the crushed stone pavement base was observed and samples were retrieved to evaluate the moisture content and gradation.

Six-inch diameter cores were taken and a hand auger was used to sample the stone base at each location. The core dimensions are identified more fully in the attached Daily Field Inspection Report. In general, it was found that the asphalt cores were intact with no significant gap between the bottom of the asphalt and top of the stone base. The stone base was saturated, and laboratory testing was conducted to measure the moisture content. It was determined that the base moisture content was 95.4 percent at location number 2.

Evaluation of Testing Results

The ER survey identified deep discontinuities below the pavement system. The discontinuities are consistent with the karst nature of the bedrock and were not created by the results of the water line breakage; however, the large influx of water from the line breakage may have aggravated the extent of the solution activity. Experience shows that the introduction of large quantities of water into pre-existing karst features can be destructive; however, without the benefit of information on the original geometry of the karst features the extent of additional damage caused cannot be quantified. The shallower materials imaged in the ER survey are

3 consistent with a wet soil profile. The GPR results are also consistent with the presence of wet soils at a shallow depth.

In the coring operation it was observed that the stone roadway base was saturated, and the limited laboratory test result confirms this observation. Some of the base saturation may have been due to the introduction of water from the coring operation itself.

Conclusion and Recommendation

On the basis of our findings, it is our opinion that the layered pavement system in the survey area was compromised from the massive introduction of water resulting from the water line break. The water which was introduced into the system saturated the underlying stone base and soil subgrade, and these conditions persist. Sub- freezing weather conditions along with freeze-thaw cycles were detrimental to the integrity of the pavements. The pavement distress is visible on the asphalt concrete sections of the roadways. Although the concrete apron at the intersection of Oak Lee Drive and Route 9 is generally intact, subgrade distress is inferred below this area as well. The water line breakage event also physically dislocated the asphalt concrete system. The pavements were raised before being lowered by the addition of heavy wheel loads after the water subsided.

Given the extent of latent damage to the pavement system and the persistence of saturated conditions, it is recommended that the pavements in affected areas be removed and replaced with a new section. The pavement system reconstruction should include removal of saturated layer components, proper preparation of the exposed subgrade, and full replacement with a new layered system.

The pavement system reconstruction should include the removal of asphalt concrete surface and base, and the stone base. The exposed subgrade should be exposed and proofrolled. Where excessive pumping or rutting is observed, or where the subgrade remains saturated, the weakened soils should be undercut until firm conditions occur, but not in excess of 18 inches without the approval of the inspector. Undercut areas may be treated with surge stone (2 inch to 3 inch diameter clean stone) to reestablish the original subgrade elevation. The original pavement system profile, including 15 inches of stone base, 3.5 inches of asphalt base, and 1.5 inches of asphalt surface should be satisfactory. For a properly prepared and firm soil subgrade the addition of a geotextile is not expected to be required; however, there may be locations where the use of a geotextile will expedite reconstruction.

ATTACHMENTS

1. Geophysical Survey of March 27, 2018

2. Asphalt Coring and Hand Augering Report April 27, 2018

3. Laboratory Test Report of May 2, 2018 Geophysical Survey

Route 9 and Oak Leaf Drive

Ranson, West Virginia Geophysical Survey Route 9 and Oak Lee Drive Ranson, West Virginia

Prepared For: Piedmont Geotechnical, Inc. 286 High Trail Terrace SE Leesburg, Virginia 20175

Prepared By:

March 2018

FES Project No. 18136 Piedmont - Route 9 and Oak Lee Drive - Ranson, WV Geophysical

Table of Contents

Section Page

1.0 Introduction ...... 1

2.0 Equipment and Procedures ...... 2

3.0 Interpretation Methods ...... 6

4.0 Survey Results ...... 7

List of Figures

Figure

1 Geophysical Site Map ...... 9 2 GPR Contour Map ...... 10 3 Geophysical Anomaly Map ...... 11

List of Appendices

Appendix

A ER Cross-Sections 1 and 2

18141/March 2018 i Forrest Environmental Services, Inc. Piedmont - Route 9 and Oak Lee Drive - Ranson, WV Geophysical

1.0 Introduction

Forrest Environmental Services, Inc. (FES) performed a geophysical survey at the Route 9 and Oak Lee Drive in Ranson, West Virginia on the 27th March 2018. The survey consisted of an electric resistivity (ER) survey and a ground penetrating radar (GPR) survey to locate potential voids and caverns that may develop into sinkholes.

Two electric resistivity lines (ER lines 1 and 2) were conducted on Oak Lee Drive and the access road south of Oak Lee Drive (Figure 1). The ER survey covered approximately 635 linear feet and approximately 1,800 soundings were collected

The electrode spacing (dipole size) was 2 meters (6.6 feet) to 3 meters and used 35 to 42 electrodes for ER lines 1 and 2. The ER total distance of ER lines 1 and 2 was 400 feet and 235 feet, respectively during collection.

The GPR survey was conducted on Oak Lee Drive eastern two lines and at the south line on the driveway south of Oak Lee Drive (Figure 1) collected along linear 2-foot traverses having stations at 0.1 feet connected to a GPS within a sub-meter accuracy that covered approximately 320 feet by 180 feet. The survey boundaries were selected by a Piedmont Geotechnical, Inc. representative

The Oak Lee Drive site is located within the Piedmont Province of West Virginia. The geology includes the Conococheague Formation which is predominately a light to medium gray algal limestone. No sinkholes or bedrock outcrops/float were observed during the survey.

Topographically, the site slopes downhill to the west at the site. The site generally consisted of an asphalt road and grass areas. Survey locations and physical features are shown in Figure 1. Details of the geophysical survey are described in the following sections.

18141/March 2018 1 Forrest Environmental Services, Inc. Piedmont - Route 9 and Oak Lee Drive - Ranson, WV Geophysical

2.0 Equipment and Procedures

The geophysical survey instrument used during this survey was an earth resistivity meter that maps the resistivity changes in the earth. Resistivity is a fundamental parameter of the material that describes how easily the material can transmit electrical current. High values of resistivity imply that the material is very resistant to the flow of electricity, and low values of resistivity imply that the material transmits electrical current very easily.

The primary factors affecting the resistivity of earth materials are porosity, water saturation, clay content, and ionic strength of the pore water. The minerals making up soil and rock generally do not readily conduct electric current. Most of the current flow takes place through the material’s pore water in which the resistivity decreases with increasing porosity and water saturation. Clay minerals are conductive because of the availability of free ions in the sheet structure of the clay particles in which resistivity decreases with increasing clay content. Similarly, higher salinity in groundwater makes the water more conductive to electrical current and resistivity decreases. Hard competent bedrock, such as limestone or granite, generally has a high resistivity in the absence of fracture or other permeable features.

The geophysical survey instrument used during this survey was a Sting R8 earth resistivity meter (Sting) connected to a Swift automatic electrode system (Swift). The Sting measures the electrical resistivity of the earth and the Swift automates the resistivity measurement process using the multi-electrode system.

The Swift was connected to the Sting and SMART electrodes to optimize survey efficiency by gathering maximum information with a minimum of electrodes. Each SMART electrode is numbered by a computer chip located within the electrode. The Swift selects which electrodes to employ as the current and receiver. For example for this ER survey, the first sounding uses electrodes 1 and 2 as the transmitter and electrodes 3 and 4 as the receiver. The next sounding uses electrodes 2 and 3 as the transmitter and electrodes 4 and 5 as the receiver. The Swift also uses redundancies in the data set to reduce the effects of lateral

18141/March 2018 2 Forrest Environmental Services, Inc. Piedmont - Route 9 and Oak Lee Drive - Ranson, WV Geophysical

heterogeneities in the earth and to calculate uncertainties in the data. The survey was conducted automatically using the Sting/Swift dipole-dipole array system.

The earth resistivity meter works by introducing a measured current into the earth through two electrodes; the resultant voltage is then measured across two different electrodes. At the low currents used, the voltage is proportional to the current. The resistivity meter calculates the voltage/current ratio or resistance in ohms. The resistance is then converted to resistivity using an algorithm which is a function of the electrode array configuration. Measured differences in the electrical resistivity of various earth materials are then used to map the geology and character of the soil and rock materials. For example, clays generally have low resistivities and limestones have high resistivities.

A contact resistance test was conducted before the Sting/Swift dipole-dipole survey commenced. The contact resistance test ensures the stake has good contact with the ground. The Sting produces a current between the first two stakes and measures the voltage. The instrument measures the resistance between the first and second stakes and the ground. The contact resistance is also checked for the measurements consistent for all of the 35 electrodes.

The Swift cable resistance checks the voltage difference signal between two electrodes. Four leads of the Swift cable using two electrodes send a current through a 1 ohm resistor in the Swift box. The test is checked before the first ER survey and after the last ER line for each day.

The Swift switch relays test is performed to check the Swift cable is continuous and the relays in the electrodes are working properly. A current is sent through each lead in the Swift cable to make sure the relays are functioning properly and there is no leakage between leads, and to test the relays for sticking. The test is checked before the first ER survey and after the last ER line for each day.

The depth of investigation by Sting is a function of the total distance of the electrode layout was 235 feet to 400 feet. The Sting has an effective analysis depth of approximately 40 feet to 80 feet using a 2-meter (6.6 feet) to 3 meter (10 feet) electrode spacing.

18141/March 2018 3 Forrest Environmental Services, Inc. Piedmont - Route 9 and Oak Lee Drive - Ranson, WV Geophysical

GPR

The GPR survey was performed using a Noggin Smart Cart with a shielded 250 megahertz (MHz) antenna. GPR is an electromagnetic (EM) method that detects interfaces between subsurface materials with contrasting dielectric constants. The GPR system consists of an antenna that consists of a transmitter and receiver that were connected to a computer that processes the received signal and locates the position of data collection.

The transmitter radiates repetitive short-duration EM waves into the earth from the antenna as it is moved across the ground surface. These radar waves are reflected back to the receiver by interfaces between materials with different dielectric constants. The intensity of the reflected signal is a function of the dielectric constant contrast at the interface, the conductivity of the material the wave is traveling through, and the frequency of the signal. Subsurface features that cause reflections are: 1) natural geologic conditions such as changes in sediment composition, bedding and cementation horizons, voids, and water content and 2) fill materials or changes in the subsurface such as soil backfill, buried debris, USTs, pipelines, and utilities. The controlling unit receives the signal from the antenna and produces a continuous cross-section of the subsurface interface reflections.

Depth of GPR signals is highly site-specific and is limited by signal attenuation or absorption of the subsurface. Signal attenuation is dependent on the electrical conductivity of subsurface materials. Signal attenuation is greatest in materials with high conductivity, such as clays or brackish groundwater, and lowest in low conductivity material, such as unsaturated sands or rock. GPR depth penetration is dependent on antenna frequency. Depth penetration increases with decreasing frequency; however, identification diminishes proportionally with smaller features. The depth penetration of this GPR survey was approximately 2 meters (6 feet) below surface.

The GPR survey used a 250 MHz antenna that was internally shielded from above ground and adjacent anthropogenic sources. The GPR survey was performed by a project geophysicist pulling the antenna. The location of the antenna along the transects lines were marked electronically from a survey wheel. Recorded data were collected at 0.1-foot intervals and stored on the laptop computer.

18141/March 2018 4 Forrest Environmental Services, Inc. Piedmont - Route 9 and Oak Lee Drive - Ranson, WV Geophysical

The GPR data were converted into a GPR depth model using Sensor’s and Software pulse EKKO software. The GPR data was gained, migrated, and a low frequency response filter was included to the raw data.

18141/March 2018 5 Forrest Environmental Services, Inc. Piedmont - Route 9 and Oak Lee Drive - Ranson, WV Geophysical

3.0 Interpretation Methods

The ER data was converted into a resistivity depth model using Rapid 2D resistivity inversion model and the least-squares method (RES2DINV). Soundings from each line were modeled to produce the measured apparent resistivity pseudo-sections. The model calculated the apparent resistivity pseudo-sections using finite-difference forward modeling. The least- squares optimization technique was used for the inversion routine that calculated the modeled resistivity section. The profiles include cross-sections that consist of the inverse model resistivity cross-section. The horizontal and vertical scales are in feet.

The cross-section is the inverse model resistivity pseudo-section. The ER data was converted into a resistivity depth model (RES2DINV) using a resistivity inversion model by the least- squares method and is topographically corrected. The ground surface elevations were determined by interpolating between contours interpreting contours from a USGS topographic quadrangle map. RES2DINV confirms the model reliability by calculating the modeled data into empirical data or the calculated resistivity pseudo-section. The difference between the measured and calculated data is the root mean square percent error. The modeled calculated mean root square error was approximately 10 rms error which is considered accurate.

Low resistive materials can be caused by certain conductive soils such as clay. High resistive materials are caused generally by bedrock, sand, wood, and air. Low ER values represent the thickening overburden. Lower ER anomalies are generally found at saturated or semi- saturated sinkholes, or fractures in the rock.

Typical resistivities of the overburden (clay) are approximately 100 ohm meters (blue). Limestone resistivities typically range from 200 (green) to 5,000 (red) ohm meters. Saturated zone/mud-filled void resistivities typically measure approximately less than 50 ohm meters (dark blue), and less dense or soft zone areas that can cause lower blow counts during split- spoon sampling typically measure approximately 1,000 ohm meters (yellow). Air-filled voids typically measure greater than 3,500 ohm meters (red).

18141/March 2018 6 Forrest Environmental Services, Inc. Piedmont - Route 9 and Oak Lee Drive - Ranson, WV Geophysical

4.0 Survey Results

The objective of the ER survey was to locate suspected voids and caverns that may develop into sinkholes. The horizontal scale is in feet. The vertical scale is in feet above sea level.

ER Line 1 indicated one conductive anomaly centered at 220 feet East about 25 feet below ground surface. The conductive anomaly appears to be a solution channel. Depth to bedrock appears to be about 10 feet below ground surface at approximately 180 feet East to about 40 feet below ground surface at approximately 130 feet East.

ER Line 2 indicated one resistive anomaly centered at 150 feet North about near ground surface. The resistive anomaly appears to be a limestone float. Depth to bedrock appears to be about 10 feet below ground surface.

The GPR survey indicated three anomalies (Figure 2). Anomaly A that is located west of the intersection appears to be from underground utilities. Anomalies B and C that are located south and east of the intersection appear to be soft areas/voids.

The geophysical survey indicated one karst feature at the intersection of Oak Lee Court and the driveway (Figure 3). The karst feature appears to be a solution channel. The karst feature could aid in developing potential sinkholes.

18141/March 2018 7 Forrest Environmental Services, Inc. Piedmont - Route 9 and Oak Lee Drive - Ranson, WV Geophysical

Photo 1 - ER Line 1 and GPR meter

18141/March 2018 8 Forrest Environmental Services, Inc. Legend ER Line 1 ER Line GPR Survey Area

ER Line 2

DATE SCALE TITLE Geophysical Site Map 1 inch ~ 100 ft March 2018 Route 9 and Oak Lee Drive Oak Hill, Virginia DRAWN BY APPROVED BY (703) 648-9090 Ranson, West Virginia www.fesinc.net JOB NO. DWG. NO./ REV. NO. CLIENT FIGURE 18141 P9OLRWV-3 Piedmont Geotechnical 1 Anomaly C

Anomaly A

Anomaly B

DATE SCALE TITLE April 2018 1 inch ~ 40 feet GPR Contour Map Route 9 and Oak Lee Road Oak Hill, Virginia DRAWN BY APPROVED BY (703) 648-9090 Ranson, West Virginia JOB NO. DWG. NO./ REV. NO. CLIENT FIGURE www.fesinc.net 18141 P9OLRWVF2 Piedmont Geotechnical, Inc. 2 Legend ER Line 1 ER Line Soft Area/Void Solution Channel ER Line 2

DATE SCALE TITLE Geophysical Anomaly Map 1 inch ~ 100 ft March 2018 Route 9 and Oak Lee Drive Oak Hill, Virginia DRAWN BY APPROVED BY (703) 648-9090 Ranson, West Virginia www.fesinc.net JOB NO. DWG. NO./ REV. NO. CLIENT FIGURE 18141 P9OLRWV-3 Piedmont Geotechnical 3 Piedmont - Route 9 and Oak Lee Drive - Ranson, WV Geophysical

Appendix A

ER Cross-Sections 1 and 2

18141/March 2018 9 Forrest Environmental Services, Inc. West East

Driveway

Silty Clay

Conococheague Formation

Solution Channel

DATE SCALE TITLE ER Line 1 shown March 2018 Route 9 and Oak Lee Drive Oak Hill, Virginia DRAWN BY APPROVED BY (703) 648-9090 Ranson, West Virginia www.fesinc.net JOB NO. DWG. NO./ REV. NO. CLIENT FIGURE 18141 P9OLRWV-1 Piedmont Geotechnical South North

Driveway

Silty Clay float

Conococheague Formation

DATE SCALE TITLE ER Line 2 shown March 2018 Route 9 and Oak Lee Drive Oak Hill, Virginia DRAWN BY APPROVED BY (703) 648-9090 Ranson, West Virginia www.fesinc.net JOB NO. DWG. NO./ REV. NO. CLIENT FIGURE 18141 P9OLRWV-2 Piedmont Geotechnical Asphalt Coring & Hand Augering

Oak Lee Drive

Ranson, West Virginia 4845 International Blvd, Suite 104 Frederick, MD 21703 (301)607-4180 Fax (301)662-6122

Project No: 187478 Report Date: 04/27/2018 Client: Piedmont Geotechnical Project: Oak Lee Drive Pavement Evaluation Location: Ranson West Virginia Field Inspector: A. Spinner Weather/Temp: Rain/P. Cloudy / 55ºF REPORT: Daily Field Inspection Report

TEST RESULTS Report No: 216231 Page 1 of 9

TYPE OF INSPECTION: Asphalt Coring and Hand Augering

LOCATION(S) INSPECTED: Oak Lee Drive Inbound Lanes (Right Turn and Straight Through Lanes)

A Specialized Engineering representative arrived on site as requested. The purpose of this visit was to perform the inspections listed above at the noted locations.

Asphalt cores were obtained at six locations. The locations were selected in conjunction with the client representative. Locations #1-4 were located in the right turn lane. Locations #5-6 were located in the straight or through lane. The cores will be measured in the lab and an attachment of each core will be attached with this report, along with a location sketch. A hand auger was utilized to attempt and retrieve a subgrade / soil sample. In five of the six locations, refusal was met in the underlying crushed stone before soil could be obtained. At location #2, soil was encountered at 15" below top of asphalt. The profile for each location are as follows after the core was obtained:

1. Refusal in crushed stone at 16²" depth

2. Crushed stone 5³" to 15", soil at 15-16", refusal at 16"

3. Refusal in crushed stone at 12"

4. Refusal in crushed stone at 14"

5. Refusal in crushed stone at 10"

6. Refusal in crushed stone at 14²"

Orig: Piedmont Geotechnical Attn: Dan Rom (1-ec copy) 1-cc Laboratory Respectfully Submitted, Specialized Engineering

Tony Miller, Project Manager

THIS REPORT APPLIES ONLY TO THE STANDARDS OR PROCEDURES INDICATED AND TO THE SAMPLE(S) TESTED AND/OR OBSERVED AND ARE NOT NECESSARILY INDICATIVE OF THE QUALITIES OF APPARENTLY IDENTICAL OR SIMILAR PRODUCTS OR PROCEDURES, NOR DO THEY REPRESENT AN ONGOING QUALITY ASSURANCE PROGRAM UNLESS SO NOTED. THESE REPORTS ARE FOR THE EXCLUSIVE USE OF THE ADDRESSED CLIENT AND ARE NOT TO BE REPRODUCED WITHOUT WRITTEN PERMISSION. 4845 International Blvd, Suite 104 Frederick, MD 21703 (301)607-4180 Fax (301)662-6122

TEST RESULTS Report No: 216231 Page 2 of 9

A bag sample was obtained at the bottom of each hole if needed for classification. The holes were all backfilled with remaining spoils and then overfilled with cold patch and tamped with a hand tamper. During coring, there was no evidence of gaps between the asphalt and sub-base. In addition to the six bag samples, the six asphalt cores were delivered to the lab for thickness measurements and visual inspection.

Orig: Piedmont Geotechnical Attn: Dan Rom (1-ec copy) 1-cc Laboratory Respectfully Submitted, Specialized Engineering

Tony Miller, Project Manager

Laboratory Test Results

Oak Lee Drive

Ranson, West Virginia 4845 International Blvd, Suite 104 Frederick, MD 21703 (301)607-4180 Fax (301)662-6122

Project No: 187478 Sample Date: 04/27/2018 Client: Piedmont Geotechnical Report Date: 05/02/2018 Project: Oak Lee Drive Pavement Evaluation Location: Ranson West Virginia Field Inspector: Weather/Temp: REPORT: Moisture Density Relation LAB NO: PROC 8012 Test Method: See Below

TEST RESULTS Report No: PROC 8012 Page 1 of 1 Sample Location: Oak Lee Drive- Location #2 % Moisture Dry Density Lbs./Cu.Ft.

Sieve % Passing Color: Brown 3/8 inch 84 ASTM D2487 Desc: Clayey Gravel with Sand No. 4 67 No. 10 52 No. 40 39 USCS: GC No. 200 34 AASHTO: A-2-6(1)

Natural Moisture: 95.4%

Liquid Limit: 32 Plastic Limit: 15 Plasticity Index: 17 Desc of Rammer:Manual Preparation Method:Dry Remarks: Test Method (As Applicable):ASTM D4318, C127, D1140, D2487, ASTM D-698

Orig: Piedmont Geotechnical Attn: Dan Rom (1-ec copy) 1-cc Laboratory Respectfully Submitted, Specialized Engineering

Tony Miller, Project Manager