DRAFT Geotechnical Engineering Report

December 4, 2015

Nursery Avenue Roadway and Drainage Improvements Town of Purcellville, Virginia

19955 Highland Vista Drive, Suite 170 Ashburn, VA 20147 Phone 703 726 8030 ● www.geoconcepts-eng.com 19955 Highland Vista Dr., Suite 170 Ashburn, Virginia 20147 (703) 726-8030 www.geoconcepts-eng.com

December 4, 2015

Mr. Thomas Fleming, PE ATCS, PLC 2553 Dulles View Drive, Suite 300 Herndon, Virginia 20171

Subject: Geotechnical Engineering Report, Nursery Avenue Roadway and Drainage Improvements, Town of Purcellville, Virginia (GeoConcepts Project No. 12422.01)

Dear Mr. Fleming: GeoConcepts Engineering, Inc. (GeoConcepts) is pleased to present the following geotechnical engineering report prepared for Nursery Avenue Roadway and Drainage Improvements located in Purcellville, Virginia.

We appreciate the opportunity to serve as your geotechnical consultant on this project. Please do not hesitate to contact me if you have any questions or want to meet to discuss the findings and recommendations contained in the report.

Sincerely, GEOCONCEPTS ENGINEERING, INC.

Christopher Lynch, EIT Project Engineer [email protected]

DRAFT

Table of Contents 1.0 Scope of Services ...... 1 2.0 Site Description and Proposed Construction ...... 1 3.0 Subsurface Conditions ...... 1 3.1 Geology ...... 1 3.2 Published Soils ...... 2 3.3 Stratification ...... 2 3.4 Groundwater ...... 3 3.5 Soil Laboratory Test Results ...... 3 3.5.1 Classification Test Results ...... 4 3.5.2 Standard Proctor and California Bearing Ratio (CBR) Test Results ...... 4 3.5.3 Metal Corrosion Test Results ...... 4 3.5.4 Concrete Attack Test Results ...... 5 3.5.5 USDA Textural Classification Test Results ...... 5 4.0 Engineering Analysis ...... 5 4.1 Pavements...... 5 4.2 Drainage Pipe Installations ...... 9 4.3 Earthwork ...... 10 4.4 Infiltration Analysis ...... 11 4.4.1 Field Infiltration Test Results ...... 11 4.4.2 Classification Test Results ...... 12 4.4.3 Seasonally High Water Table Determination...... 12 4.4.4 Recommended Design Infiltration Rate ...... 12 5.0 General Limitations ...... 13

Figure 1: Site Vicinity Map

Appendix A: Subsurface Investigation Appendix B: Soil Laboratory Test Results Appendix C: Engineering Calculations

DRAFT

1.0 Scope of Services This geotechnical engineering report presents the results of the field investigation, soil laboratory testing, and engineering analysis of the geotechnical data. This report specifically addresses the following: • An evaluation of subsurface conditions along the proposed construction, including comments on corrosion potential of the on-site soils based on the results of pH, resistivity, and sulfates content lab testing. • Recommendations for design and construction of the proposed roadway pavements, including a recommended flexible pavement section. Recommended pavement remediation measures based on the existing pavement condition index survey, pavement coring, test boring data, laboratory test data, traffic data analyses, and maintenance history. • Recommendations for drainage pipe installations including bearing materials and bedding thicknesses. • Earthwork recommendations for construction of roadways, including an assessment of on-site soils to be excavated for re-use as compacted fill and recommendations for fill subgrade and final pavement subgrade preparation. • Recommendations regarding the feasibility of using stormwater management by infiltration, including estimated infiltration rates based on field tests and published correlations with soil classifications. Services not specifically identified in the contract for this project are not included in the scope of services.

2.0 Site Description and Proposed Construction The Nursery Avenue Roadway and Drainage Improvements site is located in the Town of Purcellville, Virginia, from Main Street continuing south to just north of School Street, and is approximately 1,400 feet in length. A site vicinity map is presented as Figure 1 at the end of this report. Based on plans provided to us by ATCS, the proposed roadway improvements consist of construction of curb and gutter along the entire length of the project on both sides of the roadway, as well as drainage improvements. One drainage pipe greater than 36 inches in diameter will be installed near the southern limit of the project. We understand that maximum proposed cuts/fills will not exceed about 5 feet.

3.0 Subsurface Conditions Subsurface conditions were investigated by drilling a total of seven test borings in the proposed construction area. Test boring logs and a boring location plan are presented in Appendix A of this report.

3.1 Geology The Nursery Avenue site lies within the Blue Ridge Physiographic Province of Virginia. The Blue Ridge Province is a generally mountainousDRAFT upland extending from northeast to southwest, lying between the Piedmont Physiographic Province to the east and the Great Valley section of the Valley and Ridge Province to the west. The Blue Ridge Province is unusual in that it is defined based on the nature of the rocks underlying it, rather than any characteristic topography (in many places the eastern edge of the Blue Ridge Province is indistinguishable topographically from the adjacent western Piedmont Province). The Blue Ridge Mountains, also sometimes referred to as the “Blue Ridge Front”, form a prominent escarpment visible for many miles to the east, marking the erosion resistant central rocks of the Province. The elevation of the peaks along the crest of the Blue Ridge range from less than 2,000 feet in the northeast, to over 5,000 feet above sea level in the southwest, reaching a maximum elevation at Mount Rogers (EL 5,729), the highest point in Virginia.

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The Blue Ridge province contains some of the oldest rocks in Virginia, dating to 1.8 billion years before present. These ancient rocks are folded upwards in an eroded “anticlinorium”, the flanks of which are surrounded by younger rocks ranging from 1 billion to 400 million years before present. The entire region was formed during the mountain-building event called the “Appalachian Orogeny” a result of the collision of the North American and African tectonic plates at the end of the Paleozoic geologic era, approximately 265 million years ago.

The underlying natural soils are residual materials derived from the physical and chemical weathering of the underlying bedrock. The bedrock beneath the site consists of a granite rock belonging to the Garnetiferous Leucocratic Metagranite Formation from the Pre-Cambrian Geologic Period.

3.2 Published Soils A review of the Loudoun County soils maps indicates that the construction will be built on Class I and IV soils. Specifically, Soil Mapping Units 10B and 23B are located on the site. The groundwater conditions are discussed in Section 3.4 of this report. The Loudoun County soils mapping is shown on Figures 2A and 2B in Appendix A of this report, and is presented in the table below.

Soil Type Characteristics by Mapping Unit Published Published Mapping Slope Hydrologic Depth to Depth to Soil Group Drainage Unit (percent) Soil Group Water Restrictive Table Feature Mongle Loam Brief About 10 to 24 10B 0 to 7 D > 80 inches (Class IV) ponding inches

Purcellville Silt Well- 23B 2 to 7 B > 80 inches > 80 inches Loam (Class I) drained

According to the Interpretive Guide to the Use of Soils Maps – Loudoun County, Virginia (2000), the site’s residual soils consist of Class I and Class IV soils. Class I soils are described as having good potential and few major problems, due to typically low shrink–swell potential, depth to seasonal water table less than 60 inches, depth to non-rippable rock greater than 60 inches, and slopes less than 8 percent. Class IV soils are described as having very poor potential, high to very high shrink-swell potential, less than 18 inches to seasonal water table, less than 12 inches to non-rippable rock, and slopes greater than 25 percent.

3.3 Stratification The subsurface materials encountered have been stratified for purposes of our discussions herein. These stratum designations do not imply that the materials encountered are continuous across the site. Stratum designations have been established to characterize similar subsurface conditions based on material gradations and parent geology. The generalized subsurface materials encountered in the test borings completed at the site haveDRAFT been assigned to the following strata:

Stratum A generally loose to medium dense and firm to hard, (Existing Fill) clayey SAND (SC), sandy LEAN CLAY (CL), SILT with varying amounts of sand (ML), and ELASTIC SILT with sand (MH), moist, brown, gray, and red-brown

Stratum B1 firm to stiff, sandy SILT (ML) and ELASTIC SILT with (Residual Soil) sand (MH), moist, tan

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Stratum B2 medium dense, silty SAND (SM) and clayey SAND (Residual Soil) (SC), moist, gray, brown, and tan

Stratum C dense to very dense, silty SAND (SM) and clayey (Intermediate Geomaterial - IGM) SAND (SC), contains rock fragments moist, gray, brown, and tan

The two letter designations included in the strata descriptions presented above and on the test boring logs represent the Unified Soil Classification System (USCS) group symbol and group name for the samples based on laboratory testing per ASTM D-2487 and visual classifications per ASTM D-2488. It should be noted that visual classifications per ASTM D-2488 may not match classifications determined by laboratory testing per ASTM D-2487.

3.4 Groundwater Groundwater level observations were made in the field during drilling and up to one day after the completion of the test borings. Groundwater was not encountered during drilling for any boring locations, with the exception of test boring B-2. Longer-term groundwater level readings were obtained in a temporary observation standpipe installed in test boring B-2. A summary of the water level readings is presented in the table below.

Ground Depth to Groundwater (ft) Elevation of Groundwater (ft) Test Surface Boring No. Elevation First After 24 First After 24 (ft) Encountered hours Encountered hours

B-1 EL 531.9 NE NE NE NE

B-2 EL 540.8 NE 3.5 NE EL 537.3

B-3 EL 543.2 NE NE NE NE

B-4 EL 549.3 NE NE NE NE

B-5 EL 550.3 NE NE NE NE

B-6 EL 553.1 NE NE NE NE

B-7 EL 554.5 NE NE NE NE

NE = Not Encountered

The groundwater observations presented herein are considered to be an indication of the groundwater levels at the dates and timesDRAFT indicated. However, please note that water levels were taken subsequent to a significant rainfall event and may represent surface water that entered into the boreholes. Also, fluctuations in groundwater levels should be expected with seasons of the year, construction activity, changes to surface grades, precipitation, or other similar factors.

3.5 Soil Laboratory Test Results Selected soil samples obtained from the field investigation were tested for grain size distribution (with hydrometer), Atterberg limits, compaction characteristics using standard effort, California Bearing Ratio (CBR), and natural moisture content. A summary of soil laboratory test results is presented in the following subsections and individual soil laboratory test results are presented in Appendix B.

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3.5.1 Classification Test Results A total of 10 samples were submitted to sieve analysis and Atterberg limits. A summary of soil laboratory test results is presented in the table herein and the results of natural moisture content tests are presented on the test boring logs in Appendix A.

Sieve Atterberg Results Limits Natural Test Depth Sample Description of Soil Percent Moisture Boring Stratum Percent (ft) Type Specimen Passing Content No. Retained LL PL PI #200 (%) #4 Sieve Sieve

B-1 0.8-2.8 Split-Spoon A clayey SAND (SC) 5.0 47.3 29 20 9 16.2

Composite B-1 6.8-8.8 B2 clayey SAND (SC) 7.7 41.6 33 19 14 15.3 Split-Spoon Composite B-2 2.0-6.0 B2 silty SAND (SM) 0.0 46.5 33 25 8 11.8 Split-Spoon sandy LEAN CLAY B-3 2.8-4.8 Split-Spoon A 0.0 67.4 33 23 10 20.4 (CL) Bulk B-4 0.0-5.0 A clayey SAND (SC) 9.4 43.8 31 19 12 6.4 Sample

B-5 2.7-4.7 Split-Spoon A SILT with sand (ML) 0.0 71.6 45 28 17 25.0

B-5 6.7-8.7 Split-Spoon B1 sandy SILT (ML) 0.5 68.6 46 34 12 28.4

Bulk B-6 0.0-5.0 A sandy SILT (ML) 8.4 62.8 48 31 17 16.4 Sample ELASTIC SILT with B-6 0.4-2.4 Split-Spoon B1 0.0 81.0 70 43 27 48.2 sand (MH) ELASTIC SILT with B-6 6.9-8.9 Split-Spoon B1 0.0 76.5 50 34 16 30.6 sand (MH) Notes: 1. Soil tests are in accordance with applicable ASTM standards 2. Soil classification symbols are in accordance with Unified Soil Classification System 3. Key to abbreviations: LL = liquid limit; PL = plastic limit; PI = plasticity index; NP = nonplastic; N/T = not tested

3.5.2 Standard Proctor and California Bearing Ratio (CBR) Test Results Two bulk samples collected from Stratum A soils were tested for standard proctor tests (VTM-1) and CBR tests (VTM-8). The results of the standard proctor and CBR tests are presented below.

Test Sample USCS Maximum Dry Optimum Moisture CBR Value Boring Depth (ft) Symbol Density (pcf) Content (%) (0.1 in) No. DRAFT B-4 0.0-5.0 SC 119 12 7.4

B-6 0.0-5.0 ML 119 16 1.8

3.5.3 Metal Corrosion Test Results In addition to standard geotechnical soil laboratory testing, one sample was submitted to an analytical laboratory for metal corrosion and concrete attack testing. Corrosion testing consisted of analysis for pH (CA 643), resistivity (ASTM G187), sulfides (EPA 376.2), and reduction-oxidation potential (Electrode). The results of these tests are presented below:

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Test Sample Red-ox Resistivity Sulfides Point Boring Depth pH Potential (ohm – cm) (ppm) Total No. (ft) (mV) B-4 1.0-5.0 5.0 34,000 <1.2 301 0

For each test presented above, points are assigned based on the range of the test results. If the total points from the five tests completed for a particular sample are 10 or more, the soil is considered to be corrosive. The methods described herein are based on information from the American Water Works Association (AWWA). Using the methods described by AWWA, the point total for the sample tested is zero. Accordingly, the site soils are considered non-corrosive.

3.5.4 Concrete Attack Test Results Sulfate (CA 417) tests were performed on selected soil samples to determine the severity of sulfate attack on concrete structures. The results of sulfate testing are presented in the table below.

Sample Depth Sulfate Concentration Test Boring No. (ft) (ppm)

B-4 1.0-5.0 <5.0

Based on correlations between sulfate concentrations and severity of sulfate attack as presented in American Concrete Institute (ACI) 318, the above sulfate concentrations are considered to pose a negligible threat of sulfate attack on concrete.

3.5.5 USDA Textural Classification Test Results One classification test per the USDA textural analysis was performed on a soil sample collected at the proposed dry swale to evaluate the feasibility of stormwater management by infiltration. The results of the textural classification test is presented in the table below.

Test Boring Sample Depth Percent Percent Percent USDA Soil Texture No. (ft) Sand Silt Clay Classification

B-2 2.0-6.0 53.5 33.6 12.9 Sandy Loam

4.0 Engineering Analysis Recommendations regarding pavements, drainage pipe installations, earthwork, and stormwater management by infiltration are presented herein. DRAFT 4.1 Pavements A pavement condition index (PCI) survey was conducted for the project in accordance with ASTM D6433-11. The survey recorded existing pavement distress types, quantities, and severities. The project was divided into 100 ft. long sections, or sample units, which were individually surveyed. The PCI survey data sheets are presented in Appendix C. Calculations for the collected data resulted in a PCI of 59 and a rating of Fair for the project.

Traffic data was based on information provided by Virginia Department of Transportation, Annual Average Daily Traffic Volume Estimates by Section of Route, Loudoun Maintenance Area (2014). The table herein summarizes the design traffic data for the pavement section analyses:

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Design Parameter Value

Traffic Count Year 2014 Traffic Count Average Daily Traffic (ADT) 1500

Annual Traffic Growth Rate (GR) 1%* Construction Year 2016 Design Average Daily Traffic (ADT) – 10 Years (2026 Design Year) 1690 Design Average Daily Traffic (ADT) – 20 Years (2036 Design Year) 1867 Number of Lanes 2 Design Lane Factor 1.0

Directional Split 50/50* Percent Heavy Trucks – Including Busses 4%

18-Kip Equivalency Factor – Trailer Trucks 0.46* * Assumption

The design ESAL’s presented in the table below were developed from the traffic data for the design lane with a 20-year service life:

Pavement Design Situation Design ESAL’s

Cumulative Equivalent 18-Kip Single Axle Loads (ESAL’s) for Flexible 62,211 Pavement, 10-year Performance Period

Cumulative Equivalent 18-Kip Single Axle Loads (ESAL’s) for Flexible 152,586 Pavement, 20-year Performance Period

Pavement sections were designed based on the 1993 AASHTO Guide for Design of Pavement Structures. The following design parameters were used in the AASHTO Design Equation for the flexible pavements:

Design Parameter Design Value – Flexible Pavements

Initial Serviceability 4.2 Terminal Serviceability 2.8 Standard Deviation 0.49 ReliabilityDRAFT 85%

The following structural coefficients were used for the flexible pavement design method, with values of structural coefficients for existing asphalt and crushed stone taken as 80 percent of new design values based on anticipated reductions in structural value and drainage performance.

Layer Structural Coefficient (Ai)

Existing Asphalt 0.35 Existing Crushed Stone 0.10

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Layer Structural Coefficient (Ai)

Asphalt SM-12.5 0.44 Asphalt IM-19.0 0.44 Asphalt BM-25.0 0.40 Graded Aggregate Base 21A 0.12

Pavement sections were designed based on the 1993 AASHTO Guide for Design of Pavement Structures. 10-year and 20-year design periods were used in the analyses. Pavement design calculations are presented in Appendix C of this report. Based on the estimated design CBR/resilient modulus value and traffic loading, the following flexible pavement section alternatives are recommended for this project:

Pavement Alternative Performance Period (years)

Flexible Pavement Section – Milling and Overlay with 10 Geosynthetic Interlayer Flexible Pavement Section – Milling and Overlay with 20 Geosynthetic Interlayer

Flexible Pavement Section – Reconstruction 20

Pavement recommendations for the flexible pavement milling and overlay alternative were developed based on a roadbed soil resilient modulus (Mr) of 5,000 psi, corresponding to an average CBR of 5.0, based on the following relationships:

Design CBR = (2/3) x Average CBR (1)

Mr = 1500 x Design CBR (2)

The milling and overlay alternative includes milling of 1.5 inches of existing asphalt, and replacement with 4 to 4.5 inches of new asphalt as shown in the table below. Based on the results of the pavement condition index survey, pavement preservation is recommended for the remaining asphalt section following milling. The following treatment alternatives are recommended for consideration, in order of increasing expected costs and increasing expected performance, to reduce the potential for development of future reflective cracks in the overlay: • Crack cleaning and sealing for the areas identified in the PCI survey as having alligator cracking, edge cracking, and longitudinal and transverse cracking. • Installation of full-coverage geotextile paving fabric above the overlay levelling course. • Installation of full-DRAFTcoverage pavement reinforcing mat above the overlay levelling course. • Full-depth pavement patching for the areas identified in the PCI survey as having alligator cracking, edge cracking, and longitudinal and transverse cracking.

Geosynthetic interlayer materials should meet the requirements of Geotextile Paving Fabric or Pavement Reinforcing Mat materials as defined in Section 245 of the Virginia Department of Transportation Road and Bridge Specifications (2007). Installation of paving geosynthetics, including tack coat application and coverage rates, should comply with all manufacturer recommendations.

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Any full-depth pavement patching sections should be designed to meet the recommended flexible pavement reconstruction alternative section. Estimated quantities for crack cleaning and sealing should be included in the plans, specifications, and estimate based on the PCI survey data, and limits for each should be determined during construction.

Flexible Pavement Section – Milling and Overlay with Geosynthetic Interlayer 10-Year Performance 20-Year Performance Flexible Pavement Layers Period Thickness Period Thickness (inches) (inches) SM-12.5 Overlay 2.0 2.0

IM-19.0 Overlay (Levelling Course) 2.0 2.5

Existing Asphalt Pavement, before Milling* 3.0 3.0

Existing Asphalt Pavement, after Milling* 1.5 1.5

Existing Crushed Stone* 4.5 4.5

Resulting Grade Raise 2.5 3.0 * Average thickness

A pavement reconstruction alternative section may also be considered. Pavement subgrades are expected to consist of firm existing fill, natural soils, or new compacted fill. These materials are generally considered suitable for support of the planned roadways and parking areas. However, where pavement subgrades consist of existing fill, we recommend budgeting for undercutting the existing fill to a depth of at least 2 feet and backfilling with new compacted fill. The decision to undercut the existing fill should be based on a thorough proofroll of the pavement subgrades under the observation of the geotechnical engineer. In addition, where pavement subgrades consist of the elastic silt (MH) materials with low CBR value (e.g. boring B-6), we recommend undercutting the elastic silt for approximately 200 feet of full-width roadway and backfill with one of the following options: • Undercutting 2.0 feet and replacement with new compacted fill. • Undercutting 1.0 feet and replacement with AASHTO No. 21A crushed stone, with stabilization biaxial geogrid and separation geotextile fabric placed below the crushed stone.

Pavement recommendations for the flexible pavement reconstruction alternative were developed based on a roadbed soil resilient modulus of 7,500 psi, corresponding to a design CBR of 5.0. The (2/3) factor included in Equation 1 above was not included for the reconstruction design alternative due to the reduced variability associated with subgrade materials for the reconstruction alternative.

Flexible Pavement Section - Reconstruction 20-Year Performance Period Flexible PavementDRAFT Layers Thickness (inches) SM-9.5 1.5

BM-25.0 2.5

Graded Aggregate Base 21A 8.0

Required Grade Change 0

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A final decision regarding the pavement alternatives selected should be based on life-cycle cost analysis, constructability, traffic control requirements, owner preferences, and other factors outside the scope of this report. The figure herein illustrates the relationship between appropriate pavement management approaches based on existing pavement condition.

Source: FHWA-NHI-04-071, Pavement Preservation: Design and Construction of Quality Preventive Maintenance Treatments

Construction traffic activity on partially constructed pavement sections may result in subgrade and pavement failures due to the reduced support qualities of a partially constructed pavement section and the relatively heavy loads associated with construction traffic. Accordingly, consideration should be given to the construction of designated haul roads where the thickness of the granular subbase and/or asphalt base course has been increased to account for the heavier-loaded construction traffic. We suggest that placement of the asphalt surface course not occur until all the major construction has been completed for pavement areas subjected to construction traffic. To minimize damage to pavement areas during and after construction, consideration should be given to restricting access by construction and any commercial (non- passenger vehicle) traffic onto the interim pavement areas, where possible.

The overall grading design should include suitable storm inlets, pavement underdrains, and diversion structures for collecting surface runoff and to limit excessive ponding on paved surfaces. Specific surface drainage recommendations are beyond the scope of our services.

4.2 Drainage Pipe Installations The invert elevation of the proposed drainage pipe at about Station 13+60 is at about EL 526. Test boring B-1 drilled in the vicinity of the proposed drainage pipe indicates generally medium dense natural soils at the proposed invert level. Groundwater may be encountered during the excavation and preparation of the subgrade for the pipe. Where groundwater limits the ability to place compacted bedding material, bedding material should consist of DRAFTfree draining AASHTO No. 57 crushed stone wrapped with geotextile separation and stabilization fabric, and capped with a 6-inch layer of bedding material (VDOT #25 or #26 crushed stone), as per the requirements of Section 205 of the VDOT Road and Bridge Specifications. A maximum allowable soil bearing pressure of 2,500 psf may be used for the design of the proposed drainage pipe.

Pipe bedding should be in accordance with the VDOT Road and Bridge Standards PB-1 and Section 302 of the VDOT Road and Bridge Specifications. If soft or unsuitable CH, MH, OH and OL material, or groundwater is encountered, undercutting 24 inches along the entire length of the pipe and replacing with 18 inches of No. 57 aggregate, completely wrapped in a geotextile separation and stabilization fabric, and topped with 6 inches of bedding. The thickness of bedding material presented herein should be measured from the bottom of the pipe.

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Estimated Undercut and Pipe Bedding Thickness Estimated Invert Reference Undercut Structure Size Soil Bearing Elevation Test Boring Depth/ and Type Materials (ft) No. Bedding Thickness Two 42-inch Inv. In=526.34 B-1 clayey SAND (SC) None/6 inches Diameter Pipes Inv. Out=526.10

The excavations may be constructed by laying back the earth with temporary slopes. Based on the on-site soils, an OSHA type C soil classification should be used for design of earth slopes. A type C classification requires a maximum allowable slope of 1.5H:1V. All temporary excavations must comply with applicable local, state, and federal safety regulations, including the current OSHA Excavation and Trench Safety Standards. Construction site safety generally is the responsibility of the contractor, who should be solely responsible for the means, methods, and sequencing of construction operations so that a safe working environment is maintained. If adequate space is not available for a sloped earth cut or if it is not desirable to use a sloped cut, the excavation will require shoring with a trench box.

The contractor should avoid stockpiling excavated materials or having construction equipment immediately adjacent to the excavation walls. We recommend that stockpiled materials be kept back from the excavation a minimum distance equal to one-half the excavation depth to limit surcharging the excavation walls. If this is impractical due to space constraints, the excavation walls should be retained with bracing designed for the anticipated surcharge load.

4.3 Earthwork Fill may be required for site grading in pavement areas. Unsuitable existing fill, soft or loose natural soils, organic material, and rubble should be stripped to approved subgrades as determined by the geotechnical engineer. Topsoil and asphalt and crushed stone depths presented on the boring logs should not be considered as stripping depths, as stripping depths may vary widely across the site. In addition, seasonal soil moisture variations can affect stripping depths. In general, less stripping may occur during summer months when drier weather conditions can be expected. The depth of required stripping should be determined prior to construction by the excavation contractor using test pits, probes, or other means that the contractor wishes to employ, and this determination should be the responsibility of the excavation contractor. All subgrades should be proofrolled with a minimum 20 ton, loaded dump truck or suitable rubber tire construction equipment approved by the geotechnical engineer, prior to the placement of new fill.

Fill material should be placed in lifts not exceeding 8 inches loose thickness, with fill materials compacted by hand operated tampers or light compaction equipment placed in maximum 4-inch thick loose lifts. Fill should be compacted at +/- 2% of the optimum moisture content to at least 95 percent of the maximum dry density per VTM-1. The upper 6 inches of pavement subgrades should be compacted to at least 100 percent of the maximum dryDRAFT density per the same standard.

Materials used for compacted fill for support of pavements should consist of soils classifying SC, SM, SP, SW, GC, GM, GP, or GW per ASTM D-2487, with a maximum dry density greater than 105 pcf. It is expected that portions of soils excavated at the site will be suitable for re-use as fill based on classification. However, the Stratum A existing fill may not be suitable for re-use as new compacted fill due to deleterious man- made materials in the fill. In addition, drying of excavated soils by spreading and aerating may be necessary to obtain proper compaction. This may not be practical during the wet period of the year. Accordingly, earthwork operations should be planned for early Spring through late Fall, when drier weather conditions can be expected. Individual borrow areas, both from on-site and off-site sources, should be sampled and tested to verify classification of materials prior to their use as fill.

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Fill materials should not be placed on frozen or frost-heaved soils, and/or soils that have been recently subjected to precipitation. All frozen or frost-heaved soils should be removed prior to continuation of fill operations. Borrow fill materials should not contain frozen materials at the time of placement.

Compaction equipment that is compatible with the soil type used for fill should be selected. Theoretically, any equipment type can be used as long as the required density is achieved; however, sheepsfoot roller equipment are best suited for fine-grained soils and vibratory smooth drum rollers are best suited for granular soils. Ideally, a smooth drum roller should be used for sealing the surface soils at the end of the day or prior to upcoming rain events. In addition, compaction equipment used adjacent to walls below grade should be selected so as to not impose undesirable surcharge on walls. All areas receiving fill should be graded to facilitate positive drainage of any water associated with precipitation and surface run-off.

For utility excavation backfill, we recommend that open graded stone be used to backfill the pipe trench to the spring line of the pipe. Backfill should be compacted in lifts not exceeding 6 inches loose thickness, to at least 95 percent of the maximum dry density per VTM-1. Hand operated compaction equipment should be used until the backfill has reached a level 1 foot above the top of the pipe to prevent damaging the pipe. Also, backfill material within 2 feet of the top of the pipe should not contain rock fragments or gravel greater than 1-inch in diameter.

After completion of compacted fill operations in pavement areas, construction of asphalt should begin immediately, or the finished subgrade should be protected from exposure to inclement weather conditions. Exposure to precipitation and freeze/thaw cycles will cause the finished subgrade to soften and become excessively disturbed. If development plans require that finished subgrades remain exposed to weather conditions after completion of fill operations, additional fill should be placed above finished grades to protect the newly placed fill. Alternatively, a budget should be established for reworking of the upper 1 to 2 feet of previously placed compacted fill.

4.4 Infiltration Analysis Two methods were used to estimate infiltration capabilities on the subject site: in-situ infiltration testing and published correlations with soil classifications. Details regarding the in-situ infiltration and classification test techniques, the estimated infiltration rates from the individual methods, and the recommended design infiltration rate for the site soils are presented herein.

4.4.1 Field Infiltration Test Results In-situ infiltration tests were performed in the field to observe the rate at which water will permeate the soil under saturated conditions. One test boring was drilled in the area of the planned infiltration facility. Test borings were initially drilled to depths of at least 4 feet below the planned infiltration invert elevations, and allowed to remain open for a period of approximately 24 hours to allow any groundwater levels within the boreholes to stabilize. After 24 hours, two offset infiltration test holes were drilled at the boring location to planned infiltration invert elevations. Five-inch diameter PVC casing was set to the bottom of the test holes. The purpose of the casing is to prevent caving of test hole sidewalls. After setting the PVC casings, the borehole was filled with water to saturate the bottom subsoils. The following day, the test hole was refilled with water and the DRAFTwater level in each test hole was recorded every hour for a 4-hour period. Using this procedure, the average change in the water level over the 4-hour period is considered the infiltration rate. Based on the results of the in-situ infiltration tests, the infiltration rates that have been calculated and are presented in the table below:

Test Approximate Approximate Proposed Bottom Field Infiltration Boring Test Depth Test Elevation Elevation of Rate No. (ft) Structure (inches/hour) B-2A 3.0 541.1 538.1 0.6

B-2B 3.0 540.3 537.3 0.6

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4.4.2 Classification Test Results The classification test method is performed with grain-size sieve analyses including hydrometer testing on samples obtained from corresponding proposed infiltration depths, to determine the USDA soil texture classifications. Published correlations between USDA classifications and infiltration rates were used to provide estimated hydraulic conductivity values. Since hydraulic conductivity and infiltration values are essentially equal at no head conditions, using the hydraulic conductivity values to estimate the infiltration rates provides a conservative estimate of infiltration for use in design. Estimated infiltration rates using the USDA soil texture classifications are presented in the table herein.

Estimated Test Approximate USDA Soil Texture Hydrologic Infiltration Rate1 Boring No. Test Depth (ft) Classification Soil Grouping (inches/hour) B-2 2.0 - 4.0 Sandy Loam B 1.02

Note 1 = Rawls, Brakensiek, and Saxton (1982)

4.4.3 Seasonally High Water Table Determination Virginia Licensed Professional Soil Scientist (LPSS) Robert Denton evaluated soils samples from boring B-2 to determine soil group and depth to the seasonally high water table (SHWT) based on soil morphology. Loudoun County soils maps indicate that boring B-2 is located within the 23B Purcellville Silt Loam. However, the natural soils observed in boring B-2 most closely resembled the 10B Mongle Silt Loam of the Mongle Soil Series, mapped locally as occurring adjacent to the aforementioned 23B Purcellville silt loam. In the soil samples collected from boring B-2, redoximorphs (iron accumulations) were observed in the sample collected at 1.5 to 4.0 feet below existing grade, comparing favorably with the soil series description and redoximorph colors (i.e. strong brown iron masses, Munsell 7.5YR 5/8). This would suggest the seasonal high water table may reach this elevation periodically.

The seasonally high water table is defined by the Virginia DEQ Stormwater Design Specification No. 8 as the shallowest depth to free water that stands in an unlined borehole or where the soil moisture tension is zero for a significant period (more than a few weeks). The resulting SHWT information is presented in the table below.

Test Boring Test Boring No. Depth to SHWT (ft) Elevation of SHWT Elevation B-2 540.8 1.5 – 2.0 538.8 – 539.3

The Virginia DEQ Stormwater Design Specification No. 8 requires a minimum vertical distance of 2 feet between the bottom of the infiltration facility and the SHWT or bedrock layer. There is reason to believe that the SHWT elevation determined at this location has been influenced by the roadway construction due to the presence of a roadside ditch at the boring location. Long periods of increased soil saturation can be expected for this type of surface feature, which, over time, may have caused a “rise” from the previous natural SHWT. DRAFT

4.4.4 Recommended Design Infiltration Rate It is our opinion that it should be feasible to provide stormwater management through infiltration at stormwater locations in the vicinity of test boring B-2, on the condition that a minimum vertical distance of 2 feet is maintained between the bottom of the infiltration facility and the SHWT. As shown above, the calculated field infiltration rates are approximately 0.6 inch/hour. Based on the field infiltration test results and the USDA soil texture classifications, we recommend that a design infiltration rate of 0.5 inch/hour be used for the design of the proposed stormwater locations in the vicinity of test boring B-2.

December 4, 2015 12422.01 Page 12

It should be noted that the recommended design infiltration rate presented herein is intended for use in design. However, during construction, observations of the subgrade conditions should be made to confirm that the subgrade soils are consistent with the soils analyzed in this report.

5.0 General Limitations Recommendations contained in this report are based upon the data obtained from the relatively limited number of test borings. This report does not reflect conditions that may occur between the points investigated, or between sampling intervals in test borings. The nature and extent of variations between test borings and sampling intervals may not become evident until the course of construction. Therefore, it is essential that on-site observations of subgrade conditions be performed during the construction period to determine if re-evaluation of the recommendations in this report must be made. It is critical to the successful completion of this project that GeoConcepts be retained during construction to observe the implementation of the recommendations provided herein.

This report has been prepared to aid in the evaluation of the site and to assist your office and the design professionals in the design of this project. It is intended for use with regard to the specific project as described herein. Changes in proposed construction, grading plans, etc. should be brought to our attention so that we may determine any effect on the recommendations presented herein.

An allowance should be established for additional costs that may be required for foundation and earthwork construction as recommended in this report. Additional costs may be incurred for various reasons including wet fill materials, soft subgrade conditions, unexpected groundwater problems, rock excavation, etc.

This report should be made available to bidders prior to submitting their proposals to supply them with facts relative to the subsurface conditions revealed by our investigation and the results of analyses and studies that have been performed for this project. In addition, this report should be given to the successful contractor and subcontractors for their information only.

We recommend the project specifications contain the following statement: “A geotechnical engineering report has been prepared for this project by GeoConcepts Engineering, Inc. This report is for informational purposes only and should not be considered part of the contract documents. The opinions expressed in this report are those of the geotechnical engineer and represent their interpretation of the subsoil conditions, tests and results of analyses that they performed. Should the data contained in this report not be adequate for the contractor’s purposes, the contractor may make their own investigations, tests and analyses prior to bidding.”

This report was prepared in accordance with generally accepted geotechnical engineering practices. No warranties, expressed or implied, are made as to the professional services included in this report.

We appreciate the opportunity to be of service for this project. Please contact the undersigned if you require clarification of any aspect of this report.

Sincerely, DRAFT GEOCONCEPTS ENGINEERING, INC.

Christopher Lynch, EIT Project Engineer

Paul Burkart, PE Principal

December 4, 2015 12422.01 Page 13 DRAFT

Appendix A Subsurface Investigation Subsurface Investigation Procedures (1 page) VDOT Unified Soil Classification System (1 page) VDOT Material and Sample Symbols List (2 pages) Test Boring Notes (1 page) Test Boring Logs (7 pages) Boring Location Plans, Figures 2A and 2B (2 pages)

DRAFT

Subsurface Investigation Procedures 1. Test Borings – Hollow Stem Augers The borings are advanced by turning an auger with a center opening of 3-¼ inches. A plug device blocks off the center opening while augers are advanced. Cuttings are brought to the surface by the auger flights. Sampling is performed through the center opening in the hollow stem auger, by standard methods, after removal of the plug. Usually, no water is introduced into the boring using this procedure.

2. Standard Penetration Tests Standard penetration tests are performed by driving a 2-inch O.D., 1-⅜ inch I.D. sampling spoon with a 140-pound hammer falling 30 inches, according to ASTM D-1586. After an initial 6 inches penetration to assure the sampling spoon is in undisturbed material, the number of blows required to drive the sampler an additional 12 inches is generally taken as the N value. In the event 30 or more blows are required to drive the sampling spoon the initial 6-inch interval, the sampling spoon is driven to a total penetration resistance of 100 blows or 18 inches, whichever occurs first.

3. Test Boring Stakeout The test boring stakeout was provided by the project civil engineer.

DRAFT

UNIFIED SOIL CLASSIFICATION SYSTEM

UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART LABORATORY CLASSIFICATION CRITERIA

COARSE-GRAINED SOILS (more than 50% of material is larger than No. 200 sieve size.) Clean Gravels (Less than 5% fines) D60 D30 Well-graded gravels, gravel-sand C = greater than 4; C = between 1 and 3 GW GW u c x mixtures, little or no fines D10 D10 D60 GRAVELS Poorly-graded gravels, gravel-sand More than 50% GP of coarse mixtures, little or no fines GP Not meeting all gradation requirements for GW fraction larger Gravels with fines (More than 12% fines) than No. 4 Atterberg limits below "A" sieve size GM Silty gravels, gravel-sand-silt mixtures GM line or P.I. less than 4 Above "A" line with P.I. between 4 and 7 are borderline cases Clayey gravels, gravel-sand-clay Atterberg limits above "A" requiring use of dual symbols GC GC mixtures line with P.I. greater than 7 Clean Sands (Less than 5% fines) D60 D30 Well-graded sands, gravelly sands, Cu = greater than 4; Cc = between 1 and 3 SW SW D D x D little or no fines 10 10 60 SANDS Poorly graded sands, gravelly sands, 50% or more SP of coarse little or no fines SP Not meeting all gradation requirements for GW fraction smaller Sands with fines (More than 12% fines) than No. 4 Atterberg limits below "A" sieve size SM Silty sands, sand-silt mixtures SM Limits plotting in shaded zone line or P.I. less than 4 with P.I. between 4 and 7 are Atterberg limits above "A" borderline cases requiring use SC Clayey sands, sand-clay mixtures SC line with P.I. greater than 7 of dual symbols. FINE-GRAINED SOILS (50% or more of material is smaller than No. 200 sieve size.) Determine percentages of sand and gravel from grain-size curve. Depending on percentage of fines (fraction smaller than No. 200 sieve size), Inorganic silts and very fine sands, rock coarse-grained soils are classified as follows: ML flour, silty of clayey fine sands or clayey SILTS Less than 5 percent GW, GP, SW, SP silts with slight plasticity More than 12 percent GM, GC, SM, SC AND 5 to 12 percent Borderline cases requiring dual symbols CLAYS Inorganic clays of low to medium Liquid limit CL plasticity, gravelly clays, sandy clays, less than silty clays, lean clays PLASTICITY CHART 50% Organic silts and organic silty clays of OL 60 low plasticity 50 Inorganic silts, micaceous or DRAFTCH diatomaceous fine sandy or silty soils, MH 40 SILTS elastic silts A LINE: AND PI = 0.73(LL-20) CLAYS Inorganic clays of high plasticity, fat 30 CH Liquid limit clays CL MH&OH 50% 20 or greater Organic clays of medium to high OH 10 plasticity, organic silts CL+ML

PLASTICITY INDEX (PI) (%) ML&OL 0 HIGHLY 0 102030405060 70 80 90 100 ORGANIC PT Peat and other highly organic soils LIQUID LIMIT (LL) (%) SOILS Page 1of 2

MATERIAL AND SAMPLE SYMBOLS LIST

Sedimentary Igneous Metamorphic Pavement/Soils Sampling Rocks Rocks Rocks

ASPH- GP - Poorly- MH - SC - CGL - SE - AND - GGE - ASPHALT PVT graded Gravel Elastic Silt Clayey Sand Conglomorate Shell Bed Andesite Gouge SPT

CH - SM - Silty CLST - Cherty SHL - BST - GNS - Fat Clay GP-GC MH/CH Sand Limestone Shale Basalt Gneiss Core

CL - SP - Poorly- COL - SLS - DBS - MYL - Lean Clay GP-GM MH/ML Graded Sand Coal Siltstone Diabase Mylonite Auger

DRT - PHY - GW - Well- MST SST - Phyllite CL-ML Graded Gravel MH/SM SP-SC Mudstone Sandstone Diorite Vane

SST-SHL - GWK - CONC- Interbedded GBR - SCH - Graywacke CONCRETE PVT GW-GC ML - Silt SP-SM Sandstone/Shale Gabbro Schist Undisturbed

SST-SLS - SW - Well- LST - Interbedded GRD - SLT - FL -Fill GW-GM ML/CL Limestone Granodiorite Graded Sand Sandstone/Siltstone Slate Grab

GRN GC - Clayey SHLS-Shaly Misc. No GM/GP ML/GM UCY - Granite Gravel SW-SC Underclay Limestone Recovery CAV - Cavity

MSH SHDS POR - GC-GM GM/ML ML/SM Shaly Dolostone Silty Shale Porphyry HWR Other Highly Weathered DRAFT Rock

GM - Silty CHK SSHL RHY - Gravel GM/SM SW-SM Chalk Sandy Shale Rhyolite BRC - Breccia Page 2 of 2

MATERIAL AND SAMPLE SYMBOLS LIST

Sedimentary Igneous Metamorphic Pavement/Soils Sampling Rocks Rocks Rocks

TOPS- BLD-Boulder CHT MSLS TOPSOIL SC/CH CH/CL CH/MH CH/SC Bed Charnocktite Metasiltstone

CRA DLS MSST CL/ML CL/SC CL/CH GP/GW Crushed Aggregate Dolostone Metasandstone

LST-DLS- QZT - Interbedded GW/GP ML/MH GC/SC OH/OL GP/SP Limestone/Dolostone Quartzite

PT OH OL SPS OL/OH Peat Organic SC/CL Organic Soapstone

SC/GC SC-SM SP/SW SM/GM SM/MH MBST Metabasalt

MBL SM/ML SM/SC SP/GP SW/SP Marble DRAFT

Test Boring Notes 1. Classification of soil is by visual inspection and is in accordance with the Unified Soil Classification System.

2. Estimated groundwater levels are indicated on the logs. These are only estimates from available data and may vary with precipitation, porosity of soil, site topography, etc.

3. Sampling data presents standard penetrations for 6-inch intervals or as indicated with graphic representations adjacent to the sampling data.

4. The logs and related information depict subsurface conditions at the specific locations and at the particular time when drilled. Soil conditions at other locations may differ from conditions occurring at the test locations. Also, the passage of time may result in a change in the subsurface conditions at the test locations.

5. The stratification lines represent the approximate boundary between soil types as determined in the sampling operation. Some variation may be expected vertically between samples taken. The soil profile, groundwater level observations and penetration resistances presented on the logs have been made with reasonable care and accuracy and must be considered only an approximate representation of subsurface conditions to be encountered at the particular location.

6. Weathered rock is defined as residual earth material with a penetration resistance between 60 blows per foot and refusal. Spoon refusal at the surface of rock, boulders, or obstructions is defined as a penetration resistance of 50 blows for 1 inch penetration. Auger refusal is taken as the depth at which further penetration of the auger is not possible without risking significant damage to the drilling equipment.

DRAFT

PROJECT #: 12422.01 LOCATION: Nursery Avenue Roadway B-1 STRUCTURE: PAGE 1 OF 1 STATION: OFFSET: LATITUDE: 39.133517° N LONGITUDE: 77.716902° W SURFACE ELEVATION: 531.9 ft COORD. DATUM: NAD 83 FIELD DATA Date(s) Drilled: 10/05/2015 - 10/05/2015 LAB DATA S O I L R O C K Drilling Method(s): Automatic hammer 3.25" DIP ° SPT Method: Other Test(s): Driller: Connelly and Associates, Inc. (J. Martinez) Logger: C. Sheaffer LIQUID LIMIT LIQUID

DEPTH (ft) DEPTH GROUND WATER JOINTS

ELEVATION (ft) NOT ENCOUNTERED DURING DRILLING STANDARD PLASTICITY INDEX PLASTICITY STRATA STRATA LEGEND SAMPLE LEGEND DESIGNATION ROCK QUALITY ROCK SAMPLE INTERVAL

HAMMER BLOWS NO LONG TERM MEASUREMENTS TAKEN PENETRATION TESTPENETRATION SOIL RECOVERY (%) SOIL MOISTURE CONTENT (%) CONTENT MOISTURE CORE RECOVERY (%) CORE FIELD DESCRIPTION OF STRATA PILL 0.0 / 531.9 0.8 Asphalt = 0.25 ft. ASPH 7 0.25 / 531.65 6 40 Crushed stone = 0.55 ft. CRA 29 9 16.2 2 530 6 6 0.8 / 531.1 2.8 5 Fill, gray, fine to coarse, CLAYEY SAND FILL, medium dense, moist SC 10 25 13.9 4 10 7 4.8 4 4.8 / 527.1 4 Residual, gray and brown, fine to coarse, CLAYEY SAND, 85 13.7 6 8 medium dense, moist SC 8 6.8 525 5 7 65 33 14 15.3 8 9 11 8.8 26 8.8 / 523.1 29 IGM, gray and brown, fine to coarse, CLAYEY SAND, contains 100 5.5 10 33 rock fragments, dense, moist SC 41 10.8

12 520

13.5 17 14 23 100 6.6 32 15

515

18 18.5 27 18.5 / 513.4 36 100 SAME: very dense below 18.5 ft. 4.2 49 DRAFT 20 20 20.0 / 511.9 BOTTOM OF BORING AT 20.0 FT.

REMARKS: Cave-in depth: 15.3 ft. PAGE 1 OF 1 B-1 SPT_LOG:NURSERY AVENUE ROADWAY AND DRAINAGE IMPROVEMENTS LOGS VDOT.GPJ:8.30.002:021011:11/23/15 - Copyright 2015, Commonwealth of Virginia PROJECT #: 12422.01 LOCATION: Nursery Avenue Roadway B-2 STRUCTURE: PAGE 1 OF 1 STATION: OFFSET: LATITUDE: 39.134148° N LONGITUDE: 77.716304° W SURFACE ELEVATION: 540.8 ft COORD. DATUM: NAD 83 FIELD DATA Date(s) Drilled: 10/05/2015 - 10/05/2015 LAB DATA S O I L R O C K Drilling Method(s): Automatic hammer 3.25" DIP ° SPT Method: Other Test(s): Driller: Connelly and Associates, Inc. (J. Martinez) Logger: C. Sheaffer LIQUID LIMIT LIQUID

DEPTH (ft) DEPTH GROUND WATER JOINTS

ELEVATION (ft) NOT ENCOUNTERED DURING DRILLING STANDARD PLASTICITY INDEX PLASTICITY STRATA STRATA LEGEND SAMPLE LEGEND DESIGNATION ROCK QUALITY ROCK SAMPLE INTERVAL

HAMMER BLOWS STABILIZED AT 3.5 ft AFTER 24 HOURS PENETRATION TESTPENETRATION SOIL RECOVERY (%) SOIL MOISTURE CONTENT (%) CONTENT MOISTURE CORE RECOVERY (%) CORE FIELD DESCRIPTION OF STRATA PILL 2 0.0 / 540.8 0.5 3 Topsoil = 0.5 ft. TOPS 1.0 540 85 15.8 6 1.5 0.5 / 540.3 8 2.0 2 Fill, brown, fine to coarse, SANDY LEAN CLAY FILL, loose, 4 moist CL 2.5 6 3.0 538 60 1.5 / 539.3 33 8 11.8 11 3.5 Residual, tan, fine to coarse, SILTY SAND, medium dense, moist 13 4.0 4 SM 6 4.5 11 5.0 536 85 11.0 18 5.5 20 6.0 6 11 6.5 14 7.0 534 60 10.0 17 7.5 19 8.0 8 8.0 / 532.8 BOTTOM OF BORING AT 8.0 FT.

DRAFT

REMARKS: Cave-in depth: 8.0 ft. PAGE 1 OF 1 B-2 SPT_LOG:NURSERY AVENUE ROADWAY AND DRAINAGE IMPROVEMENTS LOGS VDOT.GPJ:8.30.002:021011:11/23/15 - Copyright 2015, Commonwealth of Virginia PROJECT #: 12422.01 LOCATION: Nursery Avenue Roadway B-3 STRUCTURE: PAGE 1 OF 1 STATION: OFFSET: LATITUDE: 39.134290° N LONGITUDE: 77.716330° W SURFACE ELEVATION: 543.2 ft COORD. DATUM: NAD 83 FIELD DATA Date(s) Drilled: 10/01/2015 - 10/01/2015 LAB DATA S O I L R O C K Drilling Method(s): Automatic hammer 3.25" DIP ° SPT Method: Other Test(s): Driller: Connelly and Associates, Inc. (J. Martinez) Logger: C. Sheaffer LIQUID LIMIT LIQUID

DEPTH (ft) DEPTH GROUND WATER JOINTS

ELEVATION (ft) NOT ENCOUNTERED DURING DRILLING STANDARD PLASTICITY INDEX PLASTICITY STRATA STRATA LEGEND SAMPLE LEGEND DESIGNATION ROCK QUALITY ROCK SAMPLE INTERVAL

HAMMER BLOWS NO LONG TERM MEASUREMENTS TAKEN PENETRATION TESTPENETRATION SOIL RECOVERY (%) SOIL MOISTURE CONTENT (%) CONTENT MOISTURE CORE RECOVERY (%) CORE FIELD DESCRIPTION OF STRATA PILL 0.0 / 543.2 0.8 Asphalt = 0.4 ft. ASPH 30 0.4 / 542.8 22 40 Crushed stone = 0.4 ft. CRA 18.0 2 16 13 0.8 / 542.4 2.8 11 Fill, gray and brown, fine to coarse, SANDY LEAN CLAY FILL, 540 hard, moist CL 13 60 33 11 20.4 4 17 22 4.8 7 4.8 / 538.4 6 Residual, tan, fine to coarse, SILTY SAND, medium dense, moist 55 13.0 6 14 SM 23 6.8 13 6.8 / 536.4 16 SAME: dense below 6.8 ft. 8 85 10.0 535 17 18 8.8 19 8.8 / 534.4 17 50 IGM, gray, fine to coarse, SILTY SAND, contains rock fragments, 6.8 10 50/5 very dense, moist SM 10.4 10.4 / 532.8 BOTTOM OF BORING AT 10.4 FT. DRAFT

REMARKS: Cave-in depth: 6.9 ft. PAGE 1 OF 1 B-3 SPT_LOG:NURSERY AVENUE ROADWAY AND DRAINAGE IMPROVEMENTS LOGS VDOT.GPJ:8.30.002:021011:11/23/15 - Copyright 2015, Commonwealth of Virginia PROJECT #: 12422.01 LOCATION: Nursery Avenue Roadway B-4 STRUCTURE: PAGE 1 OF 1 STATION: OFFSET: LATITUDE: 39.134832° N LONGITUDE: 77.715997° W SURFACE ELEVATION: 549.3 ft COORD. DATUM: NAD 83 FIELD DATA Date(s) Drilled: 09/30/2015 - 09/30/2015 LAB DATA S O I L R O C K Drilling Method(s): Automatic hammer 3.25" DIP ° SPT Method: Other Test(s): Driller: Connelly and Associates, Inc. (J. Martinez) Logger: C. Sheaffer LIQUID LIMIT LIQUID

DEPTH (ft) DEPTH GROUND WATER JOINTS

ELEVATION (ft) NOT ENCOUNTERED DURING DRILLING STANDARD PLASTICITY INDEX PLASTICITY STRATA STRATA LEGEND SAMPLE LEGEND DESIGNATION ROCK QUALITY ROCK SAMPLE INTERVAL

HAMMER BLOWS NO LONG TERM MEASUREMENTS TAKEN PENETRATION TESTPENETRATION SOIL RECOVERY (%) SOIL MOISTURE CONTENT (%) CONTENT MOISTURE CORE RECOVERY (%) CORE FIELD DESCRIPTION OF STRATA PILL 0.5 0.0 / 549.3 21 Asphalt = 0.3 ft. ASPH 19 40 0.3 / 549.0 31 12 6.4 16 2 Crushed stone = 0.4 ft. CRA 12 2.5 0.7 / 548.6 12 Fill, gray, fine to coarse, CLAYEY SAND FILL, medium dense, 11 5 moist SC 13 4 16 545 4.5 10 4.5 / 544.8 14 Residual, tan, fine to coarse, SILTY SAND, medium dense, moist 100 12.7 13 SM 6 15 6.5 9 13 65 12.1 14 8 15 8.5 10 8.5 / 540.8 22 SAME: dense below 8.5 ft. 540 60 7.4 15 10 12 10.5 Bottom of borehole at 10.5 feet. DRAFT

REMARKS: Cave-in depth: 5.9 ft. PAGE 1 OF 1 B-4 SPT_LOG:NURSERY AVENUE ROADWAY AND DRAINAGE IMPROVEMENTS LOGS VDOT.GPJ:8.30.002:021011:11/23/15 - Copyright 2015, Commonwealth of Virginia PROJECT #: 12422.01 LOCATION: Nursery Avenue Roadway B-5 STRUCTURE: PAGE 1 OF 1 STATION: OFFSET: LATITUDE: 39.135262° N LONGITUDE: 77.715575° W SURFACE ELEVATION: 550.3 ft COORD. DATUM: NAD 83 FIELD DATA Date(s) Drilled: 09/30/2015 - 09/30/2015 LAB DATA S O I L R O C K Drilling Method(s): Automatic hammer 3.25" DIP ° SPT Method: Other Test(s): Driller: Connelly and Associates, Inc. (J. Martinez) Logger: C. Sheaffer LIQUID LIMIT LIQUID

DEPTH (ft) DEPTH GROUND WATER JOINTS

ELEVATION (ft) NOT ENCOUNTERED DURING DRILLING STANDARD PLASTICITY INDEX PLASTICITY STRATA STRATA LEGEND SAMPLE LEGEND DESIGNATION ROCK QUALITY ROCK SAMPLE INTERVAL

HAMMER BLOWS NO LONG TERM MEASUREMENTS TAKEN PENETRATION TESTPENETRATION SOIL RECOVERY (%) SOIL MOISTURE CONTENT (%) CONTENT MOISTURE CORE RECOVERY (%) CORE FIELD DESCRIPTION OF STRATA PILL 550 0.0 / 550.3 0.7 13 Asphalt = 0.4 ft. ASPH 10 0.4 / 549.9 75 16.6 2 9 Crushed stone = 0.3 ft. CRA 7 0.7 / 549.6 2.7 3 Fill, gray, fine to coarse, CLAYEY SAND FILL, medium dense, 4 moist SC 85 45 17 25.0 4 3 2.2 / 548.1 6 Fill, brown, coarse, SILT FILL WITH SAND, stiff, moist ML 4.7 3 4.2 / 546.1 545 6 Residual, tan, fine to coarse, SANDY SILT, stiff, moist ML 100 24.3 6 6 7 6.7 4 6 100 46 12 28.4 8 7 9 8.7 3 6 85 31.7 10 9 540 7 10.7 10.7 / 539.6 BOTTOM OF BORING AT 10.7 FT. DRAFT

REMARKS: Cave-in depth: 6.2 ft. PAGE 1 OF 1 B-5 SPT_LOG:NURSERY AVENUE ROADWAY AND DRAINAGE IMPROVEMENTS LOGS VDOT.GPJ:8.30.002:021011:11/23/15 - Copyright 2015, Commonwealth of Virginia PROJECT #: 12422.01 LOCATION: Nursery Avenue Roadway B-6 STRUCTURE: PAGE 1 OF 1 STATION: OFFSET: LATITUDE: 39.135751° N LONGITUDE: 77.715119° W SURFACE ELEVATION: 553.1 ft COORD. DATUM: NAD 83 FIELD DATA Date(s) Drilled: 09/30/2015 - 09/30/2015 LAB DATA S O I L R O C K Drilling Method(s): Automatic hammer 3.25" DIP ° SPT Method: Other Test(s): Driller: Connelly and Associates, Inc. (J. Martinez) Logger: C. Sheaffer LIQUID LIMIT LIQUID

DEPTH (ft) DEPTH GROUND WATER JOINTS

ELEVATION (ft) NOT ENCOUNTERED DURING DRILLING STANDARD PLASTICITY INDEX PLASTICITY STRATA STRATA LEGEND SAMPLE LEGEND DESIGNATION ROCK QUALITY ROCK SAMPLE INTERVAL

HAMMER BLOWS NO LONG TERM MEASUREMENTS TAKEN PENETRATION TESTPENETRATION SOIL RECOVERY (%) SOIL MOISTURE CONTENT (%) CONTENT MOISTURE CORE RECOVERY (%) CORE FIELD DESCRIPTION OF STRATA PILL 0.0 / 553.1 0.9 Asphalt = 0.4 ft. ASPH 3 0.4 / 552.7 4 100 Crushed stone = 0.5 ft. CRA 70 43 48.2 2 5 0.9 / 552.2 5 2.9 Fill, red-brown, fine to medium, ELASTIC SILT FILL WITH 550 3 SAND, stiff, moist MH 3 4 100 2.9 / 550.2 48.5 4 Fill, red-brown, fine to coarse, SANDY SILT FILL, firm, moist ML 5 4.9 2 4.9 / 548.2 2 Residual, tan, fine to coarse, ELASTIC SILT WITH SAND, firm, 100 29.7 6 3 moist MH 4 6.9 6 6.9 / 546.2 5 SAME: stiff below 6.9 ft. 100 50 16 30.6 8 545 5 9 8.9 2 8.9 / 544.2 3 SAME: firm below 8.9 ft. 100 32.3 10 4 6 10.9 10.9 / 542.2 BOTTOM OF BORING AT 10.9 FT. DRAFT

REMARKS: Cave-in depth: 7.9 ft. PAGE 1 OF 1 B-6 SPT_LOG:NURSERY AVENUE ROADWAY AND DRAINAGE IMPROVEMENTS LOGS VDOT.GPJ:8.30.002:021011:11/23/15 - Copyright 2015, Commonwealth of Virginia PROJECT #: 12422.01 LOCATION: Nursery Avenue Roadway B-7 STRUCTURE: PAGE 1 OF 1 STATION: OFFSET: LATITUDE: 39.136227° N LONGITUDE: 77.714801° W SURFACE ELEVATION: 554.5 ft COORD. DATUM: NAD 83 FIELD DATA Date(s) Drilled: 09/30/2015 - 09/30/2015 LAB DATA S O I L R O C K Drilling Method(s): Automatic hammer 3.25" DIP ° SPT Method: Other Test(s): Driller: Connelly and Associates, Inc. (J. Martinez) Logger: C. Sheaffer LIQUID LIMIT LIQUID

DEPTH (ft) DEPTH GROUND WATER JOINTS

ELEVATION (ft) NOT ENCOUNTERED DURING DRILLING STANDARD PLASTICITY INDEX PLASTICITY STRATA STRATA LEGEND SAMPLE LEGEND DESIGNATION ROCK QUALITY ROCK SAMPLE INTERVAL

HAMMER BLOWS NO LONG TERM MEASUREMENTS TAKEN PENETRATION TESTPENETRATION SOIL RECOVERY (%) SOIL MOISTURE CONTENT (%) CONTENT MOISTURE CORE RECOVERY (%) CORE FIELD DESCRIPTION OF STRATA PILL 0.0 / 554.5 0.5 554 0.4 15 Asphalt = 0.3 ft. ASPH 1.0 29 1.5 25 0.3 / 554.2 3.5 9 Crushed stone = 0.1 ft. CRA 2.0 6 2.5 552 2.4 0.4 / 554.1 6 Fill, gray, WELL GRADED GRAVEL FILL, dense, moist GW 3.0 7 35 2.4 / 552.1 18.8 3.5 10 Residual, tan, fine to coarse, SILTY SAND, medium dense, moist 4.0 8 4.4 SM 4.5 550 6 5.0 9 10 16.8 5.5 15 6.0 22 6.4 6.5 548 49 50/3" 0 6.9 6.4 / 548.1 7.0 IGM, tan, fine to coarse, SILTY SAND, very dense, moist SM 7.5 8.0 8.5 546 23 8.4 50/3" 0 9.0 9.2 9.5 10.0 10.0 / 544.5 BOTTOM OF BORING AT 10.0 FT. DRAFT

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581.2900 ,916 SF . SSMH 9 17,449 26 S W 3 LP . 25 '00 " 6 °4 55 ' 0 " B1830-DOM-SG88 N 5 ' 5Edge of Pavement-Road 4 '0 W ' ° '20 00 Sidewalk . 03 °45 276 S 3 Sidewalk " D & D IEL A.R EE 0 W DAN N . 00 51 197 + REED t IS C. ' DOR n Electric Outlet ' e . 73 10 32 202 . m -26-8 e ' '

MCPI 488 B Buried CMP Inv-531.0 CMP Buried

136 s Inv-531.0 CMP Buried Buried CMP Inv-531.3 CMP Buried 10 Inv-531.3 CMP Buried T a 01 609 . Pg W Benches Db 862 " E O 429 t 00 r n SF ' ,963 E e 154 P 13 g e 45 E x VILLE ° w PURCELL a P m OF e W WN 6581 O 03 s S T " e 548.7440 0.5' Conc. Curb N S L WM e a s 64 -2159 m 6580 -27

n Sidewalk - a 547.4450 CPI 488

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551.4660

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11 GEN l S LS & 13

F n CHO 68 24

' I .N I GRATE ITH E . VE ° ETH 6158 WS NN + E 550.4440 5076 HA x 0 K YN LP

6157

538.9370 EL Site S 6156 KQU ar 6155

ea 550.4580 FD C

#1 550.5000 A 0 TEE J US E 550.6780 R LP 214 T LP S Concrete sf

L LP ' NICHO 6161

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00 LD K 550.4660 68 LP

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6494

550 E

550.6670 N -9614 + -26 FD

50 MCPI 488 " -0736 15 Inv-531.47 °30 Inv-531.47 E 88-27 5,644 CPI 4 550 550 IPFIPF sf M 6041

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Sidewalk 548.6630 17 T 0071127 " 0 "E - PP .0049 ac 1 13 t#20071001 286 E I

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' P W 549.2090 550

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182 88-27-0723 I 4 24" 8 P 5965 29 MC 6042 3

. 548.9930

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5075 E T 2 537.9830

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15 5872

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546.5050

546.6780 0407 B3

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3 540.0000

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532.7250 '00"W 64 5834 SI 7

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544.5490

532.7790

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547.5600 SI LP ' . 5795

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8881 536.3850

- SI -16 52 "

546.3170

488 6558 I 5721 P 14 531.00 C ' SI M 531.28

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547.2540

544.2840

B1830-TGO9B1830-TGO9 " 5820 15 W

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545.6160 5825 15 E

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SI 543.9630 2 30MINPARK

72 - 5793 25 15 3 SI

545.9240 003 5145 - NOT-CO

5821

533.1720

545.4050

24 PETWASTE #20110527 2019741 nst SI I " LP

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7 546.2760 540

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1181 3

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545.5450

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5782

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544.0910

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545.5730 546.1930 T

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5781 DAV

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544.9890 545.3160 9

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5017

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5787 - SI - 541.6740

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5790

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530.8160

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5019

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530.51

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B 5654

5486

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SPEEDLIMIT25

541.7960 5655

538.7870

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541.6890

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5020 N EHH

39 5021

5026

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540.0990

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5496

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5648

540.7580

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539.5950

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5086

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532.9710

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531.9810

536.4260

Elec Plug

GUY

5093

533.0750

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6'CLF 6'CLF

-4 GUY

3 5653

540.7950

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ONEWAY

5652 540.4990 540

5558

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540.2120

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11'Batting Cage

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548.3100

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01 . L E G E N D 174

. 75 12422

\ ' s sf t GRAPHICAL SCALE 558 ec 18, j o r P

e v ti ac c NURSERY AVENUE ROADWAY AND DRAINAGE IMPROVEMENTS

0.4260 \ S T C E

J TEST BORING LOCATION PURCELLVILLE, LOUDOUN COUNTY, VIRGINIA O R P \ s

t B-1 p 60' 0 60' 120' Scale:

ce Fig. on

C BORING LOCATION PLAN o e

G AS SHOWN \ A T ODA

E 19955 Highland Vista Dr., Suite 170 (703) 726-8030 G SOIL MAP GROUP BOUNDARY Date: Checked By: Project No.: \\ Ashburn, Virginia 20147 (703) 726-8032 fax 2B NOV. 2015 P.E.B. 12422.01

Appendix B Soil Laboratory Test Results Liquid and Plastic Limit, and Grain Size Analysis Test Data (21 pages) Moisture Density Relationship Test Data (2 pages) CBR Test Data (2 pages) Corrosion Series Test Results (1 page)

DRAFT

19955 Highland Vista Dr., Suite 170 Ashburn, Virginia 20147 (703) 726-8030 www.geoconcepts-eng.com

LIQUID AND PLASTIC LIMIT - ASTM D4318 Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-1 Depth (Feet) 0.8'-2.8' Lab Order No. 3657-1 Date 10/28/2015

10 PLASTICITY(PI) INDEX

0 0 102030405060708090100 LIQUID LIMIT (LL)

% Passing Material Description LL PL PIUSCS w (%) #4 #200 CLAYEY SAND 29 20 9 95.0 47.3 SC 16.2

Color Dark Gray AASHTO Classification A-4

Test Method: ASTM D 4318 Soil Classification by ASTM D2487 and AASHTO M 145 Tested by DRAFT Reviewed by 19955 Highland Vista Dr., Suite 170 Ashburn, Virginia 20147 (703) 726-8030 www.geoconcepts-eng.com

GRAIN SIZE ANALYSIS - ASTM D422 Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-1 Depth (Feet) 0.8'-2.8' Lab Order No. 3657-1 Date 10/28/2015 in No. 4 No. 200 ¾ No. 40 100 90 80 70 60 50 40 30 Percent Finer Finer Percent 20 10 0 100 10 1 0.1 0.01 Grain Size Diameter (mm)

SIEVE % Passing USCS Group Symbol SC 1 ½ " 100 USCS Group Name CLAYEY SAND 3/4" 100 Cu --- 3/8" 98 Cc --- #4 95 LL 29 #10 92 PI 9 #20 84 Gravel 5.0 #40 72 Sand 47.7 #60 62 Fines 47.3 #100 55 AASHTO Classification A-4 #200 47 Color Dark Gray Pan -- Test Method: ASTM D 422 DRAFTSoil Classification by ASTM D2487 and AASHTO M 145 Tested by: Reviewed by: 19955 Highland Vista Dr., Suite 170 Ashburn, Virginia 20147 (703) 726-8030 www.geoconcepts-eng.com

LIQUID AND PLASTIC LIMIT - ASTM D4318 Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-1 Depth (Feet) 6.8'-8.8' Lab Order No. 3657-4 Date 10/28/2015

10 PLASTICITY(PI) INDEX

0 0 102030405060708090100 LIQUID LIMIT (LL)

% Passing Material Description LL PL PIUSCS w (%) #4 #200 CLAYEY SAND 33 19 14 92.3 41.6 SC 15.3

Color Gray AASHTO Classification A-6

GRAIN SIZE ANALYSIS - ASTM D422 Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-1 Depth (Feet) 6.8'-8.8' Lab Order No. 3657-4 Date 10/28/2015 in No. 4 No. 200 ¾ No. 40 100 90 80 70 60 50 40 30 Percent Finer Finer Percent 20 10 0 100 10 1 0.1 0.01 Grain Size Diameter (mm)

SIEVE % Passing USCS Group Symbol SC 1 ½ " 100 USCS Group Name CLAYEY SAND 3/4" 100 Cu --- 3/8" 98 Cc --- #4 92 LL 33 #10 84 PI 14 #20 74 Gravel 7.7 #40 61 Sand 50.7 #60 53 Fines 41.6 #100 47 AASHTO Classification A-6 #200 42 Color Gray Pan -- Test Method: ASTM D 422 DRAFTSoil Classification by ASTM D2487 and AASHTO M 145 Tested by: Reviewed by: 19955 Highland Vista Drive, Suite 170 Ashburn, Virginia 20147 Phone (703) 726-8030 Fax (703) 726-8032

LIQUID AND PLASTIC LIMIT Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-2 Depth (Feet) 2.0'-6.0' Lab Order No. 3657-9 Date 10/28/2015

10 PLASTICITY INDEX (PI) INDEX PLASTICITY

0 0 102030405060708090100 LIQUID LIMIT (LL)

% Passing Material Description LL PL PI USCS w (%) #4 #200 SILTY SAND 33 25 8 100.0 46.5 SM 11.8

AASHTO Classification A-4

Test Method: ASTM D 4318 DRAFT Soil Classification by ASTM D2487 and AASHTO M 145

Tested by Reviewed by 19955 Highland Vista Drive, Suite 170 Ashburn, Virginia 20147 Phone (703) 726-8030 Fax (703) 726-8032

HYDROMETER ANALYSIS Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-2 Depth (Feet) 2.0'-6.0' Lab Order No. 3657-9 Date 10/28/2015 ¾ in No. 4 No. 200 100 No. 40 90 80 70 60 50 40

Percent Finer 30 20 10 0 100 10 1 0.1 0.01 0.001 Grain Diameter (mm)

SIEVE % Passing USCS Group Symbol SM 1 ½ " 100.0 USCS Group Name SILTY SAND 3/4" 100.0 Cu --- 3/8" 100.0 Cc --- #4 100.0 LL 33 #10 100.0 PI 8 #40 73.5 Gravel 0.0 #100 55.3 Sand 53.5 #200 46.5 Silt 33.7 Pan -- Clay 12.9 Fines 46.5 AASHTO Classification A-4 Test Method: ASTM D 422 Soil Classification by ASTM D2487 and AASHTO M 145

Tested by DRAFT Reviewed by Project No. 12422.01 Description Nursery Avenue Roadway and Drainage Improvements Boring No. B-2 Depth (ft) 2.0 - 4.0

Sand Clay Silt USDA Texture % Sand 1 53.50% %Clay 1 12.90% % Silt 1 33.60% SANDY LOAM

Soil Texture Triangle

0.472 0.273 1.095 0.145 1.095 0.145 1.095 0.145

0.525 1.04

DRAFT 19955 Highland Vista Dr., Suite 170 Ashburn, Virginia 20147 (703) 726-8030 www.geoconcepts-eng.com

LIQUID AND PLASTIC LIMIT - ASTM D4318 Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-3 Depth (Feet) 2.8'-4.8' Lab Order No. 3657-13 Date 10/28/2015

10 PLASTICITY(PI) INDEX

0 0 102030405060708090100 LIQUID LIMIT (LL)

% Passing Material Description LL PL PIUSCS w (%) #4 #200 sandy Lean Clay 33 23 10 100.0 67.4 CL 20.4

Color Gray AASHTO Classification A-4

GRAIN SIZE ANALYSIS - ASTM D422 Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-3 Depth (Feet) 2.8'-4.8' Lab Order No. 3657-13 Date 10/28/2015 in No. 4 No. 200 ¾ No. 40 100 90 80 70 60 50 40 30 Percent Finer Finer Percent 20 10 0 100 10 1 0.1 0.01 Grain Size Diameter (mm)

SIEVE % Passing USCS Group Symbol CL 1 ½ " 100 USCS Group Name sandy Lean Clay 3/4" 100 Cu --- 3/8" 100 Cc --- #4 100 LL 33 #10 99 PI 10 #20 95 Gravel 0.0 #40 87 Sand 32.6 #60 79 Fines 67.4 #100 74 AASHTO Classification A-4 #200 67 Color Gray Pan -- Test Method: ASTM D 422 DRAFTSoil Classification by ASTM D2487 and AASHTO M 145 Tested by: Reviewed by: 19955 Highland Vista Dr., Suite 170 Ashburn, Virginia 20147 (703) 726-8030 www.geoconcepts-eng.com

LIQUID AND PLASTIC LIMIT - ASTM D4318 Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-4 Depth (Feet) 0.0'-5.0' Lab Order No. 3657-34 Date 10/28/2015

10 PLASTICITY(PI) INDEX

0 0 102030405060708090100 LIQUID LIMIT (LL)

% Passing Material Description LL PL PIUSCS w (%) #4 #200 CLAYEY SAND 31 19 12 90.6 43.8 SC 6.4

Color Brownish Gray AASHTO Classification A-6

GRAIN SIZE ANALYSIS - ASTM D422 Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-4 Depth (Feet) 0.0'-5.0' Lab Order No. 3657-34 Date 10/28/2015 in No. 4 No. 200 ¾ No. 40 100 90 80 70 60 50 40 30 Percent Finer Finer Percent 20 10 0 100 10 1 0.1 0.01 Grain Size Diameter (mm)

SIEVE % Passing USCS Group Symbol SC 1 ½ " 100 USCS Group Name CLAYEY SAND 3/4" 100 Cu --- 3/8" 96 Cc --- #4 91 LL 31 #10 86 PI 12 #20 79 Gravel 9.4 #40 68 Sand 46.8 #60 59 Fines 43.8 #100 52 AASHTO Classification A-6 #200 44 Color Brownish Gray Pan -- Test Method: ASTM D 422 DRAFTSoil Classification by ASTM D2487 and AASHTO M 145 Tested by: Reviewed by: 19955 Highland Vista Dr., Suite 170 Ashburn, Virginia 20147 (703) 726-8030 www.geoconcepts-eng.com

LIQUID AND PLASTIC LIMIT - ASTM D4318 Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-5 Depth (Feet) 2.7'-4.7' Lab Order No. 3657-22 Date 10/28/2015

10 PLASTICITY(PI) INDEX

0 0 102030405060708090100 LIQUID LIMIT (LL)

% Passing Material Description LL PL PIUSCS w (%) #4 #200 Silt with sand 45 28 17 100.0 71.6 ML 25.0

Color Brown AASHTO Classification A-7-6

GRAIN SIZE ANALYSIS - ASTM D422 Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-5 Depth (Feet) 2.7'-4.7' Lab Order No. 3657-22 Date 10/28/2015 in No. 4 No. 200 ¾ No. 40 100 90 80 70 60 50 40 30 Percent Finer Finer Percent 20 10 0 100 10 1 0.1 0.01 Grain Size Diameter (mm)

SIEVE % Passing USCS Group Symbol ML 1 ½ " 100 USCS Group Name Silt with sand 3/4" 100 Cu --- 3/8" 100 Cc --- #4 100 LL 45 #10 99 PI 17 #20 96 Gravel 0.0 #40 89 Sand 28.4 #60 83 Fines 71.6 #100 78 AASHTO Classification A-7-6 #200 72 Color Brown Pan -- Test Method: ASTM D 422 DRAFTSoil Classification by ASTM D2487 and AASHTO M 145 Tested by: Reviewed by: 19955 Highland Vista Dr., Suite 170 Ashburn, Virginia 20147 (703) 726-8030 www.geoconcepts-eng.com

LIQUID AND PLASTIC LIMIT - ASTM D4318 Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-5 Depth (Feet) 6.7'-8.7' Lab Order No. 3657-24 Date 10/28/2015

10 PLASTICITY(PI) INDEX

0 0 102030405060708090100 LIQUID LIMIT (LL)

% Passing Material Description LL PL PIUSCS w (%) #4 #200 sandy Silt 46 34 12 99.5 68.6 ML 28.4

Color Brownish Gray AASHTO Classification A-7-5

GRAIN SIZE ANALYSIS - ASTM D422 Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-5 Depth (Feet) 6.7'-8.7' Lab Order No. 3657-24 Date 10/28/2015 in No. 4 No. 200 ¾ No. 40 100 90 80 70 60 50 40 30 Percent Finer Finer Percent 20 10 0 100 10 1 0.1 0.01 Grain Size Diameter (mm)

SIEVE % Passing USCS Group Symbol ML 1 ½ " 100 USCS Group Name sandy Silt 3/4" 100 Cu --- 3/8" 100 Cc --- #4 100 LL 46 #10 99 PI 12 #20 96 Gravel 0.5 #40 87 Sand 30.9 #60 80 Fines 68.6 #100 76 AASHTO Classification A-7-5 #200 69 Color Brownish Gray Pan -- Test Method: ASTM D 422 DRAFTSoil Classification by ASTM D2487 and AASHTO M 145 Tested by: Reviewed by: 19955 Highland Vista Dr., Suite 170 Ashburn, Virginia 20147 (703) 726-8030 www.geoconcepts-eng.com

LIQUID AND PLASTIC LIMIT - ASTM D4318 Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-6 Depth (Feet) 0.0'-5.0' Lab Order No. 3657-35 Date 10/28/2015

10 PLASTICITY(PI) INDEX

0 0 102030405060708090100 LIQUID LIMIT (LL)

% Passing Material Description LL PL PIUSCS w (%) #4 #200 sandy Silt 48 31 17 91.6 62.8 ML 16.4

Color Brownish Gray AASHTO Classification A-7-5

GRAIN SIZE ANALYSIS - ASTM D422 Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-6 Depth (Feet) 0.0'-5.0' Lab Order No. 3657-35 Date 10/28/2015 in No. 4 No. 200 ¾ No. 40 100 90 80 70 60 50 40 30 Percent Finer Finer Percent 20 10 0 100 10 1 0.1 0.01 Grain Size Diameter (mm)

SIEVE % Passing USCS Group Symbol ML 1 ½ " 100 USCS Group Name sandy Silt 3/4" 100 Cu --- 3/8" 97 Cc --- #4 92 LL 48 #10 86 PI 17 #20 80 Gravel 8.4 #40 74 Sand 28.8 #60 69 Fines 62.8 #100 66 AASHTO Classification A-7-5 #200 63 Color Brownish Gray Pan -- Test Method: ASTM D 422 DRAFTSoil Classification by ASTM D2487 and AASHTO M 145 Tested by: Reviewed by: 19955 Highland Vista Dr., Suite 170 Ashburn, Virginia 20147 (703) 726-8030 www.geoconcepts-eng.com

LIQUID AND PLASTIC LIMIT - ASTM D4318 Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-6 Depth (Feet) 0.4'-2.4' Lab Order No. 3657-26 Date 10/28/2015

10 PLASTICITY(PI) INDEX

0 0 102030405060708090100 LIQUID LIMIT (LL)

% Passing Material Description LL PL PIUSCS w (%) #4 #200 Elastic Silt with sand 70 43 27 100.0 81.0 MH 48.2

Color Brown AASHTO Classification A-7-5

GRAIN SIZE ANALYSIS - ASTM D422 Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-6 Depth (Feet) 0.4'-2.4' Lab Order No. 3657-26 Date 10/28/2015 in No. 4 No. 200 ¾ No. 40 100 90 80 70 60 50 40 30 Percent Finer Finer Percent 20 10 0 100 10 1 0.1 0.01 Grain Size Diameter (mm)

SIEVE % Passing USCS Group Symbol MH 1 ½ " 100 USCS Group Name Elastic Silt with sand 3/4" 100 Cu --- 3/8" 100 Cc --- #4 100 LL 70 #10 100 PI 27 #20 97 Gravel 0.0 #40 94 Sand 19.0 #60 92 Fines 81.0 #100 88 AASHTO Classification A-7-5 #200 81 Color Brown Pan -- Test Method: ASTM D 422 DRAFTSoil Classification by ASTM D2487 and AASHTO M 145 Tested by: Reviewed by: 19955 Highland Vista Dr., Suite 170 Ashburn, Virginia 20147 (703) 726-8030 www.geoconcepts-eng.com

LIQUID AND PLASTIC LIMIT - ASTM D4318 Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-6 Depth (Feet) 6.9'-8.9' Lab Order No. 3657-29 Date 10/28/2015

10 PLASTICITY(PI) INDEX

0 0 102030405060708090100 LIQUID LIMIT (LL)

% Passing Material Description LL PL PIUSCS w (%) #4 #200 Elastic Silt with sand 50 34 16 100.0 76.5 MH 30.6

Color Brownish Gray AASHTO Classification A-7-5

GRAIN SIZE ANALYSIS - ASTM D422 Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-6 Depth (Feet) 6.9'-8.9' Lab Order No. 3657-29 Date 10/28/2015 in No. 4 No. 200 ¾ No. 40 100 90 80 70 60 50 40 30 Percent Finer Finer Percent 20 10 0 100 10 1 0.1 0.01 Grain Size Diameter (mm)

SIEVE % Passing USCS Group Symbol MH 1 ½ " 100 USCS Group Name Elastic Silt with sand 3/4" 100 Cu --- 3/8" 100 Cc --- #4 100 LL 50 #10 100 PI 16 #20 98 Gravel 0.0 #40 91 Sand 23.5 #60 85 Fines 76.5 #100 81 AASHTO Classification A-7-5 #200 76 Color Brownish Gray Pan -- Test Method: ASTM D 422 DRAFTSoil Classification by ASTM D2487 and AASHTO M 145 Tested by: Reviewed by: 19955 Highland Vista Dr., Suite 170 Ashburn, Virginia 20147 (703) 726-8030 www.geoconcepts-eng.com

CALIFORNIA BEARING RATIO (CBR) TEST - VTM-008 Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-4 Depth (Feet) 0.0'-5.0' Lab Order No. 3657-34 Date 10/28/2015

250

200

150

100

50 Penetration Resistance (psi) Penetration Resistance

0 0.00 0.10 0.20 0.30 0.40 0.50 Penetration (in.)

Molded Dry Density (pcf) 118.9 No Linearity Correction 0.000 Moisture (%) 11.8 No Surcharge (lbs) 10 Percent of Max Swell (%) 0.4 99.9 Max. Density (%) Material Description CLAYEY SAND Soaked USCS SC Dry Density (pcf) 118.4 Max Density 119 Moisture (%) 14.5 Optimum Moisture (%) 12 Percentage of LL 31 DRAFT99.5 Max. Density (%) PI 12 Color Brownish Gray CBR (%) 0.1 in. 7.4 0.2 in. 7.8

Tested by: Reviewed by: 19955 Highland Vista Dr., Suite 170 Ashburn, Virginia 20147 (703) 726-8030 www.geoconcepts-eng.com

CALIFORNIA BEARING RATIO (CBR) TEST - VTM-008 Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-6 Depth (Feet) 0.0'-5.0' Lab Order No. 3657-35 Date 10/28/2015

10 Penetration Resistance (psi) Penetration Resistance

0 0.00 0.10 0.20 0.30 0.40 0.50 Penetration (in.)

Molded Dry Density (pcf) 119.0 No Linearity Correction 0.000 Moisture (%) 16.5 No Surcharge (lbs) 10 Percent of Max Swell (%) 5.7 100.0 Max. Density (%) Material Description sandy Silt Soaked USCS ML Dry Density (pcf) 112.5 Max Density 119 Moisture (%) 26.2 Optimum Moisture (%) 16 Percentage of LL 48 DRAFT94.5 Max. Density (%) PI 17 Color Brownish Gray CBR (%) 0.1 in. 1.8 0.2 in. 1.8

Tested by: Reviewed by: 19955 Highland Vista Dr., Suite 170 Ashburn, Virginia 20147 (703) 726-8030 www.geoconcepts-eng.com

MOISTURE DENSITY RELATIONSHIP - VTM-001 Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-4 Depth (Feet) 0.0'-5.0' Lab Order No. 3657-34 Date 10/28/2015

140 100% Saturation

130

120

Dry Density (pcf) Density Dry 110

100 5 7 9 11 13 15 17 19 Water Content (%)

TEST RESULTS Before Correc. After Correc. Maximum Dry Density (pcf) 119 -- Color Optimum Moisture Content (%) 12 -- Brownish Gray Nat. Sp. G. % < Material Classification Moist. LL PI % > # 4 (Assumed) #200 (%) USCS AASHTO CLAYEY SAND DRAFT6.4 2.65 31 12 9.4 43.8 SC A-6 VTM-001

Tested by Reviewed by 19955 Highland Vista Dr., Suite 170 Ashburn, Virginia 20147 (703) 726-8030 www.geoconcepts-eng.com

MOISTURE DENSITY RELATIONSHIP - VTM-001 Project No. 12422.01 Project Name Nursery Avenue Roadway Improvements Test Boring No. B-6 Depth (Feet) 0.0'-5.0' Lab Order No. 3657-35 Date 10/28/2015

130 100% Saturation

120

110

Dry Density (pcf) Density Dry 100

90 5 10152025 Water Content (%)

TEST RESULTS Before Correc. After Correc. Maximum Dry Density (pcf) 119 -- Color Optimum Moisture Content (%) 16 -- Brownish Gray Nat. Sp. G. % < Material Classification Moist. LL PI % > # 4 (Assumed) #200 (%) USCS AASHTO sandy Silt DRAFT16.4 2.65 48 17 8.4 62.8 ML A-7-5 VTM-001

Tested by Reviewed by HP ENVIRONMENTAL Page 1 of 2 Report Number: 154910 INCORPORATED

Certificate of Laboratory Analysis

GeoConcepts Engineering, Inc. Date Received: 11/02/15 Attn: Chris Lynch Date Reported: 11/04/15 19955 Highland Vista Dr. Project Location: Nursery Avenue Suite 170 Ashburn, VA 20147

1. Client Sample No: B-4 HPE Sample No.: 154910-01 Sample Matrix: Soil Date Collected: 10/05/15 Sample Location: 1.0 - 5.0 ft

Test(s) Requested: Soil Corrosion Potential Profile Analysis Method(s): Various Date Analyzed: 11/03/15

Analyte Result Units Reporting Limit Qualifier Resistivity - ASTM G187 34000 ohm-cm N/A Redox Potential - Electrode + 301 mV N/A pH - CA643 5.0 pH N/A Chloride (Water Soluble) - CA422 26 mg/Kg 2.5 Sulfate (Water Soluble) - CA417 < 5.0 mg/Kg 5.0 U Sulfide (Water Soluble) EPA 376.2 < 1.2 mg/Kg 1.2 U

DRAFT JP 11/04/15 Approved by Date

Analyte Qualifier Codes U = Analyte was not detected

Appendix C Engineering Calculations PCI Survey Data (14 pages) Flexible Pavement Design – Overlay Sections (2 pages) Flexible Pavement Design – Reconstruction Section (1 page)

DRAFT

ASTM D6433-11 Flexible/Composite Pavement Visual Survey Form

Route: Nursery Avenue, Purcellville, VA Project No.: 12422.01 STA From: 12+00 STA To: 25+00

Section # PCI Rating 164Fair 2 50 Poor 364Fair 4 55 Poor 560Fair 662Fair 7 44 Poor 8 42 Poor 9 38 Very Poor 10 56 Fair 11 60 Fair 12 80 Satisfactory 13 86 Good Average 59 Fair

DRAFT

PCI‐Rating PCI Survey Data Sheets.xlsx ASTM D6433-11 Flexible/Composite Pavement Visual Survey Form

Route:Nursery Avenue, Purcellville, VA Section: 1 STA From:12+00 Sample Unit: 1 STA To:13+00 Location: Rater:CS Sample Unit L (ft): 100 Date:10/5/2015 Sample Unit W (ft): 20 Sample Unit A (ft2): 2000

Distress Types 1. Alligator Cracking (sf) 7. Edge Cracking (lf) 13. Potholes (#) 2. Bleeding (sf) 8. Jt. Reflection Cracking (lf) 14. Railroad Crossing (sf) 3. Block Cracking (sf) 9. Lane/Shldr Drop Off (lf) 15. Rutting (sf) 4. Bumps and Sags (lf) 10. Long & Trans Cracking (lf) 16. Shoving (sf) 5. Corrugation (sf) 11. Patching & Util. Cut Patching (sf) 17. Slippage Cracking (sf) 6. Depression (sf) 12. Polished Aggregate (sf) 18. Swell (sf) 19. Weathering/Raveling (sf)

Existing Distress Types 1117 50L 100L 15L 50L 100L 100L 100L

Total Quantity L 100 400 15 M H Density (%) L 5.00% 20.00% 0.75% 0.00% 0.00% 0.00% 0.00% M 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% H 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% Deduct Value (DV) L26236 M H

Iteration DV (Highest to Lowest) Total m (<10) q CDV 1 26 23 6 55 7.80 3 36 2 26 23 2 51 7.80 2 36 3 26 2 2 30 7.80 1 30 4 0- 5 0- 6 0- 7 0- 8 0- 9 0- 10 0- q = number of Deduct Values greater than 2.

Max CDV 36 DRAFTPCI = 100 - Max CDV 64 Rating Fair

S1 PCI Survey Data Sheets.xlsx ASTM D6433-11 Flexible/Composite Pavement Visual Survey Form

Route:Nursery Avenue, Purcellville, VA Section: 2 STA From:13+00 Sample Unit: 1 STA To:14+00 Location: Rater:CS Sample Unit L (ft): 100 Date:10/5/2015 Sample Unit W (ft): 20 Sample Unit A (ft2): 2000

Existing Distress Types 111107 50M 25L 20H 15L 50M 25L 50M 25L

Total Quantity L7515 M 150 H20 Density (%) L 0.00% 3.75% 0.00% 0.75% 0.00% 0.00% 0.00% M 7.50% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% H 0.00% 0.00% 1.00% 0.00% 0.00% 0.00% 0.00% Deduct Value (DV) L82 M43 H19

Iteration DV (Highest to Lowest) Total m (<10) q CDV 1 43 19 8 2 72 6.23 3 48 2 43 19 2 2 66 6.23 2 50 3 43 2 2 2 49 6.23 1 49 4 0- 5 0- 6 0- 7 0- 8 0- 9 0- 10 0- q = number of Deduct Values greater than 2.

Max CDV 50 DRAFTPCI = 100 - Max CDV 50 Rating Poor

S2 PCI Survey Data Sheets.xlsx ASTM D6433-11 Flexible/Composite Pavement Visual Survey Form

Route:Nursery Avenue, Purcellville, VA Section: 3 STA From:14+00 Sample Unit: 1 STA To:15+00 Location: Rater:CS Sample Unit L (ft): 100 Date:10/5/2015 Sample Unit W (ft): 20 Sample Unit A (ft2): 2000

Existing Distress Types 7113 20L 50L 1L 50L 50L

Total Quantity L 20 150 1 M H Density (%) L 1.00% 7.50% 0.05% 0.00% 0.00% 0.00% 0.00% M 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% H 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% Deduct Value (DV) L 2 30 13 M H

Iteration DV (Highest to Lowest) Total m (<10) q CDV 1 30 13 2 45 7.43 2 35 2 30 2 2 34 7.43 1 36 3 0- 4 0- 5 0- 6 0- 7 0- 8 0- 9 0- 10 0- q = number of Deduct Values greater than 2.

Max CDV 36 DRAFTPCI = 100 - Max CDV 64 Rating Fair

S3 PCI Survey Data Sheets.xlsx ASTM D6433-11 Flexible/Composite Pavement Visual Survey Form

Route:Nursery Avenue, Purcellville, VA Section: 4 STA From:15+00 Sample Unit: 1 STA To:16+00 Location: Rater:CS Sample Unit L (ft): 100 Date:10/5/2015 Sample Unit W (ft): 20 Sample Unit A (ft2): 2000

Existing Distress Types 17 50M 50L 50M 50M

Total Quantity L50 M 150 H Density (%) L 0.00% 2.50% 0.00% 0.00% 0.00% 0.00% 0.00% M 7.50% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% H 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% Deduct Value (DV) L435 M H

Iteration DV (Highest to Lowest) Total m (<10) q CDV 1 43 5 48 6.23 2 36 2 43 2 45 6.23 1 45 3 0- 4 0- 5 0- 6 0- 7 0- 8 0- 9 0- 10 0- q = number of Deduct Values greater than 2.

Max CDV 45 DRAFTPCI = 100 - Max CDV 55 Rating Poor

S4 PCI Survey Data Sheets.xlsx ASTM D6433-11 Flexible/Composite Pavement Visual Survey Form

Route:Nursery Avenue, Purcellville, VA Section: 5 STA From:16+00 Sample Unit: 1 STA To:17+00 Location: Rater:CS Sample Unit L (ft): 100 Date:10/5/2015 Sample Unit W (ft): 20 Sample Unit A (ft2): 2000

Existing Distress Types 11011 25M 15L 15M 25M 20M 15M 25M 15M

Total Quantity L15 M 752045 H Density (%) L 0.00% 0.75% 0.00% 0.00% 0.00% 0.00% 0.00% M 3.75% 1.00% 2.25% 0.00% 0.00% 0.00% 0.00% H 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% Deduct Value (DV) L0 M35215 H

Iteration DV (Highest to Lowest) Total m (<10) q CDV 1 35 15 2 52 6.97 2 40 2 35 2 2 39 6.97 1 39 3 0- 4 0- 5 0- 6 0- 7 0- 8 0- 9 0- 10 0- q = number of Deduct Values greater than 2.

Max CDV 40 DRAFTPCI = 100 - Max CDV 60 Rating Fair

S5 PCI Survey Data Sheets.xlsx ASTM D6433-11 Flexible/Composite Pavement Visual Survey Form

Route:Nursery Avenue, Purcellville, VA Section: 6 STA From:17+00 Sample Unit: 1 STA To:18+00 Location: Rater:CS Sample Unit L (ft): 100 Date:10/5/2015 Sample Unit W (ft): 25 Sample Unit A (ft2): 2500

Existing Distress Types 110 25M 75L 25M 25M 25M

Total Quantity L75 M 100 H Density (%) L 0.00% 3.00% 0.00% 0.00% 0.00% 0.00% 0.00% M 4.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% H 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% Deduct Value (DV) L8 M36 H

Iteration DV (Highest to Lowest) Total m (<10) q CDV 1 36 8 44 6.88 2 34 2 36 2 38 6.88 1 38 3 0- 4 0- 5 0- 6 0- 7 0- 8 0- 9 0- 10 0- q = number of Deduct Values greater than 2.

Max CDV 38 DRAFTPCI = 100 - Max CDV 62 Rating Fair

S6 PCI Survey Data Sheets.xlsx ASTM D6433-11 Flexible/Composite Pavement Visual Survey Form

Route:Nursery Avenue, Purcellville, VA Section: 7 STA From:18+00 Sample Unit: 1 STA To:19+00 Location: Rater:CS Sample Unit L (ft): 100 Date:10/5/2015 Sample Unit W (ft): 25 Sample Unit A (ft2): 2500

Existing Distress Types 10 1 6 75L 20L 7L 10M 20L 7L 20H 7L 20H 20H 20H

Total Quantity L 754021 M10 H80 Density (%) L 3.00% 1.60% 0.84% 0.00% 0.00% 0.00% 0.00% M 0.40% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% H 0.00% 3.20% 0.00% 0.00% 0.00% 0.00% 0.00% Deduct Value (DV) L 3 15 4 M3 H48

Iteration DV (Highest to Lowest) Total m (<10) q CDV 1 48 15 4 3 3 73 5.78 5 38 2 48 15 4 3 2 72 5.78 4 42 3 48 15 4 2 2 71 5.78 3 46 4 48 15 2 2 2 69 5.78 2 50 5 482222 565.78 1 56 6 0- 7 0- 8 0- 9 0- 10 0- q = number of Deduct Values greater than 2.

Max CDV 56 DRAFTPCI = 100 - Max CDV 44 Rating Poor

S7 PCI Survey Data Sheets.xlsx ASTM D6433-11 Flexible/Composite Pavement Visual Survey Form

Route:Nursery Avenue, Purcellville, VA Section: 8 STA From:19+00 Sample Unit: 1 STA To:20+00 Location: Rater:CS Sample Unit L (ft): 100 Date:10/5/2015 Sample Unit W (ft): 25 Sample Unit A (ft2): 2500

Existing Distress Types 110137 10H 75L 1L 20L 10H 25H 25H 25H 25H

Total Quantity L75120 M H 120 Density (%) L 0.00% 3.00% 0.04% 0.80% 0.00% 0.00% 0.00% M 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% H 4.80% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% Deduct Value (DV) L 8 10 2 M H52

Iteration DV (Highest to Lowest) Total m (<10) q CDV 1 52 10 8 2 72 5.41 3 48 2 52 10 2 2 66 5.41 2 49 3 52 2 2 2 58 5.41 1 58 4 0- 5 0- 6 0- 7 0- 8 0- 9 0- 10 0- q = number of Deduct Values greater than 2.

Max CDV 58 DRAFTPCI = 100 - Max CDV 42 Rating Poor

S8 PCI Survey Data Sheets.xlsx ASTM D6433-11 Flexible/Composite Pavement Visual Survey Form

Route:Nursery Avenue, Purcellville, VA Section: 9 STA From:20+00 Sample Unit: 1 STA To:21+00 Location: Rater:CS Sample Unit L (ft): 100 Date:10/5/2015 Sample Unit W (ft): 25 Sample Unit A (ft2): 2500

Existing Distress Types 1 10 7 13 11 50M 20L 50L 1L 75L 50M 50M 25H 25H

Total Quantity L2050175 M 150 H50 Density (%) L 0.00% 0.80% 2.00% 0.04% 3.00% 0.00% 0.00% M 6.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% H 2.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% Deduct Value (DV) L22107 M40 H40

Iteration DV (Highest to Lowest) Total m (<10) q CDV 1 40 40 10 7 2 2 101 6.51 4 58 2 40 40 10 2 2 2 96 6.51 3 60 3 40402222 886.51 2 62 4 4022222 506.51 1 50 5 0- 6 0- 7 0- 8 0- 9 0- 10 0- q = number of Deduct Values greater than 2.

Max CDV 62 DRAFTPCI = 100 - Max CDV 38 Rating Very Poor

S9 PCI Survey Data Sheets.xlsx ASTM D6433-11 Flexible/Composite Pavement Visual Survey Form

Route:Nursery Avenue, Purcellville, VA Section: 10 STA From:21+00 Sample Unit: 1 STA To:22+00 Location: Rater:CS Sample Unit L (ft): 100 Date:10/5/2015 Sample Unit W (ft): 25 Sample Unit A (ft2): 2500

Existing Distress Types 11 1 10 10L 25M 25L 10L 25M 10L 10H 10L 10H 10L 10L

Total Quantity L60 25 M50 H20 Density (%) L 2.40% 0.00% 1.00% 0.00% 0.00% 0.00% 0.00% M 0.00% 2.00% 0.00% 0.00% 0.00% 0.00% 0.00% H 0.00% 0.80% 0.00% 0.00% 0.00% 0.00% 0.00% Deduct Value (DV) L6 2 M28 H28

Iteration DV (Highest to Lowest) Total m (<10) q CDV 1 28 28 6 2 64 7.61 3 42 2 28 28 2 2 60 7.61 2 44 3 28 2 2 2 34 7.61 1 34 4 0- 5 0- 6 0- 7 0- 8 0- 9 0- 10 0- q = number of Deduct Values greater than 2.

Max CDV 44 DRAFTPCI = 100 - Max CDV 56 Rating Fair

S10 PCI Survey Data Sheets.xlsx ASTM D6433-11 Flexible/Composite Pavement Visual Survey Form

Route:Nursery Avenue, Purcellville, VA Section: 11 STA From:22+00 Sample Unit: 1 STA To:23+00 Location: Rater:CS Sample Unit L (ft): 100 Date:10/5/2015 Sample Unit W (ft): 35 Sample Unit A (ft2): 3500

Existing Distress Types 13 11 1 10 7 1M 60L 50L 50L 25L 60L 50L 10M 60M 60M

Total Quantity L 120 100 50 25 M 1 120 10 H Density (%) L 0.00% 3.43% 2.86% 1.43% 0.71% 0.00% 0.00% M 0.03% 3.43% 0.00% 0.29% 0.00% 0.00% 0.00% H 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% Deduct Value (DV) L82032 M1518 2 H

Iteration DV (Highest to Lowest) Total m (<10) q CDV 1 2018158322688.35 5 34 2 2018158222678.35 4 38 3 2018152222618.35 3 40 4 201822222488.35 2 36 5 20222222328.35 1 32 6 0- 7 0- 8 0- 9 0- 10 0- q = number of Deduct Values greater than 2.

Max CDV 40 DRAFTPCI = 100 - Max CDV 60 Rating Fair

S11 PCI Survey Data Sheets.xlsx ASTM D6433-11 Flexible/Composite Pavement Visual Survey Form

Route:Nursery Avenue, Purcellville, VA Section: 12 STA From:23+00 Sample Unit: 1 STA To:24+00 Location: Rater:CS Sample Unit L (ft): 100 Date:10/5/2015 Sample Unit W (ft): 35 Sample Unit A (ft2): 3500

Existing Distress Types 10 11 1 50L 20L 15M 20L 20L 20L 80L 80L

Total Quantity L 50 240 M15 H Density (%) L 1.43% 6.86% 0.00% 0.00% 0.00% 0.00% 0.00% M 0.00% 0.00% 0.43% 0.00% 0.00% 0.00% 0.00% H 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% Deduct Value (DV) L312 M15 H

Iteration DV (Highest to Lowest) Total m (<10) q CDV 1 15 12 3 30 8.81 3 18 2 15 12 2 29 8.81 2 20 3 15 2 2 19 8.81 1 19 4 0- 5 0- 6 0- 7 0- 8 0- 9 0- 10 0- q = number of Deduct Values greater than 2.

Max CDV 20 DRAFTPCI = 100 - Max CDV 80 Rating Satisfactory

S12 PCI Survey Data Sheets.xlsx ASTM D6433-11 Flexible/Composite Pavement Visual Survey Form

Route:Nursery Avenue, Purcellville, VA Section: 13 STA From:24+00 Sample Unit: 1 STA To:25+00 Location: Rater:CS Sample Unit L (ft): 100 Date:10/5/2015 Sample Unit W (ft): 35 Sample Unit A (ft2): 3500

Existing Distress Types 11 10 25L 35M 25L 25L 25L 50L 50L

Total Quantity L 200 M35 H Density (%) L 5.71% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% M 0.00% 1.00% 0.00% 0.00% 0.00% 0.00% 0.00% H 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% Deduct Value (DV) L11 M9 H

Iteration DV (Highest to Lowest) Total m (<10) q CDV 1 11 9 20 9.17 2 14 2 11 2 13 9.17 1 13 3 0- 4 0- 5 0- 6 0- 7 0- 8 0- 9 0- 10 0- q = number of Deduct Values greater than 2.

Max CDV 14 DRAFTPCI = 100 - Max CDV 86 Rating Good

S13 PCI Survey Data Sheets.xlsx 1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

Flexible Structural Design Module

Nursery Avenue - 10-Year Overlay

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 62,211 Initial Serviceability 4.2 Terminal Serviceability 2.8 Reliability Level 85 % Overall Standard Deviation 0.49 Roadbed Soil Resilient Modulus 5,000 psi Stage Construction 1

Calculated Design Structural Number 2.54 in

Simple ESAL Calculation

Performance Period (years) 10 Two-Way Traffic (ADT) 1,690 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 50 % Percent Heavy Trucks (of ADT) FHWA Class 5 or Greater 4 % Average Initial Truck Factor (ESALs/truck) 0.46 Annual Truck Factor Growth Rate 1 % Annual Truck Volume Growth Rate 1 % Growth Compound

Total Calculated Cumulative ESALs 62,211

Specified Layer Design

Struct Drain Coef. Coef. Thickness Width Calculated Layer Material Description DRAFT(Ai) (Mi) (Di)(in) (ft) SN (in) 1 SM-12.5 0.44 1 2 12 0.88 2 IM-19.0 0.44 1 2 12 0.88 3 Existing Asphalt 0.35 1 1.5 12 0.52 4 Existing Crushed Stone 0.1 1 4.5 12 0.45 Total - - - 10.00 - 2.74

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

Page 1 1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

Flexible Structural Design Module

Nursery Avenue - 20-Year Overlay

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 152,586 Initial Serviceability 4.2 Terminal Serviceability 2.8 Reliability Level 85 % Overall Standard Deviation 0.49 Roadbed Soil Resilient Modulus 5,000 psi Stage Construction 1

Calculated Design Structural Number 2.97 in

Simple ESAL Calculation

Performance Period (years) 20 Two-Way Traffic (ADT) 1,867 Number of Lanes in Design Direction 1 Percent of All Trucks in Design Lane 100 % Percent Trucks in Design Direction 50 % Percent Heavy Trucks (of ADT) FHWA Class 5 or Greater 4 % Average Initial Truck Factor (ESALs/truck) 0.46 Annual Truck Factor Growth Rate 1 % Annual Truck Volume Growth Rate 1 % Growth Compound

Total Calculated Cumulative ESALs 152,586

Specified Layer Design

Struct Drain Coef. Coef. Thickness Width Calculated Layer Material Description DRAFT(Ai) (Mi) (Di)(in) (ft) SN (in) 1 SM-12.5 0.44 1 2 12 0.88 2 IM-19.0 0.44 1 2.5 12 1.10 3 Existing Asphalt 0.35 1 1.5 12 0.52 4 Existing Crushed Stone 0.1 1 4.5 12 0.45 Total - - - 10.50 - 2.96

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

Page 1 1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare Computer Software Product

Flexible Structural Design Module

Nursery Avenue - Reconstruction

Flexible Structural Design

Calculated Design Structural Number 2.52 in

Simple ESAL Calculation

Total Calculated Cumulative ESALs 152,586

Specified Layer Design

Struct Drain Coef. Coef. Thickness Width Calculated Layer Material Description DRAFT(Ai) (Mi) (Di)(in) (ft) SN (in) 1 SM-9.5 0.44 1 1.5 12 0.66 2 BM-25.0 0.4 1 2.5 12 1.00 3 Graded Aggregate Base 21A 0.12 1 8 12 0.96 Total - - - 12.00 - 2.62

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

Page 1