Subject: Geotechnical Report, Intersection Improvements ...The objective of this study is to...

July 9, 2010 Revised December 2, 2011 Mr. Sunil Taori, P.E. Volkert & Associates, Inc. 5400 Shawnee Road, Suite 301 Alexandria, Virginia 22312 Subject: Geotechnical Report, Intersection Improvements, Huguenot Trail (Route

711) at Pleasants Road (Route 616), Powhatan County, Virginia, VDOT Project No. 0711-072-180-R201, C501 (Schnabel No. 09130227)

Dear Mr. Taori: SCHNABEL ENGINEERING, LLC (Schnabel) is pleased to submit our geotechnical engineering report for this project. This report was prepared according to our submittal, and authorized by email from Volkert & Associates, Inc. on May 13, 2010. We are pleased to be of service to you on this project. Please call us if you have any questions. Sincerely, SCHNABEL ENGINEERING, LLC

Evan B. Morris, P.E. Assistant Project Manager EBM:mr Cc: Volkert & Associates, Inc. Attn: Mr. Phil Lohr, P.E.

GEOTECHNICAL REPORT Intersection Improvements Huguenot Trail (Route 711) at Pleasants Road (Route 616) Powhatan County, Virginia VDOT Project No. 0711-072-180-R201, C501 Schnabel Reference #09130227

July 9, 2010

Revised December 2, 2011

Geotechnical Report Intersection Improvements Huguenot Trail (Route 711) at Pleasants Road (Route 616) Powhatan County, Virginia VDOT Project No. 0711-072-180-R201, C501 Schnabel Project No. 09130227 July 9, 2010 Revised December 2, 2011 Prepared for: Mr. Sunil Taori, P.E. Volkert & Associates, Inc. 5400 Shawnee Road, Suite 301 Alexandria, Virginia 22312 Prepared by: SCHNABEL ENGINEERING, LLC One West Cary Street Richmond, Virginia 23220 Phone: (804) 649-7035 Fax: (804) 783-8023

Evan B. Morris, P.E. Edward G. Drahos. P.E.

Assistant Project Manager Project Manager

EXECUTIVE SUMMARY Our subsurface exploration indicates the site is underlain by medium dense to dense sand FILL and firm to very stiff consistency clay FILL materials over generally firm to hard consistency and medium dense to very dense natural terrace soils. Ground water was encountered in three of the borings that were drilled adjacent to existing culverts. This site is generally considered suitable for construction of the proposed intersection improvements. However, the borings indicated the presence of loose density sands (i.e. soils with Standard Penetration Test N values of 5 or less) to depths of about 2 to 4 ft below the existing ground surface in four of the 19 borings. These soils may not be suitable for support of the proposed fill, pavement or minor structures and may need to be undercut and replaced with compacted structural fill. The QA Engineer should evaluate actual undercut depths during construction. Ground water was encountered within a few feet of the invert grades of the existing culverts. These culverts will be replaced with larger diameter pipes that will bear at deeper elevations. Accordingly, water should be anticipated within the culvert excavations. This executive summary is provided solely for purposes of overview. Any party that relies on this report must read the full report. This executive summary omits several details, any one of which could be very important to the proper application of the report.

Project 09130227 / December 2, 2011 Schnabel Engineering Consultants, Inc.

TABLE OF CONTENTS

1 INTRODUCTION .............................................................................................................. 1-1

1.1 Scope of Services ............................................................................................... 1-1 1.2 Site Description ................................................................................................... 1-1 1.3 Proposed Construction ....................................................................................... 1-1

2 DATA COLLECTION AND ANALYSIS ........................................................................... 2-1

2.1 Geology ............................................................................................................... 2-1 2.2 Data Collection Techniques ................................................................................ 2-1 2.3 Generalized Subsurface Stratigraphy ................................................................. 2-1 2.4 Soil Laboratory Testing ....................................................................................... 2-2 2.5 Ground Water ...................................................................................................... 2-2

3 GEOTECHNICAL RECOMMENDATIONS...................................................................... 3-1

3.1 Earthwork and Grading ....................................................................................... 3-1 3.2 Fill Settlement ..................................................................................................... 3-3 3.3 Culvert ................................................................................................................. 3-3 3.4 Culvert Bedding Material ..................................................................................... 3-4 3.5 Unsuitable Materials ........................................................................................... 3-4 3.6 Pavements .......................................................................................................... 3-4

4 CONSTRUCTION CONSIDERATIONS .......................................................................... 4-1

4.1 Earthwork ............................................................................................................ 4-1

5 LIMITATIONS .................................................................................................................. 5-1

Appendices: Appendix A: Subsurface Exploration Data Appendix B: Soil Laboratory Test Results

Appendix C: Calculations


1 INTRODUCTION

1.1 Scope of Services

The objective of this study is to evaluate the subsurface conditions and to provide recommendations regarding the design of earthwork, pavement and minor structures for this project. The scope of this study is as defined in our submittal and authorized in the notice-to-proceed letter from Volkert & Associates, Inc. dated November 20, 2009 and confirmation email dated May 13, 2010. Our services included subsurface exploration, field engineering, soil laboratory testing and development of geotechnical engineering recommendations.

1.2 Site Description

The project site will include about 0.26 mile along Huguenot Trail (Rte 711) west of Pleasants Road (Rte 616) and 0.21 mile along Huguenot Trail east of Pleasants Road. The project site will also extend about 0.06 mile north along Pleasants Road. Project Stations increase to the east along Huguenot Trail and to the north along Pleasants Road. Along Huguenot Trail, the west end of the site is at about El 270. Grades along the alignment increase to about El 285 at the intersection with Pleasants Road, then dip to about El 276 and rise to about El 280 at the east end of the project. Grades along Pleasants Road decrease from about El 285 at the intersection to about El 280 at the north end of the project. The site is generally open and grassy with shallow ditches on both sides of the roadways. Two culverts extend below Huguenot Trail at about Stations 14+50 and 26+50. These culverts vary from 15 to 18 inches in diameter, respectively. We obtained the project and site information from the electronic plans by Volkert & Associates, Inc. and through our site visits.

1.3 Proposed Construction

The project will include shifting the alignment of Pleasants Road to intersect Huguenot Trail at a right angle, adding left and right turn lanes on Huguenot Trail and improving the vertical alignment of Huguenot Trail to achieve the proper intersection site distance. The project will extend about 2,000 ft along Huguenot Trail and 450 ft along Pleasants Road. Along Huguenot Trail, Station 10+00 will be at the west end of the project, the intersection with Pleasants Road will move from about Station 22+91 to Station 22+00, and Station 30+00 will be at the east end of the project. Along Pleasants Road, the intersection with Huguenot Trail is at Station 50+00, and the north end of the project will be at about Station 54+55. The pavement will be replaced from about Station 18+00 to Station 26+50 along Huguenot Trail and from the intersection to Station 53+53 along Pleasants Road. The existing pavement between the new pavement sections and the ends of the project will be resurfaced. Additionally, new shoulders will be constructed along both sides of Huguenot Trail and Pleasants Road to the project limits. A

Project 09130227 / December 2, 2011 1-1 Schnabel Engineering Consultants, Inc.


new right turn lane will be constructed from westbound Huguenot Trail to Pleasants Road and a new left turn lane will be constructed from eastbound Huguenot Trail to Pleasants Road. The existing 18 inch culvert at Station 14+50 will be replaced with a 48 inch diameter culvert, and the existing 15 inch culvert at Station 26+50 will be replaced with a 24 inch culvert. We understand the new culverts will be concrete. The high point in the current alignment of Huguenot Trail is in the vicinity of the new intersection location. This area will be cut up to about 5 ft, vertically, to increase sight distance. The maximum cut will be between about Stations 21+00 and 22+00, and taper to zero at about Station 18+00 to the west and Station 24+50 to the east. The existing grades adjacent to the road are generally about 1 ft to 3 ft higher than the pavement in this area, so cuts up to 8 ft deep are anticipated. About 1 to 2 ft of fill, as measured along the proposed Huguenot Trail construction baseline, will be placed to the east and west of the cut area. There are drainage swales that cross Huguenot Trail at about Stations 14+50 and 26+50, and the ground surface is generally about 2 to 3 ft below the existing pavement level. Up to about 5 ft of fill will be needed in these areas. Huguenot Trail will include two 12 ft wide travel lanes, but will be wider near the intersection where the turn lanes will be added. The proposed shoulders will be about 8 ft wide. Pleasants Road will be about 24 ft wide with rounded corners at the intersection. According to the VDOT Inter-departmental Memorandum dated March 10, 2009, the average daily traffic counts in 2009 for Huguenot Trail west and east of the intersection with Pleasants Road were 2,425 vpd (with 4% trucks) and 2,976 vpd (with 1% trucks), respectively. The average daily traffic count in 2009 for Pleasants Road was about 1,491 vpd (with 5% trucks). The growth rate was 2.4% for Huguenot Trail and 0.5% for Pleasants Road. There is a 50/50 directional split and the design year is 2035. This memo is included in Appendix C for reference. Please note that the directional splits shown in the memo refer to the peak hourly traffic counts. The 50/50 split applies to the average daily traffic counts. We obtained the site information from the electronic site plan provided to us by Volkert & Associates, Inc. and through our site visits. Traffic data was also provided by Volkert & Associates, Inc.

2 DATA COLLECTION AND ANALYSIS

2.1 Geology

We reviewed existing geologic data and information in our files. Based on this review, the geologic stratigraphy consists of upland terrace deposits of Pliocene geologic age or older. The terrace deposits are alluvial soils that typically consist of a mixture of clay, silt, sand and gravel. These soils typically exhibit moderate strength and compressibility.

2.2 Data Collection Techniques

Ayers and Ayers of Powhatan, Virginia drilled nineteen borings at this site under our observation. Specific observations, remarks and logs for the borings, classification criteria and sampling protocols are included in Appendix A. Approximate boring locations are shown on Figures A1, A2 and A3 in Appendix A. Standard Penetration Tests (SPTs) were performed in the borings according to ASTM D-1586. SPT samples will be retained up to 45 days beyond the issuance of our final report for this project, then provided to the VDOT Richmond District for long term storage, if desired. We will contact Richmond District Materials to coordinate delivery.

2.3 Generalized Subsurface Stratigraphy

We have characterized the following generalized subsurface soil stratigraphy based on the boring data presented in Appendix A:

Table 1: General Subsurface Strata Stratum/ Geology Stratum Depth (ft) Generalized Stratum Description

Stratum A/ Fill

From the ground surface to depths of about 2 to 4 ft in seven of the borings.

Lean clay, clayey sand and silty sand FILL, contains crushed stone, roots and gravel, generally firm to very stiff consistency and medium dense to dense.

Stratum B/ Terrace

Below Stratum A and inter-layered with Stratum C to depths of about 2 to 12 ft in 16 of the borings.

FAT CLAY (CH), ELASTIC SILT (MH) and LEAN CLAY (CL), contains varying amounts of sand and gravel, generally firm to hard consistency.

Stratum C/ Terrace

Below and inter-layered with Stratum B to the maximum depth of exploration, about 10 to 20 ft, in 15 of the borings.

CLAYEY SAND (SC), SILTY SAND (SM), CLAYEY GRAVEL (GC) and SILTY GRAVEL (GM), generally medium dense to very dense. Varying amounts of gravel were encountered in the sandy soils.

About 0.3 to 0.5 ft of rootmat and topsoil, etc was encountered at the ground surface in the borings drilled beyond the existing pavement. Borings 10BH-007,10BH-013 and 10BH-015 were drilled in Huguenot Trail, and Boring 10BH-018 was drilled in Pleasants Road. The Huguenot


Trail pavement was found to be about 7.8 inches to 10 inches thick, and the Pleasants Road pavement was about 5 inches thick. We did not observe any crushed stone base course under the pavement at any of these boring locations. The materials directly below the pavement consisted of existing fill classified as lean clay clayey sand. The group symbols indicated within the parentheses in the above table and on the logs in Appendix A represent the Unified Soil Classification System Group Symbols per ASTM D-2487 based on visual classification and limited laboratory testing of the samples. Criteria for visual classification of soil samples are included in Appendix A. Some variation can be expected between samples visually classified and samples classified in the laboratory.

2.4 Soil Laboratory Testing

Our geotechnical laboratory conducted tests on selected samples obtained in the borings. This testing aided in the classification of soils encountered in the subsurface exploration and provided data for use in the development of our geotechnical recommendations. Natural moisture content tests were performed on the SPT samples in accordance with ASTM D-2216. The results of the remaining laboratory tests are presented in Appendix B. Atterberg Limits and grain size analyses were also performed on selected SPT samples and bulk samples in accordance with ASTM D-4318 and ASTM D-422, respectively, to aid in the classification of soils encountered in the borings. The results of these tests are shown in Appendix B. The results of the testing performed on the bulk samples, including moisture content tests, are in the Summary of Laboratory Tests in Appendix B. These test results are not shown on the boring logs to avoid confusion with test results on jar samples that are shown on the logs. California bearing ratio (CBR) and moisture-density relationship tests were performed on the composite bulk samples in accordance with VTM-8, and VTM-1, respectively. CBR tests were conducted on bulk samples of silty clayey SAND, sandy elastic SILT and clayey SAND from Strata A, B and C, respectively. Laboratory CBR values between 11.6 and 26.8 with swell values of 0 to 0.3 percent were obtained for these soils. The maximum dry density and optimum moisture content for compaction of the coarse-grained soils tested (Strata A and C) varied from about 125.7pcf to 114.4 pcf and 9.4 percent to 14.4 percent, respectively. Natural moisture content values for the existing sandy materials from the same strata varied from about 8.3 to 25.4 percent. The maximum dry density and optimum moisture content for compaction of the fine-grained soils tested (Stratum B) varied from about 99.8 pcf to 102.7 pcf and 19.8 percent to 21.2 percent, respectively. Natural moisture content values for the existing fine-grained materials from the same stratum generally varied from about 14.4 to 30.2 percent.

2.5 Ground Water

Water level readings obtained in the borings during and after completion are noted on the logs. We observed ground water during drilling at depths of about 2 ft to 4 ft below the ground surface, approximate El 260.0 to 273.5, in three borings near the existing culverts, Borings 10BH-004,



10BH-005 and 10BH-013. Ground water was not encountered in the remainder of the borings, and the borings were backfilled for safety upon completion. A water observation well was installed in Boring 10BH-004, near the south end of the culvert under Huguenot Trail. We recorded a ground water level in the well at a depth of about 1.2 ft, El 260.8, about 24 days after the well was installed. The water levels recorded on the logs likely represent perched ground water in the areas of the culverts. Perched ground water can occur when lower permeability materials retard surface water infiltration. Perched ground water could occur at other locations on site and at higher elevations than those recorded on the logs. Fluctuations in the hydrostatic water table should be anticipated depending on variations in precipitation, surface runoff, evaporation, leaking utilities, pumping, stream levels and similar factors.

3 GEOTECHNICAL RECOMMENDATIONS

3.1 Earthwork and Grading

The earthwork and grading will consist of cutting up to 5 ft below the existing grades at the intersection and placement of up to about 5 ft of fill to the east and west of the intersection. Applicable VDOT specifications and standards for earthwork on this project include the 2007 VDOT Road and Bridge Specifications including all revisions, and the current revisions for each section of the VDOT Road and Bridge Standards.

3.1.1 Fill and Pavement Subgrade Preparation

Fill subgrades should be stripped of vegetation, topsoil and organic matter according to the 2007 VDOT Road and Bridge Specifications and revisions. Fill subgrades steeper than 4H:1V should be benched. Topsoil and organic matter should be removed before benches are cut to reduce the amount of deleterious material within the soils cut from the benches. Conditions for using the material cut from the benches as compacted structural fill are discussed in Section 3.1.2 below and include limiting the amount of organic material. Clearing and grubbing should be performed according to Section 301 of the VDOT Road and Bridge Specifications. Stumps, roots, topsoil, other perishable material and nonperishable objects should be removed from fill subgrades less than 5 feet below the pavement subgrade level and should not be used as fill. We expect the fill subgrade level will be within about 5 ft of the proposed pavement subgrade level over most, if not all, of the project site. Our subsurface exploration indicated forest litter, rootmat and/or topsoil were encountered to depths of about 0.3 ft to 0.5 ft below the ground surface. The topsoil depths at each of the boring locations are shown on the logs in Appendix A. Stripping typically results in some disturbance and contamination of near-surface soils, particularly during periods of wet weather. Accordingly, we recommend considering a topsoil stripping depth of about 0.5 ft for the site. The soils of Strata A, B and C are expected in the proposed fill and pavement subgrades. Soft or loose soils (i.e. soils with SPT N values of 5 or less) were encountered in the areas of the borings included in Table 2. Accordingly, we anticipate undercut could be required in these areas before placement of the new fill or construction of the pavement. Soft or loose soils were generally not encountered at shallow depths in the remaining borings.

Table 2: Estimated Undercut Depths

Boring Number

Roadway Location

Approx. Station

Approx. Ground Surface Elev. (ft)

Est. Lowest Elev. of

Soft/Loose Soil (ft)

Approx. Undercut Depth (ft)

Condition

10BH-003 Huguenot 14+40 265 263 2 Fill Subgrade

10BH-004 Huguenot 14+60 262 258 4 Fill Subgrade

10BH-019 Pleasants 54+00 280 278 2 Pave Subgrade


In addition to the soft or loose soils indicated in Table 2, loose sand fill of Stratum A with an SPT N value of 5 was encountered between depths of about 4 ft and 6.5 ft in Boring 10BH-013. This loose sand is overlain by about 4 ft of dense (N-value greater than 30) clayey and silty sand fill. It is possible that some undercutting of soft or loose embankment fill could be required at this location where the embankment will be widened. The natural soils below the fill at this location consisted of stiff consistency clay. The project QA Engineer should evaluate the suitability of the actual subgrades in the field before any undercut is performed. The undercut volume can be conservatively estimated by considering the unsuitable materials extend the full width of the pavement and to adjacent borings where unsuitable materials were not encountered. Depending on the time of year, the soft or loose materials included in Table 2 may be drier and not need to be undercut, or the near surface soils on this site may be wetter, and additional material may need to be removed. Accordingly, fill and pavement subgrades should be proofrolled with a loaded dump truck to evaluate their suitability to support the new fill or pavement at the time of construction. Areas that exhibit excessive pumping or rutting should be undercut and replaced with compacted structural fill as described in Section 303 of the 2007 VDOT Road and Bridge Specifications. Undercut volumes should be evaluated by cross sectioning as described in Section 303.06(a)3 of the 2007 VDOT Road and Bridge Specifications. Subgrades to receive compacted structural fill should be scarified to a depth of 6 inches and compacted according to Section 305.03(a)1 of the 2007 VDOT Road and Bridge Specifications. The upper 6 inches of pavement subgrades should be compacted to at least 100 percent of the maximum dry density per VTM-1, Standard Proctor. Materials considered unsuitable for support of the proposed fill should be undercut and replaced with new compacted structural fill or crushed stone. Materials that are considered unsuitable due to high moisture content but would otherwise be considered suitable, may be moisture conditioned and reused. If stripping and earthwork operations are performed during an extended period of warm, dry weather, drying of wet materials will be easier. The use of these materials as compacted structural fill will depend on the soil moisture content at the time they are used as fill and the Contractor's ability to limit contamination of these materials with organic matter during stripping and undercutting. As an alternative to removing and replacing any unsuitable materials, fine-grained soils could be chemically stabilized using lime. If this option is selected, we should be provided with a sample of the product to be used, and we can develop a laboratory testing program to evaluate the ratio of lime to soil material.

3.1.2 Compacted Structural Fill

Compacted structural fill should consist of material classifying MH, CL, ML, SC, SM, SP, SW, GC, GM, GP, or GW per ASTM D-2487 with at least 30% coarse-grained materials retained on a No. 200 sieve. Most of the non-organic, on-site soils are expected to meet this criterion. If off-site borrow materials are needed, they should classify SC, SM, SP, SW, GC, GM, GP or GW per ASTM D-2487.


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Our pavement evaluation is based on a design CBR value of 8.9. Accordingly, borrow material placed within 3 ft, vertically, of the pavement subgrade level should have a CBR value of at least 8.9. Embankment fills should be constructed according to the 2007 VDOT Road and Bridge Specifications, Section 303.04(h). The material should meet the requirements for maximum particle size within the fill. Compacted structural fill should be placed in maximum 8-inch thick horizontal, loose lifts and should be compacted to at least 95 percent of maximum dry density per VTM-1, Standard Proctor. The moisture content of the fill material should be less than 2 percent above the optimum moisture content for the material used. We expect most of the materials excavated during construction will be considered suitable for use as fill. However, successful reuse of these materials will depend on the natural moisture content of soils encountered during excavation. We anticipate that scarifying and drying of portions of the on-site soils will be needed before the recommended compaction can be achieved. Drying of these soils will likely result in some delay, and drying might not be possible during late fall, winter and early spring. Accordingly, we recommend that the earthwork be performed during the warmer, drier times of the year from about May to October.

3.2 Fill Settlement

Up to about 5 ft of fill is proposed for this site. We evaluated the settlement of the proposed fill using the soil properties estimated based on the results of the Standard Penetration Testing, the classification of the materials and the computer program FoSSA (Foundation Stress and Settlement Analysis) Version 2.0, © 2003-2007. We have also considered that the fill material will be the near-surface materials excavated during grading activities near the intersection. We evaluated the section where the fill is expected to be the thickest, about 5 ft thick at Station 16+00. The thickness of the fill is relatively constant (about 1 ft thick) over the width of the existing pavement and thicker under the proposed shoulder. The FoSSA output shows about 0.01 ft of settlement in the Initial and Final Elevations columns, but not in the Total Settlement column. This is because the program is rounding values that are less than 0.01 ft, and the units cannot be changed to inches. Accordingly, we estimate magnitude of the total settlement is expected to be less than about ½ inch, and differential settlement along the south side of the pavement is expected to be equal to the total settlement value. The output from our analyses is included in Appendix C.

3.3 Culvert

The proposed culvert pipes should be constructed on subgrade materials prepared and evaluated as described in Section 3.2.1. The bedding material and backfill material should be constructed as described in Section 302 of the 2007 VDOT Road and Bridge Specifications, and in Sections 3.2.2 and 3.2.3 of this report, respectively. Backfill and bedding material should be placed according to page 107.04 of the VDOT Road and Bridge Standards.


3.4 Culvert Bedding Material

In accordance with VDOT Standard Specification 302.03(a)2.b, bedding material for the culverts should consist of VDOT No. 25 or 26 aggregate unless standing or running water is present in the excavation. If standing or running water is present, the pipe bedding material shall be VDOT No. 57 crushed stone below a 4 inch cap of VDOT No. 25 or 26 aggregate. The invert of the existing 18 inch diameter culvert pipe is at about El 263 to El 264. Ground water was encountered at about El 260.8 to El 261 in Borings 10BH-004 and 10BH-005, and the culvert typically conducts a small creek. Accordingly, water should be anticipated within the culvert excavation. The bedding material shall be uniformly compacted and shall be at least 4 inches in depth for culverts sections and 6 inches deep under the headwalls. Furthermore, the bedding material shall contact at least 10 percent of the overall height of the pipe. The bedding material should meet the requirements outlined in VDOT Standard Specification 302.03(a)2.b. Drainage geotextile in accordance with VDOT Standard Specification 245.03 (c) should be installed to limit the migration of fines from the foundation materials into the bedding material.

3.5 Unsuitable Materials

Materials that classify as OH, OL and CH, in accordance with the Unified Soil Classification System (USCS), materials classifying as MH, CL and ML with less than 30% retained on a No. 200 sieve, materials that contain more than 2 percent by weight organic matter, materials that exhibit a California Bearing Ratio (CBR) value less than 8.9 per VTM-8 or a CBR swell value greater than 2 percent as determined by the same test method are considered unsuitable. Saturated or very dry and/or loose or very soft coarse- and fine-grained soils that exhibit excessive pumping or rutting under the weight of construction equipment are also considered unsuitable unless they can be moisture conditioned through either mechanical or chemical means to an acceptable moisture content that allows adequate compaction as described in Section 3.2.2 above. Topsoil, peat, coal and carbonaceous shale are also unsuitable. Materials considered to be unsuitable should not be used as fill. If unsuitable materials are encountered in cut areas to a depth of at least 3 ft below pavement subgrades, within 2 ft beneath the bedding of minor structures or laterally within 2 ft beyond the outside edge of the pavement shoulders or bedding limits of the minor structures, they should be removed or modified in place to provide adequate support for the proposed fill, pavement or minor structures.

3.6 Pavements

Pavement subgrades should be prepared as discussed in Section 3.1.1. Compacted structural fill for pavement support should be placed and compacted as described in Section 3.1.2. Dense-graded aggregate placed as pavement base course should be compacted to at least 100 percent of maximum dry density per VTM-1, Standard Proctor. Dense-graded aggregate should be placed in maximum 8-inch thick loose lifts. The proposed pavement sections were developed in general accordance with the 1993 AASHTO

Pavement Design Procedure. We considered a subgrade resilient modulus, Mr, of 13,350 psi,



based on a design CBR value of 8.9. This value represents 2/3 of the average laboratory CBR

values after discarding the high and low CBR values.

The following pavement sections are recommended for the travel lanes and shoulders of the two

roads:

Huguenot Trail (Route 711)

Asphalt Concrete Surface Course, VDOT SM-12.5A = 1.5 inches

Asphalt Concrete Base Course, VDOT BM-25.0 = 4.0 inches

Dense-Graded Aggregate Base Course, VDOT 21B = 8.0 inches

Pleasants Road (Route 616)

Asphalt Concrete Surface Course, VDOT SM-12.5A = 1.5 inches

Asphalt Concrete Base Course, VDOT BM-25.0 = 3.0 inches

Dense-Graded Aggregate Subbase Course, VDOT 21B = 6.0 inches

The intersection should be paved according to the pavement section recommended for Huguenot

Trail. Our pavement design calculations are included in Appendix C. The VDOT memorandum

including the traffic data used in our calculations is also included in Appendix C.

We understand maintenance of traffic pavement may be required to facilitate the proposed

construction. We have considered the MOT traffic section will be in use for less than one year.

We recommend using the following MOT sections:

Huguenot Trail - MOT

Asphalt Concrete Surface Course, VDOT IM-19.0A = 2.0 inches


Pleasants Road - MOT

Asphalt Concrete Surface Course, VDOT IM-19.0A = 2.0 inches



We used the computer program DARWin 3.1 by AASHTOWare to perform our design calculations. We have evaluated the pavement sections and the proposed MOT pavement considering the parameters summarized in Table 3 below and the traffic volumes developed by VDOT. The outputs of these analyses are included in Appendix E.

Table 3: Pavement Design Parameters

Parameter Huguenot Tr Pleasants Rd Huguenot Tr MOT

Pleasants Rd MOT

Classification High Volume Secondary

Farm to Market Secondary

High Volume Secondary

Farm to Market Secondary

2009 AADT (vpd) 2425 W, 2976 E 1491 -- -- 2035 AADT (vpd) 4500 W, 5500 E 1700 -- -- 2015 AADT (vpd) -- -- 2730 W, 3350 E 1529 Analysis Period 20 years 20 years 1 year 1 year Growth Rate 2.4% 0.5% 2.4% 0.5% Soil Resilient Modulus 13,350 psi 13,350 psi 13,350 psi 13,350 psi Initial Serviceability 4.2 4.0 4.2 4.0 Terminal Serviceability 2.8 2.5 2.8 2.5 Standard Deviation 0.49 0.49 0.49 0.49 Reliability 85 75 85 75 Number of Lanes in DD 1 1 1 1 Lane Dist. Factor 100 100 100 100 Directional Split 50/50 50/50 50/50 50/50 Percent Trucks 4% W, 1% E 5% 4% W, 1% E 5% ESAL Factor for Trucks 1.05 1.05 1.05 1.05 DD=Design Direction Our analysis considers proper grading to provide runoff from the pavement surface and beyond the limits of paved areas will be provided. Adequate control of surface drainage will be a very important consideration for the overall development related to the pavement design. The area surrounding pavements should be graded to direct surface water away from paved areas. Since traffic data indicates more than 1,000 vehicles per day on Huguenot Trail and Pleasants Road, UD-4 pavement drains should be provided along both roads. Pavement subdrains should be daylighted or connected to a storm sewer. Utility excavations within pavement areas should be backfilled with compacted structural fill.

4 CONSTRUCTION CONSIDERATIONS

4.1 Earthwork

The on-site soils are susceptible to moisture changes, will be easily disturbed and may be difficult to compact under wet weather conditions. Drying and reworking of the soils are likely to be difficult during wetter winter months. We recommend that the earthwork phases of this project be performed during the warmer, drier times of the year to limit the potential for disturbance of on-site soils. Traffic on stripped or undercut subgrades should be limited to reduce disturbance of underlying soils. Site drainage should be provided to maintain subgrades free of water and to avoid saturation and disturbance of the subgrade soils before placing compacted structural fill, pavement base course or bedding material. This will be important during all phases of the construction work. Weakened subgrade soils should be recompacted, or removed and replaced as recommended by the QA Engineer. Subgrade soils in the area of the culverts under Huguenot Trail are expected to be wet and easily disturbed. Additional bedding material may be needed as a working platform to set the pipes and place the backfill. The QA Engineer should make recommendations for working platforms based on observation of subgrade conditions in the field. Depending on the volume of water, temporary dewatering such as trenching and/or pumping from sumps will likely be needed to control the surface and/or ground water. Care should be exercised during excavation for the culvert pipes so that as little disturbance as possible occurs at the foundation level. Loose or soft soils should be carefully cleaned from the bottom of the excavation before placing bedding material. These subgrades should be observed during construction by the project QA Engineer to evaluate whether subgrade soils are as recommended in this report.


5 LIMITATIONS

The analyses and recommendations submitted in this report are based on the information revealed by our exploration. An attempt has been made to provide for normal contingencies, but the possibility remains that unexpected conditions might be encountered during construction. This report has been prepared to aid in the evaluation of this site and to assist in the design of the project. It is intended for use concerning this specific project. Our recommendations are based on information on the site and proposed construction as described in Section 1. Substantial changes in traffic, locations or grades should be brought to our attention so we can modify our recommendations as needed. We have endeavored to complete the services identified herein in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality and under similar conditions as this project. No other representation, express or implied, is included or intended, and no warranty or guarantee is included or intended in this report, or any other instrument of service.


APPENDIX A

SUBSURFACE EXPLORATION DATA

Subsurface Exploration Procedures General Notes for Subsurface Exploration Logs

Identification of Soil Boring Logs, 10BH-001 through 10BH-019

Location Plan, Figures A1, A2 and A3


SUBSURFACE EXPLORATION PROCEDURES Boring Procedures Drillers advanced the borings using hollow-stem augers. A plug device was used to block off the center opening in the hollow-stem auger to prevent cuttings from entering the augers during drilling. At the designated depth, the drillers removed the plug and performed the Standard Penetration Test. Water or drilling fluid was not introduced into the boring using this procedure, unless indicated on individual logs. Water level data are indicated on the logs. Standard Penetration Test Results The numbers in the Sampling Data column of the boring logs represent Standard Penetration Test (SPT) results. Each number represents the blows needed to drive a 2-inch O.D., 1-3/8 inch I.D. split-spoon sampler 6 inches, using a 140-pound hammer falling 30 inches. The sampler is typically driven a total of 18 or 24 inches. The first 6 inches are considered a seating interval. The total of the number of blows for the second and third 6-inch intervals is the SPT “N value”. The Standard Penetration Test is conducted according to ASTM D-1586. Soil Classification Criteria The group symbols on the logs represent the Unified Soil Classification System Group Symbols (ASTM D-2487) based on visual observation and limited laboratory testing of the samples. Criteria for visual identification of soil samples are included in this appendix. Some variation can be expected between samples visually classified and samples classified in the laboratory. Pocket Penetrometer Results The values following “PP=” in the sampling data column of the logs represent pocket penetrometer readings. Pocket penetrometer readings provide an estimate of the unconfined compressive strength of fine-grained soils. Water Observation Wells A temporary water observation well was installed in Boring 10BH-004 by inserting a hand-slotted, 1¼-inch PVC pipe. The pipe was capped and the area surrounding the pipe was backfilled with cuttings from the boring. Boring Locations and Elevations Our personnel staked the borings using a sub-meter backpack Trimble GPS unit. Approximate boring locations are shown on Figure A1. Ground surface elevations at the boring locations were referenced in the field using a hand level to the existing edge of pavement grades shown on the profiles provided by Volkert & Associates, Inc. These locations and elevations should be considered no more accurate than the methods and plans used to obtain them.


GENERAL NOTES FOR SUBSURFACE EXPLORATION LOGS

1. Numbers in sampling data column next to Standard Penetration Test (SPT) symbols indicate blows required to drive a 2-inch O.D., 1⅜-inch I.D. sampling spoon 6 inches using a 140 pound hammer falling 30 inches. The Standard Penetration Test (SPT) N value is the number of blows required to drive the sampler 12 inches, after a 6-inch seating interval. The Standard Penetration Test is performed in general accordance with ASTM D1586.

2. Visual classification of soil is in accordance with terminology set forth in “Identification of Soil.” The ASTM D2487 group symbols (e.g., CL) shown in the classification column are based on visual observations.

3. Estimated water levels indicated on the logs are only estimates from available data and may vary with precipitation, porosity of the soil, site topography, and other factors.

4. Refusal at the surface of rock, boulder, or other obstruction is defined as an SPT resistance of 100 blows for 2 inches or less of penetration.

5. The logs and related information depict subsurface conditions only at the specific locations and at the particular time when drilled or excavated. Soil conditions at other locations may differ from conditions occurring at these locations. Also, the passage of time may result in a change in the subsurface soil and water level conditions at the subsurface exploration location.

6. The stratification lines represent the approximate boundary between soil and rock types as obtained from the subsurface exploration. Some variation may also be expected vertically between samples taken. The soil profile, water level observations and penetration resistances presented on these 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.

7. Key to symbols and abbreviations:

S-1, SPT Sample No., Standard Penetration Test 5+10+1 Number of blows in each 6-inch increment UD-1, UNDIST Sample No., 2” or 3” Undisturbed Tube Sample Rec=24”, 100% Recovery in inches, Percent Recovery C-1, CORE Core No., Rock Core Run = 5.0 ft Run length in feet REC = 60", 100% Recovery in inches, Percent Recovery RQD = 60", 100% RQD in inches, Percent RQD MC Moisture Content PP Pocket Penetrometer Reading (tsf) FD Flame Ionization Detector Reading (ppm) PD Photoionization Detector Reading (ppm) GP Geostick Penetration Reading (inches) LL Liquid Limit PL Plastic Limit TPH Total Petroleum Hydrocarbons

IDENTIFICATION OF SOIL I. DEFINITION OF SOIL GROUP NAMES (ASTM D2487) SYMBOL GROUP NAME

Coarse-Grained Soils More than 50% retained on No. 200 sieve

Gravels – More than 50% of coarse fraction retained on No. 4 sieve Coarse, ¾” to 3” Fine, No. 4 to ¾”

Clean Gravels Less than 5% fines

GW WELL GRADED GRAVEL

GP POORLY GRADED GRAVEL

Gravels with fines More than 12% fines

GM SILTY GRAVEL GC CLAYEY GRAVEL

Sands – 50% or more of coarse Fraction passes No. 4 sieve Coarse, No. 10 to No. 4 Medium, No. 40 to No. 10 Fine, No. 200 to No. 40

Clean Sands Less than 5% fines

SW WELL GRADED SAND

SP POORLY GRADED SAND

Sands with fines More than 12% fines

SM SILTY SAND SC CLAYEY SAND

Fine-Grained Soils 50% or more passes the No. 200 sieve

Silts and Clays – Liquid Limit less than 50 Low to medium plasticity

Inorganic CL LEAN CLAY ML SILT

Organic OL ORGANIC CLAY ORGANIC SILT

Silts and Clays – Liquid Limit 50 or more Medium to high plasticity

Inorganic CH FAT CLAY MH ELASTIC SILT

Organic OH ORGANIC CLAY ORGANIC SILT

Highly Organic Soils Primarily organic matter, dark in color and organic odor PT PEAT

II. DEFINITION OF SOIL COMPONENT PROPORTIONS (ASTM D2487) Examples

Adjective Form

GRAVELLY SANDY

>30% to <50% coarse grained component in a fine-grained soil

GRAVELLY LEAN CLAY

CLAYEY SILTY

>12% to <50% fine grained component in a coarse-grained soil

SILTY SAND

“With” WITH GRAVEL WITH SAND

>15% to <30% coarse grained component in a fine-grained soil

FAT CLAY WITH GRAVEL

WITH GRAVEL WITH SAND

>15% to <50% coarse grained component in a coarse-grained soil

POORLY GRADED GRAVEL WITH SAND

WITH SILT WITH CLAY

>5% to <12% fine grained component in a coarse-grained soil

POORLY GRADED SAND WITH SILT

III. GLOSSARY OF MISCELLANEOUS TERMS

SYMBOLS ............................ Unified Soil Classification Symbols are shown above as group symbols. A dual symbol “-“ indicates the soil belongs to two groups. A borderline symbol “/” indicates the soil belongs to two possible groups.

FILL ........................................ Man-made deposit containing soil, rock and often foreign matter. PROBABLE FILL................... Soils which contain no visually detected foreign matter but which are suspect with regard

to origin. DISINTEGRATED ROCK (DR) ........................................

Residual materials with a standard penetration resistance (SPT) between 60 blows per foot and refusal. Refusal is defined as a SPT of 100 blows for 2” or less penetration.

PARTIALLY WEATHERED ROCK (PWR) .........................

Residual materials with a standard penetration resistance (SPT) between 100 blows per foot and refusal. Refusal is defined as a SPT of 100 blows for 2” or less penetration.

BOULDERS & COBBLES ..... Boulders are considered rounded pieces of rock larger than 12 inches, while cobbles range from 3 to 12 inch size.

LENSES ................................. 0 to ½ inch seam within a material in a test pit. LAYERS ................................. ½ to 12 inch seam within a material in a test pit. POCKET ................................ Discontinuous body within a material in a test pit. MOISTURE CONDITIONS ..... Wet, moist or dry to indicate visual appearance of specimen. COLOR .................................. Overall color, with modifiers such as light to dark or variation in coloration.

15.7

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0.0 / 269.06-INCHES FOREST LITTER, ROOTMAT AND TOPSOILTOPS0.5 / 268.5Brown, sandy LEAN CLAY, firm, moist [TERRACE] CL2.0 / 267.0Brown, fine to coarse clayey SAND, medium dense, moist SCSAME, brown and gray, trace gravel below 3 ft

SAME, dense below 7 ft

Bottom of Hole @ 259.0 ft Elevation

PAGE 1 OF 1

10BH-001

10BH-001

FIELD DESCRIPTION OF STRATA

GROUND WATER

PAGE 1 OF 1OFFSET: 23LLONGITUDE: 77.839366° WCOORD. DATUM: NAD 83

REMARKS: Rig Type: CME-45B (Truck).

Copyright 2011, Commonwealth of Virginia

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STATION: 10+27LATITUDE: 37.603822° NSURFACE ELEVATION: 269.0 ft

0711-072-180-R201-C501Huguenot Trail at Pleasant RoadPAVEMENT

Date(s) Drilled: 05/25/2010Drilling Method(s): 2-1/4" I.D. Hollow Stem AugerSPT Method: Safety Hammer (140 lb)Other Test(s): Not ApplicableDriller: Ayers & Ayers, Inc.Logger: B. Azumah

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0.0 / 267.05-INCHES ROOTMAT AND TOPSOIL TOPS0.4 / 266.6Brown, sandy lean clay FILL, contains roots, firm, moist [FILL]FL2.0 / 265.0Yellow-brown and gray, LEAN CLAY with sand, stiff, moist[TERRACE] CL

SAME, trace gravel, hard below 4 ft

6.5 / 260.5Brown and gray, FAT CLAY, trace gravel, hard, moist CH

SAME, very stiff below 8.5 ft


PAGE 1 OF 1

10BH-002

10BH-002


GROUND WATER

PAGE 1 OF 1OFFSET: 26RLONGITUDE: 77.838690° WCOORD. DATUM: NAD 83



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0.0 / 265.06-INCHES FOREST LITTER, ROOTMAT AND TOPSOILTOPS0.5 / 264.5Brown, FAT CLAY, contains roots, soft, moist [TERRACE] CH2.0 / 263.0Brown and gray, LEAN CLAY with sand, contains roots, firm,moist CL

4.0 / 261.0Gray-brown, fine to medium clayey SAND, trace gravel,medium dense, moist SC

6.5 / 258.5Gray and light brown, sandy LEAN CLAY with gravel, very stiff,moist CL

8.5 / 256.5Gray and orange-brown, fine to medium clayey SAND, mediumdense, moist SC


PAGE 1 OF 1

10BH-003

10BH-003


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0711-072-180-R201-C501Huguenot Trail at Pleasant RoadCULVERT


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0.0 / 262.06-INCHES ROOTMAT AND TOPSOIL TOPS0.5 / 261.5Brown, lean clay with sand FILL, contains roots, firm, moist[TERRACE] FL2.0 / 260.0Brown and gray, fine to coarse clayey SAND, trace gravel,loose, wet SC

SAME, dense, moist below 4 ft

SAME, brown-gray, medium dense, wet below 7 ft

SAME, gray and light orange-brown, moist below 9 ft

SAME, light brown-gray, wet below 12.5 ft


PAGE 1 OF 1

10BH-004

10BH-004


GROUND WATER


REMARKS: Rig Type: CME-45B (Truck). 1 1/4" PVC Water Observation Well (W.O.W.) installed to 15 ft uponcompletion.


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0.0 / 263.06-INCHES ROOTMAT AND TOPSOIL TOPS0.5 / 262.5Orange-brown, fine to coarse clayey sand FILL, containsgravel, loose, moist [FILL] FL2.0 / 261.0Light brown and gray, clayey GRAVEL, dense, wet[TERRACE] GC

SAME, moist below 4 ft

13.0 / 250.0Yellow-brown, silty GRAVEL, wet GMSAME, very dense below 18.5 ft


PAGE 1 OF 1

10BH-005

10BH-005


GROUND WATER




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0.0 / 274.04-INCHES ROOTMAT AND TOPSOIL TOPS0.3 / 273.7Red-brown, sandy ELASTIC SILT, contains roots, stiff, moist[TERRACE] MH2.0 / 272.0Red-brown, ELASTIC SILT with sand, trace gravel, very stiff,moist MH

SAME, hard below 4 ft

6.5 / 267.5Red-brown and brown, sandy ELASTIC SILT with gravel, veryhard, moist MH

12.0 / 262.0Brown, fine to medium silty SAND with gravel, medium dense,moist SM


PAGE 1 OF 1

10BH-006

10BH-006


GROUND WATER




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0.0 / 275.07 3/4" ASPHALT (2 pieces) ASPH0.6 / 274.4Gray, lean clay with sand FILL, very stiff, moist [FILL] FL

2.0 / 273.0Red-brown, fine to coarse clayey SAND with gravel, mediumdense, moist [TERRACE] SC

SAME, dense, trace gravel below 4 ft

SAME, light yellow-brown, very dense below 7 ft

SAME, light yellow-brown and light gray, very dense below 8.5 ft


PAGE 1 OF 1

10BH-007

10BH-007


GROUND WATER




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0.0 / 282.0No Ground Cover0.01 / 281.99Red-brown, sandy LEAN CLAY, trace gravel, contains roots,stiff, moist [FILL] CL2.0 / 280.0Dark yellow-brown, silty GRAVEL with sand, dense, moist[TERRACE] GM

4.0 / 278.0Yellow-brown and red-brown, fine to coarse clayey SAND withgravel, very dense, moist SC

SAME, dense below 7 ft

SAME, very dnse below 9 ft

12.0 / 270.0Dark red-brown, fine to coarse clayey SAND, trace gravel,medium dense, moist SC


PAGE 1 OF 1

10BH-008

10BH-008


GROUND WATER




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9

10.5

13.5

15

21.8

25.3

24.8

12.0

15.8

14.5

10.1

0.0 / 286.04-INCHES ROOTMAT AND TOPSOIL TOPS0.3 / 285.7Red-brown, ELASTIC SILT with sand, very stiff, moist[TERRACE] MH

SAME, very hard, trace gravel below 4 ft

6.5 / 279.5Orange-brown and red-brown, fine to medium clayey SANDwith gravel, very dense, moist SC

9.0 / 277.0Orange-brown and brown, fine to coarse clayey SAND, dense,moist SC

SAME, medium dense below 9 ft

17.0 / 269.0Light brown, fine to coarse silty SAND with gravel, trace gravel,medium dense, moist SM


PAGE 1 OF 1

10BH-009

10BH-009


GROUND WATER




SP

T_L

OG

:091

302

27 V

DO

T F

OR

MA

T L

OG

S.G

PJ:

8.2.

918:

092

710:

12/

2/1

1

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

285

280

275

270

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

2

4

6

8

10

12

14

16

18

20




4

7

11

14

16

19

16

9

9

30

32

21

11

14

19

18

38

33

28

9

13

0.3

1.5

2

3.5

4

5.5

7

8.5

9

10.5

14

15.5

18.518.9

20

14.4

25.0

25.8

11.3

12.5

18.4

18.4

0.0 / 286.54-INCHES ROOTMAT AND TOPSOIL TOPS0.3 / 286.2Red-brown, sandy ELASTIC SILT, contains roots, firm, moist[TERRACE] MHSAME, very stiff below 2 ft

SAME, stiff below 4 ft

6.5 / 280.0Light brown and red-brown, fine to coarse silty SAND, tracegravel, dense, moist SM

8.5 / 278.0Yellow-brown, fine to coarse silty SAND with gravel, verydense, moist SM

12.0 / 274.5Brown, fine to coarse clayey SAND, trace gravel, mediumdense, moist SC


PAGE 1 OF 1

10BH-010

10BH-010


GROUND WATER




SP

T_L

OG

:091

302

27 V

DO

T F

OR

MA

T L

OG

S.G

PJ:

8.2.

918:

092

710:

12/

2/1

1

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

285

280

275

270

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

2

4

6

8

10

12

14

16

18

20




2

6

5

13

23

8

12

3

8

5

17

27

8

9

5

10

7

27

29

10

17

0.3

1.5

2

3.5

4

5.5

7

8.5

9

10.5

12

14

15.5

18.5

20

15.2

23.8

24.8

21.4

14.7

11.9

0.0 / 282.06-INCHES ROOTMAT AND TOPSOIL TOPS0.5 / 281.5Red-brown, ELASTIC SILT with sand, contains roots, stiff,moist [TERRACE] MHSAME, very stiff below 2 ft

6.3 / 275.7Red-brown and yellow-brown, sandy FAT CLAY, hard, moistCH

9.0 / 273.0Brown, fine to medium clayey SAND with gravel, dense, moistSC


PAGE 1 OF 1

10BH-011

10BH-011


GROUND WATER




SP

T_L

OG

:091

302

27 V

DO

T F

OR

MA

T L

OG

S.G

PJ:

8.2.

918:

092

710:

12/

2/1

1

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

280

275

270

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

2

4

6

8

10

12

14




2

4

7

10

11

12

3

8

8

17

19

12

8

11

12

19

22

18

0.5

1.5

2

3.5

4

5.5

7

8.5

9

10.5

13.5

15

26.9

24.6

20.6

23.4

23.7

0.0 / 277.56-INCHES TOPSOIL TOPS0.5 / 277.0Orange-brown, ELASTIC SILT with sand, contains mica, firm,moist [TERRACE] MH


7.0 / 270.5Red-brown and orange-brown, sandy FAT CLAY, very stiff,moist CH

SAME, hard below 8.5 ft


PAGE 1 OF 1

10BH-012

10BH-012


GROUND WATER




SP

T_L

OG

:091

302

27 V

DO

T F

OR

MA

T L

OG

S.G

PJ:

8.2.

918:

092

710:

12/

2/1

1

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

276

274

272

270

268

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

2

4

6

8

10




3

4

4

7

8

3

3

5

10

15

5

4

8

15

20

0.5

1.5

2

3.5

4

5.5

7

8.5

10

11.1

8.3

16.3

20.3

20.6

20 7

NP

0.0 / 277.510-INCHES ASPHALT ASPH0.8 / 276.7Gray-brown, fine to coarse clayey sand FILL, contains crushedstone, dense, moist [FILL] FL

2.5 / 275.0Red-brown, fine to coarse silty sand FILL, trace gravel, dense,moist FL

4.0 / 273.5Gray-brown, sandy lean clay FILL, firm, wet FL

6.5 / 271.0Gray-brown, sandy LEAN CLAY, trace gravel, stiff, moist[TERRACE] CL

8.5 / 269.0Gray-brown, sandy FAT CLAY, trace gravel, stiff, moist CH


PAGE 1 OF 1

10BH-013

10BH-013


GROUND WATER

PAGE 1 OF 1OFFSET: 0LONGITUDE: 77.834071° WCOORD. DATUM: NAD 83



SP

T_L

OG

:091

302

27 V

DO

T F

OR

MA

T L

OG

S.G

PJ:

8.2.

918:

092

710:

12/

2/1

1

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

276

274

272

270

268

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

2

4

6

8

10




18

10

2

5

5

16

15

3

7

6

14

17

2

8

9

1

1.5

2

2.5

3.5

4

5.5

7

8.5

10

22.3

26.5

26.6

25.4

15.8

0.0 / 277.04-INCHES ROOTMAT AND TOPSOIL TOPS0.3 / 276.7Red-brown, ELASTIC SILT with sand, trace gravel, firm, moist[TERRACE] MHSAME, very stiff below 2 ft

4.0 / 273.0Orange-brown and yellow-brown, LEAN CLAY with sand, tracegravel, hard, moist CL

6.5 / 270.5Dark yellow-brown, fine to coarse silty SAND, trace gravel, verydense, moist SM

8.0 / 269.0Light brown, fine to medium clayey SAND, dense, moist SC


PAGE 1 OF 1

10BH-014

10BH-014


GROUND WATER




SP

T_L

OG

:091

302

27 V

DO

T F

OR

MA

T L

OG

S.G

PJ:

8.2.

918:

092

710:

12/

2/1

1

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

276

274

272

270

268

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

2

4

6

8

10




3

5

8

12

12

3

10

14

23

15

4

13

21

28

20

0.3

1.5

2

3.5

4

5.5

7

8.5

10

10.2

30.2

24.0

21.7

18.8

0.0 / 281.510-INCHES ASPHALT ASPH0.8 / 280.7Gray-brown, fine to medium clayey sand FILL, contains gravel,medium dense, moist [FILL] FL2.0 / 279.5Red-brown, ELASTIC SILT, stiff, moist [TERRACE] MH

4.0 / 277.5Orange-brown and red-brown, FAT CLAY with sand, very stiff,moist CH

6.5 / 275.0Brown, fine to medium clayey SAND, medium dense, moist SC

SAME, light yellow-brown and light gray below 8.5 ft


PAGE 1 OF 1

10BH-015

10BH-015


GROUND WATER

PAGE 1 OF 1OFFSET: 0LONGITUDE: 77.833001° WCOORD. DATUM: NAD 83



SP

T_L

OG

:091

302

27 V

DO

T F

OR

MA

T L

OG

S.G

PJ:

8.2.

918:

092

710:

12/

2/1

1

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

280

278

276

274

272

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

2

4

6

8

10




7

5

7

8

8

7

6

12

10

10

7

8

16

15

11

0.8

1.5

2

2.5

4

5.5

7

8.5

10

9.9

23.5

27.8

13.0

19.3

20.4

0.0 / 286.04-INCHES ROOTMAT AND TOPSOIL TOPS0.3 / 285.7Brown, fine to medium silty SAND, contains roots, loose, moist[TERRACE] SM2.0 / 284.0Red-brown, ELASTIC SILT with sand, very stiff, moist MH

6.5 / 279.5Red-brown and light yellow-brown, fine to coarse clayey SANDwith gravel, dense, moist SC


PAGE 1 OF 1

10BH-016

10BH-016


GROUND WATER




SP

T_L

OG

:091

302

27 V

DO

T F

OR

MA

T L

OG

S.G

PJ:

8.2.

918:

092

710:

12/

2/1

1

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

285

280

275

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

2

4

6

8

10

12

14




2

8

8

18

15

20

3

12

12

17

15

20

3

18

12

19

18

25

0.3

1.5

2

3.5

4

5.5

7

8.5

9

10.5

13.5

15

12.1

23.2

27.1

24.6

21.2

23.1

12.5

53 24

0.0 / 284.04-INCHES ROOTMAT AND TOPSOIL TOPS0.3 / 283.7Brown, fine to medium silty SAND, contains roots, trace gravel,loose, moist [TERRACE] SM2.0 / 282.0Brown, ELASTIC SILT with sand, contains roots, very stiff,moist MH

12.0 / 272.0Light brown and yellow-brown, fine to coarse silty SAND withgravel, very dense, moist SM


PAGE 1 OF 1

10BH-017

10BH-017


GROUND WATER




SP

T_L

OG

:091

302

27 V

DO

T F

OR

MA

T L

OG

S.G

PJ:

8.2.

918:

092

710:

12/

2/1

1

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

280

275

270

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

2

4

6

8

10

12

14




2

7

7

8

7

26

3

8

9

11

9

40

5

9

12

15

12

34

0.3

1.5

2

3.5

4

5

5.5

7

8.5

9

10.5

13.5

15

9.2

22.1

23.5

22.0

19.7

0.0 / 281.55-INCHES ASPHALT ASPH0.4 / 281.1Red-brown, fine to medium clayey sand FILL, medium dense,moist [FILL] FL2.0 / 279.5Red-brown, ELASTIC SILT with sand, firm, moist [TERRACE]MH

4.0 / 277.5Red-brown, sandy ELASTIC SILT, very stiff, moist MH


8.5 / 273.0Red-brown, fine to medium clayey SAND with gravel, mediumdense, moist SC


PAGE 1 OF 1

10BH-018

10BH-018


GROUND WATER




SP

T_L

OG

:091

302

27 V

DO

T F

OR

MA

T L

OG

S.G

PJ:

8.2.

918:

092

710:

12/

2/1

1

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

280

278

276

274

272

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

2

4

6

8

10




21

2

4

6

6

11

3

7

6

7

7

4

9

7

13

0.5

2

3.5

4

5.5

7

8.5

10

12.4

25.4

24.8

24.2

23.2

0.0 / 280.04-INCHES ROOTMAT AND TOPSOIL TOPS0.3 / 279.7Brown, sandy ELASTIC SILT, firm, moist [TERRACE] MH

2.0 / 278.0ELASTIC SILT with sand, trace gravel, stiff, moist MH

SAME, very stiff below 7 ft

8.5 / 271.5Red-brown, sandy ELASTIC SILT, trace gravel, very stiff, moistMH


PAGE 1 OF 1

10BH-019

10BH-019


GROUND WATER




SP

T_L

OG

:091

302

27 V

DO

T F

OR

MA

T L

OG

S.G

PJ:

8.2.

918:

092

710:

12/

2/1

1

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

278

276

274

272

270

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

2

4

6

8

10




3

5

6

6

10

2

5

6

5

12

3

8

9

13

13

0.3

1.5

2

3.5

4

5.5

7

8.5

10

APPENDIX B

SOIL LABORATORY TEST RESULTS

Summary of Laboratory Tests (2) Gradation Curves (2) Atterberg Limits (1)

Moisture Density Relationship (5)


10BH-0034.0 - 5.5

261.0 - 259.5Jar

Brown and gray, clayey SAND, trace gravel,SC 14.4 40 17 23 31.3 61.6 14.8 -- --

-- -- -- --

10BH-0042.0 - 4.0

260.0 - 258.0Jar

Brown, fine to coarse clayey SAND, tracegravel, SC 22.2

74 40 34 58.9 81.8 1.3 -- ---- -- -- --

10BH-010 26.50.0 - 5.0

286.5 - 281.5Bulk

Red-brown, sandy elastic SILT, tracegravel, MH, A-7-5

C

B 67 35 32 61.7 86.8 0.0 21.2102.1 21.1 0.1 14.0

10BH-0130.0 - 5.0

277.5 - 272.5Bulk

Red-brown, silty, clayey SAND, trace gravel,SC-SM, A-4 A 20 13 7

46 21 25 43.9 77.1 0.3 -- ---- -- -- --

10BH-0050.0 - 5.0

263.0 - 258.0

C

Bulk 46 24 22 35.8 65.9 11.3 114.3 14.4113.4 12.8 0.3 11.8

10BH-0067.0 - 8.5

267.0 - 265.5Jar B 25.1

40.5 79.7 2.5 125.7 9.4125.7 8.3 0.0 26.8

10BH-0131.0 - 1.5

276.5 - 276.0

11.1

JarRed-brown, silty, clayey SAND, trace gravel,SC-SM A 11.1 20 13 7 36.4 76.8 5.1 -- --

-- -- -- --

Sheet 1 of 2

BoringNo.

Summary Of Laboratory TestsAppendix

Description of SoilSpecimen

Project Number: 09130227

Notes: 1. Soil tests in general accordance with ASTM standards.2. Soil classifications are in general accordance with ASTM D2487(as applicable), based on testing indicatedand visual classification.3. Key to abbreviations: NP=Non-Plastic; -- indicates no test performed

Project:

SampleDepth

ft

Elevationft

SampleType

DY

NA

MIC

LA

B S

UM

MA

RY

091

3022

7 S

CH

NA

BE

L LO

GS

.GP

J S

CH

NA

BE

L D

ATA

TE

MP

LATE

200

8_04

_22.

GD

T 6

/16/

10

CB

R D

ry D

ensi

tyA

t Com

pact

ion

(pcf

)

CB

R M

oist

ure

Con

tent

(%)

CB

R P

erce

nt S

wel

l

Max

imum

Dry

Den

sity

(pcf

)

Stra

tum

Plas

tic L

imit

CB

R V

alue

% P

assi

ngN

o. 4

0 Si

eve

Opt

imum

Moi

stur

eC

onte

nt (%

)

Liqu

id L

imit

% P

assi

ngN

o. 2

00 S

ieve

Nat

ural

Moi

stur

e (%

)

Plas

ticity

Inde

x

% R

etai

ned

No.

4 S

ieve

25.4Red-brown, fine to coarse clayey SAND,trace gravel, SC, A-7-6

C

Intersection ImprovementsHuguenot Trail at Pleasant RoadPowhatan County, VA

102.7

Red-brown, sandy elastic SILT, tracegravel, MH

10BH-0132.5 - 4.0

275.0 - 273.5Jar

Red-brown, fine to coarse silty SAND, tracegravel, SM A 8.3 NP NP NP 35.0 85.0 0.4 -- --

-- -- -- --

10BH-0160.0 - 5.0

286.0 - 281.0Bulk

Red-brown, sandy elastic SILT, tracegravel, MH, A-7-5 54 32 22 66.0 90.0 0.4 99.8 19.8

99.6 19.5 0.3

B

11.6

10BH-0175.0 - 10.0

279.0 - 274.0Bulk

Red-brown, sandy elastic SILT, tracegravel, MH, A-7-6 53 29 24 64.4 91.0 0.2 102.5 20.0

102.0 19.1 0.2 14.0

Sheet 2 of 2

BoringNo.

Summary Of Laboratory TestsAppendix

Description of SoilSpecimen

Project Number: 09130227

Notes: 1. Soil tests in general accordance with ASTM standards.2. Soil classifications are in general accordance with ASTM D2487(as applicable), based on testing indicatedand visual classification.3. Key to abbreviations: NP=Non-Plastic; -- indicates no test performed

24.6

25.2

Project:

SampleDepth

ft

Elevationft

SampleType

DY

NA

MIC

LA

B S

UM

MA

RY

091

3022

7 S

CH

NA

BE

L LO

GS

.GP

J S

CH

NA

BE

L D

ATA

TE

MP

LATE

200

8_04

_22.

GD

T 6

/16/

10

CB

R D

ry D

ensi

tyA

t Com

pact

ion

(pcf

)

CB

R M

oist

ure

Con

tent

(%)

CB

R P

erce

nt S

wel

l

Max

imum

Dry

Den

sity

(pcf

)

Stra

tum

Plas

tic L

imit

CB

R V

alue

% P

assi

ngN

o. 4

0 Si

eve

Opt

imum

Moi

stur

eC

onte

nt (%

)

Liqu

id L

imit

% P

assi

ngN

o. 2

00 S

ieve

Nat

ural

Moi

stur

e (%

)

Plas

ticity

Inde

x

% R

etai

ned

No.

4 S

ieve

B

Intersection ImprovementsHuguenot Trail at Pleasant RoadPowhatan County, VA

100

0.0010.010.1110100

U.S. SIEVE OPENING IN INCHES200100 140604023 3/41.5 6 81041

U.S. SIEVE NUMBERS50

31.343.935.858.961.7

30

GRADATION CURVES

4 3

GRAIN SIZE IN MILLIMETERS

PE

RC

EN

T FI

NE

R B

Y W

EIG

HT

1/23/8

HYDROMETER

6 16 2014

%Sand53.955.852.939.838.3

D30D604.0 ft2.0 ft0.0 ft7.0 ft0.0 ft

ASTM D422ASTM D422ASTM D422ASTM D422ASTM D422

Test Method D100.3950.2040.3080.088

D100199.537.59.54.75

LL PL PI

10BH-003

10BH-004

10BH-005

10BH-006

10BH-010

4.0 ft

2.0 ft

0.0 ft

7.0 ft

0.0 ft

40

46

46

74

67

17

21

24

40

35

23

25

22

34

32

%Clay10BH-00310BH-00410BH-00510BH-00610BH-010

%Silt%Gravel14.80.311.31.30.0

Specimen

Sample DescriptionBrown and gray, clayey SAND, trace gravel, SC

Brown, fine to coarse clayey SAND, trace gravel, SC

Red-brown, sandy elastic SILT, trace gravel, MH, A-7-5

Specimen

Contract: 09130227SIE

VE

5 S

HE

ET

091

3022

7 S

CH

NA

BE

L LO

GS

.GP

J S

CH

NA

BE

L D

ATA

TE

MP

LATE

200

8_04

_22.

GD

T 6

/16/

10 fine coarseCOBBLES SILT OR CLAY

medium fineSANDGRAVEL

coarse

Red-brown, fine to coarse clayey SAND, trace gravel, SC,A-7-6

Project: Intersection ImprovementsHuguenot Trail at Pleasant RoadPowhatan County, VA

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

Red-brown, sandy elastic SILT, trace gravel, MH

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

U.S. SIEVE OPENING IN INCHES200100 140604023 3/41.5 6 81041

U.S. SIEVE NUMBERS50

40.536.435.066.064.4

30

GRADATION CURVES

4 3

GRAIN SIZE IN MILLIMETERS

PE

RC

EN

T FI

NE

R B

Y W

EIG

HT

1/23/8

HYDROMETER

6 16 2014

%Sand57.058.564.633.635.4

D30D600.0 ft1.0 ft2.5 ft0.0 ft5.0 ft

ASTM D422ASTM D422ASTM D422ASTM D422ASTM D422

Test Method D100.1960.2180.192

D10025199.5199.5

LL PL PI

10BH-013

10BH-013

10BH-013

10BH-016

10BH-017

0.0 ft

1.0 ft

2.5 ft

0.0 ft

5.0 ft

20

20

NP

54

53

13

13

NP

32

29

7

7

NP

22

24

%Clay10BH-01310BH-01310BH-01310BH-01610BH-017

%Silt%Gravel2.55.10.40.40.2

Specimen

Sample DescriptionRed-brown, silty, clayey SAND, trace gravel, SC-SM, A-4

Red-brown, silty, clayey SAND, trace gravel, SC-SM

Red-brown, fine to coarse silty SAND, trace gravel, SM



Specimen

Contract: 09130227SIE

VE

5 S

HE

ET

091

3022

7 S

CH

NA

BE

L LO

GS

.GP

J S

CH

NA

BE

L D

ATA

TE

MP

LATE

200

8_04

_22.

GD

T 6

/16/

10 fine coarseCOBBLES SILT OR CLAY

medium fineSANDGRAVEL

coarse


0

20

40

60

80

0 20 40 60 80 100

PLA

STI

CIT

Y IN

DE

X

ATTERBERG LIMITS

CL-ML

Brown and gray, clayey SAND, trace gravel, SC

Brown, fine to coarse clayey SAND, trace gravel, SC


Red-brown, silty, clayey SAND, trace gravel, SC-SM, A-4

Red-brown, silty, clayey SAND, trace gravel, SC-SM



ML

CL CH

LIQUID LIMIT

MH

DescriptionFinesPIPLLL

40

46

46

74

67

20

20

54

53

17

21

24

40

35

13

13

32

29

23

25

22

34

32

7

7

22

24

31

44

36

59

62

41

36

66

64

10BH-003

10BH-004

10BH-005

10BH-006

10BH-010

10BH-013

10BH-013

10BH-016

10BH-017

4.0 ft

2.0 ft

0.0 ft

7.0 ft

0.0 ft

0.0 ft

1.0 ft

0.0 ft

5.0 ft

SpecimenPLOTTED DATA REPRESENTS SOIL PASSING NO. 40 SIEVE

Contract: 09130227ATT

ER

BE

RG

_LIM

ITS

091

3022

7 S

CH

NA

BE

L LO

GS

.GP

J S

CH

NA

BE

L D

ATA

TE

MP

LATE

200

8_04

_22.

GD

T 6

/16/

10

Red-brown, fine to coarse clayey SAND, trace gravel, SC, A-7-6


Red-brown, sandy elastic SILT, trace gravel, MH

106.0

107.0

108.0

109.0

110.0

111.0

112.0

113.0

114.0

115.0

116.0

117.0

118.0

9 11 13 15 17 19 21WATER CONTENT, %

VTM1

Comments:

DR

Y D

EN

SIT

Y, p

cf

MOISTURE DENSITY RELATIONSHIP

114.314.4

Test Methods:

Sample Description:

Opt. Moisture (%):Max. Dry Density (pcf):Assumed Specific Gravity:

Sample Source: 10BH-005, 0.0 ft

Red-brown, fine to coarse clayey SAND,trace gravel, SC, A-7-6

2.64


Contract: 09130227

Liquid Limit (LL): 46Plasticity Index (PI): 22% Retained #4 Sieve: 11.3% Passing # 200 Sieve: 35.8

CO

MP

AC

TIO

N 0

9130

227

SC

HN

AB

EL

LOG

S.G

PJ

SC

HN

AB

EL

DA

TA T

EM

PLA

TE 2

008_

04_2

2.G

DT

6/2

8/10

90

91

92

93

94

95

96

97

98

99

100

101

102

103

104

105

14 16 18 20 22 24 26 28WATER CONTENT, %

VTM1

Comments:

DR

Y D

EN

SIT

Y, p

cf


21.2

Test Methods:

Sample Description:




2.64


Contract: 09130227


CO

MP

AC

TIO

N 0

9130

227

SC

HN

AB

EL

LOG

S.G

PJ

SC

HN

AB

EL

DA

TA T

EM

PLA

TE 2

008_

04_2

2.G

DT

6/2

8/10

102.7

116.0

117.0

118.0

119.0

120.0

121.0

122.0

123.0

124.0

125.0

126.0

127.0

128.0

3 5 7 9 11 13 15WATER CONTENT, %

VTM1

Comments:

DR

Y D

EN

SIT

Y, p

cf


125.79.4

Test Methods:

Sample Description:



Red-brown, silty, clayey SAND, tracegravel, SC-SM, A-4

2.62


Contract: 09130227


CO

MP

AC

TIO

N 0

9130

227

SC

HN

AB

EL

LOG

S.G

PJ

SC

HN

AB

EL

DA

TA T

EM

PLA

TE 2

008_

04_2

2.G

DT

6/2

8/10

88

89

90

91

92

93

94

95

96

97

98

99

100

101

102

14 16 18 20 22 24 26 28WATER CONTENT, %

VTM1

Comments:

DR

Y D

EN

SIT

Y, p

cf


99.819.8

Test Methods:

Sample Description:




2.58


Contract: 09130227


CO

MP

AC

TIO

N 0

9130

227

SC

HN

AB

EL

LOG

S.G

PJ

SC

HN

AB

EL

DA

TA T

EM

PLA

TE 2

008_

04_2

2.G

DT

6/2

8/10

90

91

92

93

94

95

96

97

98

99

100

101

102

103

104

105

13 15 17 19 21 23 25 27WATER CONTENT, %

VTM1

Comments:

DR

Y D

EN

SIT

Y, p

cf


102.520.0

Test Methods:

Sample Description:




2.64


Contract: 09130227


CO

MP

AC

TIO

N 0

9130

227

SC

HN

AB

EL

LOG

S.G

PJ

SC

HN

AB

EL

DA

TA T

EM

PLA

TE 2

008_

04_2

2.G

DT

6/2

8/10


APPENDIX C

CALCULATIONS

Fill Settlement, Station 16+00 (7) VDOT Inter-Departmental Memorandum, Traffic Data for Design Purposes (1)

Huguenot Trail Pavement (1) Pleasants Road Pavement (1)

Huguenot Trail MOT (1) Pleasants Road MOT (1)

Version 2.0 FoSSA Version 2.0 FoSSA Version 2.0 FoSSA Version 2.0 FoSSA Version 2.0 FoSSA Version 2.0 FoSSA Version 2.0 FoSSA Version 2.0 FoSSA Version 2.0 FoSSA Version 2.0 FoSSA Version 2.0 FoSSA Version 2.0 FoSSA Version 2.0 FoSSA Version 2.0 FoSSA Version 2.0 FoSSA Version 2.0 FoSSA Version 2.0 FoSSA Version 2.0 FoSSA Version 2.0 FoSSA Version 2.0 FoSSA Version 2.0 FoSSA Version 2.0

FoSSA -- Foundation Stress & Settlement Analysis Huguenot Trail at Pleasant Road Present Date/Time: Fri Jun 25 15:07:45 2010 G:\.....n Improvements Huguenot Trail at Pleasants Road Powhatan Co\Calcs\STA 16+00 Settlement.2ST


Huguenot Trail at Pleasant Road Report created by FoSSA(2.0): Copyright (c) 2003-2009, ADAMA Engineering, Inc.

PROJECT IDENTIFICATION

Title: Huguenot Trail at Pleasant Road Project Number: 09130227 - Client: Volkert & AssociatesDesigner: N. DumasStation Number: 16+00

Description:STA 16+00

Company's information:

Name: Schnabel EngineeringStreet: One West Cary Street

Richmond, VA 23221Telephone #: 804-649-7035Fax #: 804-649-7051E-Mail:

Original file path and name: G:\2009 Jo ..... ts Road Powhatan Co\Calcs\STA 16+00 Settlement.2STOriginal date and time of creating this file: Fri Jun 25 14:36:43 2010

GEOMETRY: Analysis of a 2D geometry


Huguenot Trail at Pleasant Road Copyright © 2003-2009 ADAMA Engineering, Inc. www.GeoPrograms.com License number FoSSA-200236

Page 1 of 7

www.GeoPrograms.com




INPUT DATA -- FOUNDATION LAYERS -- 2 layers

Wet UnitWeight,[lb/ft³]

Poisson's Ratio Descriptionof Soil

1 125.00 0.40 Existing Fill2 135.00 0.30 Terrace Gravel

INPUT DATA -- EMBANKMENT LAYERS -- 1 layers

Wet UnitWeight,[lb/ft³]

Descriptionof Soil

1 125.00 New Fill

INPUT DATA OF WATER

Point #

Coordinates (X, Z) :(X) (Z)[ ft.] [ ft.]

1 -50.00 261.002 50.00 261.00



Page 2 of 7

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DRAWING OF SPECIFIED GEOMETRY



Page 3 of 7

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IMMEDIATE SETTLEMENT, Si

Node #

Layer

(k)

Settlement along section:X

[ ft.]

Y

[ ft.]

Young'sModulus, E[lb/ft ²]

Poisson'sRatio,

Settlementof eachlayer, Si(k)[ ft.]

InitialZ

[ ft.]

FinalZ *

[ ft.]

Total SettlementSum of Si(k),

[ ft.]

1 0.00 0.00 268.00 268.00 0.001 500000 0.4000 0.00022 2000000 0.3000 0.0003

2 1.06 0.00 268.00 268.00 0.001 500000 0.4000 0.00022 2000000 0.3000 0.0003

3 2.12 0.00 268.00 268.00 0.001 500000 0.4000 0.00022 2000000 0.3000 0.0004

4 3.18 0.00 268.00 268.00 0.001 500000 0.4000 0.00022 2000000 0.3000 0.0004

5 4.24 0.00 268.00 268.00 0.001 500000 0.4000 0.00022 2000000 0.3000 0.0005

6 5.31 0.00 268.00 268.00 0.001 500000 0.4000 0.00022 2000000 0.3000 0.0006

7 6.37 0.00 268.00 268.00 0.001 500000 0.4000 0.00022 2000000 0.3000 0.0006

8 7.43 0.00 268.00 268.00 0.001 500000 0.4000 0.00022 2000000 0.3000 0.0007

9 8.49 0.00 267.87 267.87 0.001 500000 0.4000 0.00032 2000000 0.3000 0.0009

10 9.55 0.00 267.60 267.60 0.001 500000 0.4000 0.00052 2000000 0.3000 0.0010

11 10.61 0.00 267.32 267.32 0.001 500000 0.4000 0.00072 2000000 0.3000 0.0011

12 11.67 0.00 267.05 267.05 0.001 500000 0.4000 0.00092 2000000 0.3000 0.0013

13 12.73 0.00 266.78 266.77 0.001 500000 0.4000 0.00112 2000000 0.3000 0.0014

14 13.80 0.00 266.50 266.50 0.001 500000 0.4000 0.00122 2000000 0.3000 0.0016

15 14.86 0.00 266.23 266.22 0.001 500000 0.4000 0.00132 2000000 0.3000 0.0018

16 15.92 0.00 265.95 265.95 0.001 500000 0.4000 0.00152 2000000 0.3000 0.0019

17 16.98 0.00 265.68 265.67 0.001 500000 0.4000 0.00162 2000000 0.3000 0.0021

18 18.04 0.00 265.40 265.40 0.001 500000 0.4000 0.00172 2000000 0.3000 0.0023

19 19.10 0.00 265.13 265.13 0.001 500000 0.4000 0.00172 2000000 0.3000 0.0024

20 20.16 0.00 264.86 264.85 0.001 500000 0.4000 0.00172 2000000 0.3000 0.0026

21 21.22 0.00 264.58 264.58 0.001 500000 0.4000 0.00172 2000000 0.3000 0.0027

22 22.29 0.00 264.31 264.30 0.001 500000 0.4000 0.00182 2000000 0.3000 0.0029

23 23.35 0.00 264.03 264.03 0.001 500000 0.4000 0.00182 2000000 0.3000 0.0030

24 24.41 0.00 263.76 263.75 0.001 500000 0.4000 0.00172 2000000 0.3000 0.0031

25 25.47 0.00 263.48 263.48 0.001 500000 0.4000 0.00162 2000000 0.3000 0.0032

*Note: Final Z is calculated assuming only 'Immediate Settlement' exists.



Page 4 of 7

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IMMEDIATE SETTLEMENT, Si

Node #

Layer

(k)

Settlement along section:X

[ ft.]

Y

[ ft.]

Young'sModulus, E[lb/ft ²]

Poisson'sRatio,

Settlementof eachlayer, Si(k)[ ft.]

InitialZ

[ ft.]

FinalZ *

[ ft.]

Total SettlementSum of Si(k),

[ ft.]

26 26.53 0.00 263.21 263.20 0.001 500000 0.4000 0.00152 2000000 0.3000 0.0033

27 27.59 0.00 262.93 262.93 0.001 500000 0.4000 0.00132 2000000 0.3000 0.0033

28 28.65 0.00 262.71 262.70 0.001 500000 0.4000 0.00142 2000000 0.3000 0.0033

29 29.71 0.00 262.76 262.75 0.001 500000 0.4000 0.00142 2000000 0.3000 0.0033

30 30.78 0.00 262.81 262.81 0.001 500000 0.4000 0.00132 2000000 0.3000 0.0033

31 31.84 0.00 262.86 262.86 0.001 500000 0.4000 0.00132 2000000 0.3000 0.0032

32 32.90 0.00 262.92 262.91 0.001 500000 0.4000 0.00122 2000000 0.3000 0.0031

33 33.96 0.00 262.97 262.96 0.001 500000 0.4000 0.00112 2000000 0.3000 0.0031

34 35.02 0.00 263.02 263.02 0.001 500000 0.4000 0.00132 2000000 0.3000 0.0029

35 36.08 0.00 263.07 263.07 0.001 500000 0.4000 0.00122 2000000 0.3000 0.0028

36 37.14 0.00 263.12 263.12 0.001 500000 0.4000 0.00112 2000000 0.3000 0.0027

37 38.20 0.00 263.18 263.17 0.001 500000 0.4000 0.00102 2000000 0.3000 0.0025

38 39.27 0.00 263.23 263.22 0.001 500000 0.4000 0.00092 2000000 0.3000 0.0024

39 40.33 0.00 263.28 263.28 0.001 500000 0.4000 0.00092 2000000 0.3000 0.0022

40 41.39 0.00 263.33 263.33 0.001 500000 0.4000 0.00092 2000000 0.3000 0.0020

41 42.45 0.00 263.38 263.38 0.001 500000 0.4000 0.00082 2000000 0.3000 0.0019

42 43.51 0.00 263.44 263.43 0.001 500000 0.4000 0.00072 2000000 0.3000 0.0017

43 44.57 0.00 263.49 263.49 0.001 500000 0.4000 0.00052 2000000 0.3000 0.0015

44 45.63 0.00 263.54 263.54 0.001 500000 0.4000 0.00042 2000000 0.3000 0.0013

45 46.69 0.00 263.59 263.59 0.001 500000 0.4000 0.00032 2000000 0.3000 0.0011

46 47.76 0.00 263.64 263.64 0.001 500000 0.4000 0.00022 2000000 0.3000 0.0010

47 48.82 0.00 263.70 263.70 0.001 500000 0.4000 0.00012 2000000 0.3000 0.0008

48 49.88 0.00 263.75 263.75 0.001 500000 0.4000 -0.00002 2000000 0.3000 0.0007

49 50.94 0.00 263.80 263.80 0.001 500000 0.4000 -0.00012 2000000 0.3000 0.0005

50 52.00 0.00 263.85 263.85 0.001 500000 0.4000 -0.00022 2000000 0.3000 0.0004

*Note: Final Z is calculated assuming only 'Immediate Settlement' exists.



Page 5 of 7

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TABULATED GEOMETRY: INPUT OF FOUNDATION SOILS

Found.Soil #

Point #


D E S C R I P T I O N

1 Existing Fill1 -50.00 264.702 -18.50 266.003 -12.00 268.004 8.00 268.005 28.50 262.706 55.00 264.00

2 Terrace Gravel1 -50.00 261.002 55.00 261.00



Page 6 of 7

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TABULATED GEOMETRY: INPUT OF EMBANKMENT SOILS

Embank.Soil #

Point #


D E S C R I P T I O N

New Fill1 X1 = -35.50 [ft]X2 = 52.00 [ft]

1 -22.00 268.002 19.70 268.903 29.70 268.404 39.70 266.85



Page 7 of 7

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PRELIMINARY

To: Adam Wilkerson

From: Ron Svejkovsky

Route: 711 Huguenot Trail Rd P\PMS / UPC#: 19056

County/City: Powhatan County Project: 0711-072-180

From: .3 mi. west of Rt 616 To: .15 mi. east of Rt 616

Ad Date: Design Year: 2035

Subject: Traffic Data for Design Purposes, Intersection Project

Attached is the information requested in your memorandum of December 5, 2008

Route 711

west of int.

Route711

east of int.

Route 616

north of int.

Present Year ADT 2009 2425 2976 1491

Design Year ADT 2035 4500 5500 1700

Design Hour Volume 2035 439 532 232

Directional Distribution Factor 80-20 70-30 70-30

% Trucks Peak (4-5) 1% 1% 3%

% Trucks Peak (6-7) 0% 0% 1%

% Trucks Peak (8-13) 1% 0% 0%

% Trucks Daily (4-5) 2% 1% 3%

% Trucks Daily (6-7) 1% 0% 1%

% Trucks Daily (8-13) 1% 0% 1%

Functional Classification Rural Minor

Arterial

Rural Minor

Arterial Local

Further Remarks:

Route 711 Corridor Study AGR used for preliminary projections;(2.4% for Route 711; 0.5% for Route 616); higher than VEC and SPS rates

Sensitivity analyses are being done to help determine appropriate designRoute 711 is on the RRPDC Bike/Ped Plan “On-Road Facility (existing)”

For additional information, please contact Ron Svejkovsky at (804) 524-6002.

cc:

D. Totten

B. Solomonov

T. A. Bridewell

T. Holmes

D. Dreis

C. Tucker

W. Johnson

W. Pribble

highest overall (all approaches) 1-hour peak hours chosen (7-8 AM, 4:15-5:15 PM)

VIRGINIA DEPARTMENT OF TRANSPORTATION

INTER-DEPARTMENTAL MEMORANDUM

March 10, 2009

2013

There are multiple peaks due to admin, guard, and trainee shift changes at the prisons; the

1993 AASHTO Pavement Design

DARWin Pavement Design and Analysis System

A Proprietary AASHTOWare

Computer Software Product

Flexible Structural Design Module

Huguenot Trail - Pavement Design

Flexible Structural Design

18-kip ESALs Over Initial Performance Period 1,059,096

Initial Serviceability 4.2

Terminal Serviceability 2.8

Reliability Level 85 %

Overall Standard Deviation 0.49

Roadbed Soil Resilient Modulus 13,350 psi

Stage Construction 1

Calculated Design Structural Number 2.80 in

Simple ESAL Calculation

Performance Period (years) 20

Two-Way Traffic (ADT) 2,730

Number of Lanes in Design Direction 1

Percent of All Trucks in Design Lane 100 %

Percent Trucks in Design Direction 100 %

Percent Heavy Trucks (of ADT) FHWA Class 5 or Greater 4 %

Average Initial Truck Factor (ESALs/truck) 1.05

Annual Truck Factor Growth Rate 0 %

Annual Truck Volume Growth Rate 2.4 %

Growth Compound

Total Calculated Cumulative ESALs 1,059,096

Specified Layer Design

Layer

Material Description

Struct

Coef.

(Ai)

Drain

Coef.

(Mi)

Thickness

(Di)(in)

Width

(ft)

Calculated

SN (in)

1 VDOT SM-12.5A 0.44 1 1.5 - 0.66

2 VDOT BM-25.0 0.44 1 4 - 1.76

3 VDOT 21B 0.12 1 8 - 0.96

Total - - - 13.50 - 3.38






Pleasants Road - Pavement Design


18-kip ESALs Over Initial Performance Period 614,696

Initial Serviceability 4

















Growth Compound

Total Calculated Cumulative ESALs 614,696


Layer


Struct

Coef.

(Ai)

Drain

Coef.

(Mi)

Thickness

(Di)(in)

Width

(ft)

Calculated

SN (in)

1 VDOT SM-12.5A 0.44 1 1.5 - 0.66

2 VDOT BM-25 0.44 1 3 - 1.32

3 VDOT 21B 0.12 1 6 - 0.72

Total - - - 10.50 - 2.70






Huguenot Trail - MOT



Initial Serviceability 4.2

















Growth Compound



Layer


Struct

Coef.

(Ai)

Drain

Coef.

(Mi)

Thickness

(Di)(in)

Width

(ft)

Calculated

SN (in)

1 VDOT IM-19.0 0.44 1 2 - 0.88

2 VDOT 21B 0.12 1 6 - 0.72

Total - - - 8.00 - 1.60






Pleasants Road - MOT



Initial Serviceability 4

















Growth Compound



Layer


Struct

Coef.

(Ai)

Drain

Coef.

(Mi)

Thickness

(Di)(in)

Width

(ft)

Calculated

SN (in)

1 VDOT IM-19.0 0.44 1 2 - 0.88

2 VDOT 21B 0.12 1 6 - 0.72

Total - - - 8.00 - 1.60

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