GEOTECHNICAL ENGINEERING REPORT - FCE Inc ...Schnabel) is pleased to submit our revised geotechnical engineering report for this project. This report includes tables, figures and appendices

GEOTECHNICAL ENGINEERING REPORT Arch Road Improvements Arch Road at Arboretum Parkway Chesterfield County, Virginia

Schnabel Reference 14613141 November 17, 2015 Prepared For: Johnson, Mirmiran & Thompson, Inc.

November 17, 2015 Ms. Ginny England, P.E. Johnson, Mirmiran & Thompson, Inc. 9201 Arboretum Parkway, Suite 140 Richmond, VA 23236

Subject: Project 14613141, Revision No. 2, Geotechnical Engineering Report, Arch Road Improvements, Arch Road at Arboretum Parkway, Chesterfield County, Virginia

Dear Ms. England:

SCHNABEL ENGINEERING CONSULTANTS, INC. (Schnabel) is pleased to submit our revised geotechnical engineering report for this project. This report includes tables, figures and appendices with relevant data collected for this study. This study was performed in accordance with our proposal dated July 25, 2014 as authorized by your office on October 1, 2014. We appreciate the opportunity to be of service for this project. Please call us if you have any questions regarding this report.

Sincerely, SCHNABEL ENGINEERING CONSULTANTS, INC Edward G. Drahos, PE Senior Reviewer

PTJ:EGD:mr

mstory

Ed Drahos

mstory

Ed Drahos

November 17, 2015 Page i Schnabel Engineering Consultants, Inc. Project 14613161 ©2014 All Rights Reserved

GEOTECHNICAL ENGINEERING REPORT ARCH ROAD IMPROVEMENTS

ARCH ROAD AT ARBORETUM PARKWAY CHESTERFIELD COUNTY, VIRGINIA

TABLE OF CONTENTS

1.0 INTRODUCTION .............................................................................................................................. 1

1.1 Scope of Services 1.2 Site Description 1.3 Proposed Construction

2.0 DATA COLLECTION AND ANALYSIS ........................................................................................... 3

2.1 Site Geology 2.2 Data Collection Techniques 2.3 Laboratory Testing 2.4 Generalized Strata Descriptions 2.5 Groundwater Conditions

3.0 GEOTECHNICAL RECOMMENDATIONS ...................................................................................... 6

3.1 Earthwork and Grading 3.2 Pavements

4.0 CONSTRUCTION CONSIDERATIONS ........................................................................................ 10

4.1 Earthwork and Grading 4.2 General Specification Recommendations

5.0 LIMITATIONS ................................................................................................................................ 11

LIST OF FIGURES

Figure 1: Site Vicinity Map Figure 2: Test Boring Location Plan

LIST OF TABLES

Table 1: Traffic Data Table 2: Pavement Summary Table 3: Estimated Undercut Summary

APPENDICES Appendix A: Subsurface Exploration Data Appendix B: Soil Laboratory Test Data Appendix C: Calculations

November 17, 2015 Page 1 Schnabel Engineering Consultants, Inc. Project 14613141 ©2015 All Rights Reserved

1.0 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 and pavements for this project. Our scope of services was outlined in our proposal P4613189 dated July 25, 2014. The scope of services included:

Subsurface exploration including Standard Penetration Testing and pavement coring. Field engineering including site reconnaissance, boring stakeout and logging of the subsurface

exploration. Soil laboratory testing including moisture contents, Atterberg Limits, gradation tests, moisture-

density testing and California Bearing Ratio (CBR) tests. This geotechnical engineering report.

1.2 Site Description The site is a section of existing Arch Road, from about 500 ft south of the intersection with Midlothian Turnpike (Route 60) to about 150 ft north of the intersection with Brundidge Road in Chesterfield County, Virginia. Commercial and residential properties line Arch Road along this section. The western side of Arch Road is generally open and grass covered, while the eastern side of Arch Road is generally wooded. The site is generally level to about the intersection with Arboretum Parkway where it starts to slope down to the southeast. The shoulders of Arch Road also vary in elevation and slope. Knightsbridge Road, Arch Village Court, Arboretum Parkway and several driveways intersect Arch Road within the project limits. Arch Road consists of four lanes, two in each direction, at the intersection with Midlothian Turnpike and then reduces to three lanes, (two lanes in the northbound direction) about 600 ft south of the intersection. From about Knightsbridge Road to Arboretum Parkway, Arch Road consists of one lane in each direction with a center turn lane. South of Arboretum Parkway, the center lane serves as a median that tapers out after about 500 ft. Arch Road is asphalt covered, and Arboretum Parkway consists of asphalt and brick pavers where it ties into Arch Road. There are several culverts that run under Arch Road. We understand many of these culverts are silted up and are having issues draining. We also understand all of the culverts drain into the pond located to the southeast of the intersection of Arch Road and Arboretum Parkway. We obtained the site information from the topographic site plan received in our office on December 30, 2014 and through our site visits. A Site Vicinity Map is included as Figure 1.

1.3 Proposed Construction The proposed project consists of extending Arch Road’s southbound turn lane onto Knightsbridge Road north to where Arch Road becomes four lanes, and to construct a roundabout at the intersection of Arch Road and Arboretum Parkway. Arch Road and Arboretum Parkway will be two-lane roads approaching the roundabout. Traffic loads provided for Arch Road and Arboretum Parkway are shown in Table 1 below.


Table 1: Traffic Data

Parameter Arch Road Arboretum Parkway ADT in 2016 8,435 vpd 2,500 vpd ADT in 2037 10,395 vpd 2,500 vpd Growth Rate 1% 0% Truck Traffic 2% Not provided*

*No truck traffic was provided for Arboretum Parkway but for design we have considered the Vaswani Method which assumes up to 5% truck traffic.

We understand that much of the existing Arch Road pavement will be milled and a structural overlay will be installed. New pavement will be needed where the roads are widened or relocated. We understand that any new or replaced stormwater pipes will all be less than 36 inches in diameter and stormwater nutrient credits will be purchased in lieu of a new stormwater pond. Cuts and fills are generally expected to be about 2 ft or less. On the west side of the roundabout, the cut depth will approach 6 ft. Your office provided the project details.


2.0 DATA COLLECTION AND ANALYSIS

2.1 Site Geology We reviewed existing geologic data and information in our files. Based on this review, the geologic stratigraphy consists of Pleistocene Age upland terrace deposits and residual materials derived from the weathering of the Petersburg Granite rock. The above stratigraphy is typical in the upland areas of the site. However, in some areas, the soils have been eroded and replaced with younger river terrace or recent alluvial deposits. Existing fill is also present within the project limits.

2.2 Data Collection Techniques Ayers and Ayers, Inc. of Powhatan, Virginia drilled 10 borings at this site under our observation. We also drilled one hand auger where the drill rig was not able to access the boring location due to overhead utilities. Appendix A includes specific observations, remarks, and logs for the borings and hand auger; classification criteria; and sampling protocols. Figure 2 shows the approximate boring and hand auger locations. We will retain soil samples up to 45 days beyond the issuance of this report, unless you request other disposition. Standard penetration tests (SPT) were performed during drilling. The SPT results are included on the logs in Appendix A. A description of the SPT methods and equipment are also included in Appendix A. The driller cored the pavement in the roadways at three of the boring locations. Borings 15BH-001 and -007 were drilled in Arch Road, and Boring 15BH-009 was drilled in Arboretum Parkway. See Table 2 below for details on the pavement sections encountered. The photo logs of the pavement cores are included in Appendix A.

2.3 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. The natural moisture content values of the soil samples are shown on the logs in Appendix A. The results of the remaining laboratory tests are presented in Appendix B.

We performed index testing on samples collected as part of the exploration to provide soil classifications and to provide parameters for use with published correlations of other soil properties. Index testing included performing natural moisture content, Atterberg Limit, and gradation tests on three jar and two bulk samples of soil representing Strata A, B, C and D.

We performed Standard Proctor compaction and CBR testing to evaluate compaction characteristics and to provide soil parameters for pavement design. Testing was performed on two samples representing Strata A and C.


2.4 Generalized Strata Descriptions

2.4.1 Surface Materials Our borings encountered about 6 to 11¾ inches of asphalt underlain by about 5 to 20 inches of dense graded aggregate in Arch Road and Arboretum Parkway. Hand auger 15HA-008 was drilled in a parking lot that encountered 5 inches of asphalt underlain by 1 inch of dense graded aggregate. Three borings not drilled in paved areas encountered 4 to 6 inches of rootmat and topsoil. Table 2 below provides a summary of the roadway pavement sections encountered at the boring locations.

Table 2: Pavement Summary

Roadway Boring Number

Station Lane Direction Asphalt

Thickness (inches)

Dense Graded Aggregate

Thickness (inches)

Arch Road

15BH-001 11+00 North 7¼ 6 15BH-002 12+94 South 11¾ 5 15BH-003 14+99 North Turn Lane 6 9 15BH-005 18+95 North 9¾ 20 15BH-006 21+00 South 6½ 8 15BH-007 23+47 North 6 8

Arboretum Parkway 15BH-009 15+00 West 7¼ 5

2.4.2 Fill (Stratum A) Existing fill soils were encountered in three of the borings. These soils visually classified as clayey sand and sandy fat clay with varying amounts of gravel, rock fragments, mica and root fragments. The depth of fill beneath the existing pavement and topsoil, where encountered, was about 3 to 4 ft. Natural moisture content values for Stratum A soils generally varied from about 14 to 29 percent. Based on the Standard Penetration Tests performed, soils of this stratum were generally loose or firm: N = 4 to 8.

We conducted a Standard Proctor Compaction test and a CBR test on a bulk sample representing this stratum. The sample consisted of sandy fat clay, and classified (CH)/(A-7-5) in accordance with ASTM and AASHTO classification systems, respectively. The compaction tests resulted in a maximum dry density of 104.0 pcf at an optimum moisture content of 19.1 percent. Natural moisture content values of Stratum A soils are generally above the optimum values for compaction. We obtained a laboratory CBR value of 9.2 with a swell value of 0.3 percent. We measured a Liquid Limit value of 63 and a Plasticity Index value of 32 for the soil sample tested.

2.4.3 Alluvial (Stratum B) Below the existing pavement, Boring 15BH-006 encountered alluvial soils. These materials consist of SILTY SAND (SM) with varying amounts of gravel. The natural moisture contents measured were about 7 and 8 percent. Based on the Standard Penetration Tests performed, the soils of this stratum were loose to dense: N = 8 to 41.


2.4.4 Terrace (Stratum C)

Below the surface materials and the fill soils of Stratum A, most of the borings encountered fine and coarse grained terrace soils. The fine grained materials consisted of LEAN CLAY (CL) and SILT (ML) with varying amounts of sand, mica and root fragments. The natural moisture contents measured for the fine grained soils were about 16 to 22 percent. Based on the Standard Penetration Tests performed, soils of this stratum were firm to stiff: N = 7 to 10.

The coarse grained materials consisted of CLAYEY SAND (SC), SILTY SAND (SM) and POORLY GRADED SAND WITH SILT (SP-SM) with varying amounts of gravel, mica and root fragments. The natural moisture contents measured for the coarse grained soils were about 11 to 22 percent. Based on the Standard Penetration Tests performed, soils of this stratum were generally loose medium dense: N = 4 to 23.

We conducted a Standard Proctor Compaction test and a CBR test on a bulk sample representing this stratum. The sample consisted of clayey sand, and classified (SC)/(A-7-6) in accordance with ASTM and AASHTO classification systems, respectively. The compaction tests resulted in maximum dry density of 112.9 pcf at an optimum moisture content of 14.9 percent. Natural moisture content values of Stratum C soils are generally above the optimum values for compaction. We obtained a laboratory CBR value of 8.7 with a swell value of 0.1 percent. Liquid Limit values of 47 and 48 and Plasticity Index values of 25 and 26 were obtained for the soils tested.

2.4.5 Residual (Stratum D)

Four borings encountered residual soils either directly below the pavement or below the terrace soils of Stratum C. Residual soils are derived through the in-place physical and chemical weathering of the underlying rock. These materials consisted of SILTY SAND (SM), SILT WITH SAND (ML) and SANDY SILT (ML) containing mica. The natural moisture contents measured for the fine grained soils were about 12 to 31 percent. Based on the Standard Penetration Tests performed, soils of this stratum were soft to stiff: N = 4 to 14. The coarse grained materials consisted of fine to coarse SILTY SAND (SM) containing mica. The natural moisture contents measured for the coarse grained soils were 22 percent. Based on the Standard Penetration Tests performed, soils of this stratum are of medium dense: N = 12 to 14.

2.5 Groundwater Conditions We encountered ground water in Borings 15BH-007 and 15HA-008 at depths of 3.5 and 4.5 ft, about El 266.5 and 269.5. We did not encounter groundwater in the remaining borings during drilling at the site, nor did we obtain long term water level readings after completion. All of the borings were backfilled upon completion for safety. The final design should anticipate fluctuations in the hydrostatic water table depending on variations in precipitation, creek levels, surface runoff, pumping, evaporation, leaking utilities, and similar factors.


3.0 GEOTECHNICAL RECOMMENDATIONS

Cuts and fills up to about 6 ft and 2 ft, respectively, are planned for this project. Most of the pavement sections are expected to be new with only about 250 lf of Arch Road at the north end of the project expected to be milled and overlayed.

3.1 Earthwork and Grading

3.1.1 New Pavement Subgrade Preparation Fill and pavement subgrades should be stripped of vegetation, topsoil and organic matter according to the VDOT Road and Bridge Specifications and revisions. Conditions for using the on-site material as compacted structural fill are discussed below and include limiting the amount of organic material. Clearing and grubbing should be performed in accordance with 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 ft below the new pavement subgrade level and should not be used as fill. The contractor should remove existing pavements where required and strip vegetation, topsoil, and organic matter from subgrades to receive compacted structural fill for new pavement support. The soils of Strata A, B, C and D are expected in the proposed pavement subgrades. High plasticity, loose and high moisture content soils were encountered in several of the borings. Accordingly, we expect moisture conditioning or undercutting of exposed subgrades soils will be required before placement of the new fill or pavement. High plasticity, loose and high moisture content soils encountered in the borings at proposed subgrades are listed in the “Unsuitable Materials” section of this report. The project QA Engineer should evaluate the suitability of the actual subgrades in the field. 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 scarified, dried and recompacted, or undercut and replaced with compacted structural fill as described in Section 303 of the 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 of the 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.

3.1.2 Compacted Structural Fill Compacted structural fill (i.e. suitable fill) should consist of material classifying CL, ML, SC, SM, SP, SW, GC, GM, GP, or GW per ASTM D2487. Except for CH soils encountered in Boring 15BH-007, the on-site soils are expected to meet this criterion. Successful reuse of the excavated, on-site soils as compacted structural fill will depend on their natural moisture contents during excavation. Natural moisture content values of Strata A, B and C soils varied from about 4 percent to about 40 percent. We anticipate scarifying and drying most of the on-site soils to


achieve the recommended compaction. Drying of these soils will likely result in some delay, and drying may not be possible during late fall, winter and early spring. Therefore, we recommend that the earthwork be performed during the warmer, drier times of the year from about May to October. Alternatives to scarifying and drying high moisture soils are discussed in Section 3.1.3. Compacted structural fill should be placed in maximum eight-inch thick horizontal, loose lifts and should be compacted to at least 95 percent of maximum dry density per ASTM D698, Standard Proctor. The contractor should bench compacted structural fill subgrades steeper than 4H:1V to allow placement of horizontal lifts. Compacted structural fill should extend laterally pavement/shoulder limits as required by VDOT, and then slope no steeper than 2H:1V to meet existing grades.

3.1.3 Unsuitable Materials Materials that classify as CH, MH, OH, OL and PT in accordance with the Unified Soil Classification System (USCS), soils with CBR value less than 6.0, and soils with Standard Penetration Test N-Values of 5 or less are considered unsuitable. In addition, materials with moisture contents of 30 percent or greater above optimum moisture content for compaction, and soils that exhibit excessive pumping or rutting under the weight of construction equipment are also considered unsuitable. These wet materials can be reconsidered if they can be moisture conditioned through either mechanical or chemical means to an acceptable moisture content that allows adequate compaction. Materials considered to be unsuitable should not be used as fill. If unsuitable materials are encountered within 2 ft beneath or laterally within 2 ft beyond the outside edge of the pavement shoulders and bedding limits of the pavement structure, they should be removed or modified in place to provide adequate support for the proposed fill or pavement. The estimated area and depth of anticipated undercut based on the borings are provided in Table 3.

Table 3: Estimated Undercut Summary

Boring Number

Roadway Approx. Areas of Potential Undercut

Estimated Undercut Depth (ft)

Reason for Undercut

15BH-004 & 15BH-011

Arch Road Roundabout 2.0 Low Density and

High Moisture

15BH-007 Arch Road Station 22+00 to

24+00 3.0

High Plasticity and High Moisture

15BH-009 Arboretum

Pkwy Station 14+00 to

14+75 2.0 High Moisture

We recommend evaluating undercut volumes by cross sectioning. Other methods of calculating volumes of undercut, such as counting trucks, are less accurate and generally result in additional expense. If truck counts are used, we recommend that the method of payment be in accordance with Section 109 of the Virginia Department of Transportation (VDOT) Road and Bridge Specifications In lieu or in conjunction with undercutting, lime modification could be used to treat the high moisture soils. Lime modification means mixing a small amount (approximately 1% to 3% by weight) of hydrated lime or quick lime into the soils to dry them for use as embankment fill or subgrade material. Lime treatment should be in accordance with VDOT Special Provisions for Lime Modification.


The contractor could possibly recompact any soft or loose near-surface soils by performing earthwork in the drier, warmer summer months. However, these soils may need some scarifying and drying for recompaction.

3.2 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. Compacted structural fill within 2 ft of the bottom of the pavement section should consist of material meeting the requirements for suitable fill material as discussed 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. We have evaluated the pavement sections considering the parameters summarized in Tables 1 and 2. We developed the recommended pavement section for Arch Road according to the AASHTO 1993 design method for flexible pavements based on a design CBR value of 6.0. This design CBR value represents two-thirds of the average laboratory values. We considered Arch Road to be an urban, high volume, secondary road. We developed the recommended pavement section for Arboretum Parkway according to the VDOT Vaswani design method for flexible pavements based on the same design CBR value of 6.0. A resiliency factor of 1.5 was also used in this design method. Calculated pavement sections are provided below. Pavement design calculations are included in Appendix C. Our analysis considers that 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, UD-4 pavement drains should be provided for all new pavements. Pavement subdrains should be daylighted or connected to a storm sewer. Any utility excavations within pavement areas should be backfilled with compacted structural fill.

3.2.1 New Pavements All of Arboretum Parkway and some of Arch Road within the project limits are expected to have the pavement demolished and replaced. Based on the traffic loads in Table 1, we recommend the following new pavement sections:

Arch Road and Arboretum Parkway Asphalt Concrete Surface Course, Type SM-12.5A = 2.0 inches Asphalt Concrete Intermediate Course, Type IM-19.0A = 2.0 inches Asphalt Concrete Base Course, Type BM-25.0A = 2.5 inches Dense-Graded Aggregate Subbase Course, VDOT 21B = 5.5 inches


Where existing Arch Road is to be widened along the mill and overlay section, we recommend using the following section that contains 7.5 inches of asphalt on 8 inches of dense graded aggregate to match the existing pavement in accordance with VDOT Standard WP-2. This section should only be used for the new section of pavement designated between Stations 23+75 and 25+50 of Arch Road. Arch Road Widening Asphalt Concrete Surface Course, Type SM-12.5A = 2.0 inches Asphalt Concrete Intermediate Course, Type IM-19.0A = 2.0 inches Asphalt Concrete Base Course, Type BM-25.0A = 3.5 inches Dense-Graded Aggregate Subbase Course, VDOT 21B = 8.0 inches We understand that the roundabout will include a truck apron. The following minimum section is recommended for the roundabout truck apron on this project. Roundabout Truck Apron Jointed Plain Concrete Pavement = 8.0 inches Dense-Graded Aggregate Subbase Course, VDOT 21B = 6.0 inches The curb separating the asphalt pavement in the roundabout from the truck apron should meet the requirements of VDOT Standard CG-3 Modified for Use on Roundabout Truck Aprons Only.

3.2.2 Mill and Overlay Pavement Most of Arch Road is to be milled and replaced with a structural overlay. We recommend milling 3.0 inches of asphalt and replacing it with 3.0 inches of new SM-12.5A asphalt.


4.0 CONSTRUCTION CONSIDERATIONS

4.1 Earthwork and Grading The depth of stripping necessary to provide a suitable base for placement and compaction of earthwork or for pavement subgrade preparation may include topsoil and other softer surface layers with or without organic matter. The depth of required stripping should be determined by the excavation contractor prior to construction using test pits, probes, or other means that the contractor wishes to employ, and this determination should be the excavation contractor's responsibility. The on-site soils are susceptible to moisture changes, will be easily disturbed, and will 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. Also, using lightweight, track-mounted dozer equipment for stripping will limit the disturbance of underlying soils, and may reduce the undercut volume needed. The contractor should provide site drainage 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. The contractor should be responsible for reworking of subgrades and compacted structural fill that were initially considered suitable but were later disturbed by equipment and/or weather.

4.2 General Specification Recommendations This report may be made available to prospective bidders for informational purposes. We recommend that the project specifications contain the following statement:

Schnabel has prepared this geotechnical engineering report for this project. This report is for informational purposes only and is not part of the contract documents. The opinions expressed represent the Geotechnical Engineer’s interpretation of the subsurface conditions, tests, and the results of analyses conducted. Should the data contained in this report not be adequate for the Contractor's purposes, the Contractor may make, before bidding, independent exploration, tests and analyses. This report may be examined by bidders at the office of the Owner, or copies may be obtained from the Owner at nominal charge.


5.0 LIMITATIONS

We based the analyses and recommendations submitted in this report on the information revealed by our exploration. We attempted to provide for normal contingencies, but the possibility remains that unexpected conditions may be encountered during construction.

We prepared this report to aid in the evaluation of this site and to assist in the design of the project. We intend it for use concerning this specific project. We based our recommendations on information on the site and proposed construction as described in this report. Substantial changes in traffic volume, locations, or grades should be brought to our attention so we can modify our recommendations as needed. We would appreciate an opportunity to review the plans and specifications as they pertain to the recommendations contained in this report, and to submit our comments to you based on this review.

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.

November 17, 2015 Schnabel Engineering Consultants, Inc. Project 14613141 ©2015 All Rights Reserved

FIGURES

Figure 1: Site Vicinity Map Figure 2: Boring Location Plan

³1/

6/20

15 T

his

Map

was

Cre

ated

In S

chna

bel E

ngin

eerin

gs S

ite V

icin

ity M

ap A

pplic

atio

n

NOT TO SCALE

arcg

is

ARCH ROAD WIDENING

PROJECT NO. 14613141

SITE VICINITYMAP

FIGURE 1

ARCH ROAD AND ARBORETUM PARKWAY,CHESTERFIELD COUNTY, VA

Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS,AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User CommunitySources: Esri, HERE, DeLorme, USGS, Intermap, increment P Corp., NRCAN, Esri Japan,METI, Esri China (Hong Kong), Esri (Thailand), TomTom, MapmyIndia, © OpenStreetMap

_̂

© Schnabel Engineering, 2014. All Rights Reserved.

ARCH ROAD IMPROVEMENTSARCH ROAD AT ARBORETUM PARKWAY

15BH-004

15BH-009

15HA-008

15BH-010

15BH-001

15BH-006

15BH-011

15BH-007

15BH-005

15BH-002

15BH-003

Knightsbridge R

oad

A

r

b

o

r

e

t

u

m

P

k

w

y

N

.

A

r

c

h

V

illa

g

e

C

r

t

.

Arch Road

Brundidge R

oad

ARCH ROAD IMPROVEMENTS

ARCH ROAD AT ARBORETUM PARKWAY

CHESTERFIELD COUNTY, VIRGINIA

Base Plan Provided by JMT on 12-30-2014.

BORING LOCATION PLAN

14613141

P. JOHNSTON

E. DRAHOS

2

FEB. 2015

Figure Name:

Project Number:

Done:

Reviewed:

Figure Number:

Date:

00 100' 200'

SCALE: 1"=100'

G:\2

014\R

ichm

ond\14613141 A

rch R

oad

W

id

en

ing

, C

he

sterfield C

o., V

A\0

3-S

E P

ro

du

cts\08

-C

AD

\B

oring Locatio

n P

lan.dw

g, 2/3/201

5 1

:2

2:1

7 P

M


APPENDIX A

SUBSURFACE EXPLORATION DATA

Subsurface Exploration Procedures General Notes for Subsurface Exploration Logs Identification of Soil Boring Logs, 15BH-001 through 15BH-011 Photographs for Asphalt Cores in Borings (2 Sheets)

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 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. Water level data are indicated on the logs. 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.

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. Hand Auger Our personnel drilled a hand auger using a three-inch O.D. auger. We visually classified the soils encountered according to ASTM D2488. Dynamic Cone Penetrometer (DCP) measurements were obtained in the hand auger to provide a general indication of the relative density or consistency of the in-situ soils. The DCP uses a 15 lb steel weight falling 20 inches that strikes the anvil to cause penetration of a 1½ inch diameter cone (45° vertex angle) that has been seated 2 inches in the bottom of the hole. The blows required to drive the embedded cone a depth of 1¾ inches have been correlated to N values derived from the SPT. DCP values are shown in the “Standard Penetration Test Hammer Blows” column. 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. Boring Locations and Elevations Our personnel staked the borings in the field with a portable sub-meter handheld GPS unit. Figure 2 shows the approximate boring locations. Ground surface elevations at the boring locations were obtained from the topographic site plan received from your office on December 30, 2014. 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. Some variation can be expected between samples visually classified and samples classified in the laboratory.

3. 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.

4. 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.

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 shown on the logs 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

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.

2.5

4

19.7

21.5

48 25 58.5

0.0 / 239.07-INCHES ASPHALT0.6 / 238.46-INCHES DENSE GRADED AGGREGATE1.0 / 238.0Terrace, gray-brown, SANDY LEAN CLAY, containsroot fragments, and mica, firm, moist (CL) [C]

SAME, gray, stiff below 3 ft

Bottom of Boring at 5 ft.

75

45

PAGE 1 OF 1

15BH-001

15BH-001

FIELD DESCRIPTION OF STRATA

GROUND WATER

PAGE 1 OF 1OFFSET: 6 ft RLONGITUDE: 77.571900° WCOORD. DATUM: NAD 83

REMARKS: Rig Type: CME-45B (Truck).Boring backfilled with cuttings on completion.

Copyright 2015, Commonwealth of Virginia

SP

T_L

OG

AB

:AR

CH

RO

AD

VD

OT

LO

GS

.GP

J:8.

30.0

03:0

1251

2:2/

3/1

5

PK

T. P

EN

ET

RO

ME

TE

R (

tsf)

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

FIN

ES

CO

NT

EN

T -

#200

(%

)

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%

)

NOT ENCOUNTERED DURING DRILLING

NO LONG TERM MEASUREMENTS TAKEN

DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L

PROJECT #:LOCATION:STRUCTURE:

ELE

VA

TIO

N (

ft)

238

236

234

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

STATION: 11+00LATITUDE: 37.493332° NSURFACE ELEVATION: 239.0 ft

14613141ARCH ROAD IMPROVEMENTSARCH ROAD

Date(s) Drilled: 01/15/2015 - 01/15/2015Drilling Method(s): 2-1/4" ID Hollow Stem AugerSPT Method: Safety Hammer (140 lb)Other Test(s): Not ApplicableDriller: Ayers & Ayers, Inc.Logger: Zach Voris

11

3

4

3

3

7

4

9

1

3

5

18.9

16.3

0.0 / 246.011.75-INCHES ASPHALT

0.9 / 245.15-INCHES DENSE GRADED AGGREGATE1.3 / 244.7Terrace, brown gray, fine to medium, CLAYEY SAND, contains rootfragments, and mica, medium dense, moist (SC) [C]

SAME, loose below 3 ft


70

65

PAGE 1 OF 1

15BH-002

15BH-002


GROUND WATER

PAGE 1 OF 1OFFSET: 7 ft LLONGITUDE: 77.571681° WCOORD. DATUM: NAD 83



SP

T_L

OG

:AR

CH

RO

AD

VD

OT

LO

GS

.GP

J:8.

30.0

03:0

1251

2:2/

3/1

5

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

(%

)NOT ENCOUNTERED DURING DRILLING


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

244

242

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




5

5

6

3

6

4

7

6

1

3

5

2.5

2.5

12.1

31.1

0.0 / 256.06-INCHES ASPHALT0.5 / 255.58-INCHES DENSE GRADED AGGREGATE

1.4 / 254.6Residual, orange-brown, SANDY SILT, contains mica, firm,moist (ML) [D]

SAME, soft below 4 ft


27

33

47

PAGE 1 OF 1

15BH-003

15BH-003


GROUND WATER




SP

T_L

OG

A:A

RC

H R

OA

D V

DO

T L

OG

S.G

PJ:

8.30

.003

:012

512:

2/3

/15

PK

T. P

EN

ET

RO

ME

TE

R (

tsf)

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)

254

252

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




10

2

1

4

3

2

3

4

2

0.5

2

3.5

5

14.0

14.4

10.7

11.3

0.0 / 266.04-INCHES ROOTMAT AND TOPSOIL0.4 / 265.6Fill, dark brown, fine to coarse, CLAYEY SAND FILL, containsgravel, and root fragments, loose, moist (SC) [A]

4.0 / 262.0Terrace, orange-gray, fine to medium, SILTY SAND, contains rootfragments, medium dense, moist (SM) [C]


65

40

53

53

PAGE 1 OF 1

15BH-004

15BH-004


GROUND WATER




SP

T_L

OG

:AR

CH

RO

AD

VD

OT

LO

GS

.GP

J:8.

30.0

03:0

1251

2:2/

3/1

5

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)

264

262

260

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




2

2

3

5

6

6

7

6

3

2

2

3

4

6

2

4

5.5

7

1.5 29.9

0.0 / 269.09.75-INCHES ASPHALT

0.8 / 268.220-INCHES DENSE GRADED AGGREGATE

2.0 / 267.0Residual, orange-gray, SANDY SILT, contains rock fragmentsand mica, soft, moist (ML) [D]


55

40

PAGE 1 OF 1

15BH-005

15BH-005


GROUND WATER




SP

T_L

OG

A:A

RC

H R

OA

D V

DO

T L

OG

S.G

PJ:

8.30

.003

:012

512:

2/3

/15

PK

T. P

EN

ET

RO

ME

TE

R (

tsf)

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)

268

266

264

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




9

2

13

2

9

2

5

3

1

3

5

6.9

8.2

NP NP 28.8

0.0 / 269.06.5-INCHES ASPHALT0.5 / 268.58-INCHES DENSE GRADED AGGREGATE1.2 / 267.8Alluvial, brown-gray, fine to medium, SILTY SAND, tracegravel, dense, moist (SM) [B]

SAME, loose below 3 ft


65

40

PAGE 1 OF 1

15BH-006

15BH-006


GROUND WATER




SP

T_L

OG

B:A

RC

H R

OA

D V

DO

T L

OG

S.G

PJ:

8.30

.003

:012

512:

2/3

/15

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

FIN

ES

CO

NT

EN

T -

#200

(%

)

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)

268

266

264

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




20

11

15

4

26

4

23

8

1

3

5

2.75 30.4

15.7

0.0 / 270.06-INCHES ASPHALT0.5 / 269.58-INCHES DENSE GRADED AGGREGATE1.2 / 268.8Fill, red-gray, SANDY FAT CLAY FILL, contains mica, andgravel, firm, moist (CH) [A]SAME, gray-brown, firm below 2 ft

3.5 / 266.5Terrace, brown-gray, fine to medium, CLAYEY SAND,contains root fragments, loose, wet (SC) [C]


73

27

40

PAGE 1 OF 1

15BH-007

15BH-007


GROUND WATER




SP

T_L

OG

A:A

RC

H R

OA

D V

DO

T L

OG

S.G

PJ:

8.30

.003

:012

512:

2/3

/15

PK

T. P

EN

ET

RO

ME

TE

R (

tsf)

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

(%

)

FIRST ENCOUNTERED AT 3.5 ft DEPTH


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

268

266

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




8

2

1

5

3

2

3

3

2

0.5

2

3.5

5

17.6

13.5

17.4

0.0 / 274.05-INCHES ASPHALT0.4 / 273.61-INCH DENSE GRADED AGGREGATE0.5 / 273.5Terrace, brown, SANDY LEAN CLAY, firm, moist (CL) [C]2.0 / 272.0Brown, fine to medium, CLAYEY SAND, loose, moist (SC)

3.0 / 271.0Brown-gray, fine to medium, POORLY GRADED SAND WITHSILT, contains gravel, medium dense, moist (SP-SM)

SAME, white gray, wet below 4.5 ft

SAME, dense below 5 ft

SAME, medium dense below 7 ft

Bottom of Boring at 7.5 ft.

PAGE 1 OF 1

15HA-008

15HA-008


GROUND WATER


REMARKS: Rig Type: 3 1/4" O.D. Hand Auger.Hand auger backfilled with cuttings on completion.Values under the SPT Hammer Blows column are the blows for the Dynamic Cone Penetrometer,see "General Notes for Subsurface Exploration Logs" for more details.Copyright 2015, Commonwealth of Virginia

SP

T_L

OG

:AR

CH

RO

AD

VD

OT

LO

GS

.GP

J:8.

30.0

03:0

1251

2:2/

3/1

5

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

(%

)FIRST ENCOUNTERED AT 4.5 ft DEPTH


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

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



Date(s) Drilled: 01/15/2015 - 01/15/2015Drilling Method(s): Hand AugerSPT Method: Dynamic Cone PenetrometerOther Test(s): Not ApplicableDriller: Not ApplicableLogger: Zach Voris

5

6

11

6

33

22

13

8

8

18

11

48

44

20

11

13

25

23

52

52

19

0.8

1.3

2

2.5

3

3.5

4

4.5

5

5.5

6

6.5

7

7.5

22.1

21.5

NP NP 39.9

0.0 / 262.07.25-INCHES ASPHALT0.6 / 261.45-INCHES DENSE GRADED AGGREGATE1.0 / 261.0Residual, speckled white-brown, fine to coarse, SILTYSAND, contains mica, medium dense, moist (SM) [D]


65

60

PAGE 1 OF 1

15BH-009

15BH-009


GROUND WATER




SP

T_L

OG

B:A

RC

H R

OA

D V

DO

T L

OG

S.G

PJ:

8.30

.003

:012

512:

2/3

/15

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

FIN

ES

CO

NT

EN

T -

#200

(%

)

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)

260

258

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


14613141ARCH ROAD IMPROVEMENTSARBORETUM PKWY


4

4

6

6

8

6

10

6

1

3

5

4.5

16.1

21.1

0.0 / 260.04-INCHES ROOTMAT AND TOPSOIL0.3 / 259.7Probable Fill, brown-gray, fine to medium, CLAYEY SAND,contains rock fragments, loose, moist (SC) [A]

3.0 / 257.0Terrace, red-brown, SANDY SILT, contains gravel, and mica,moist (ML) [C]


55

53

67

PAGE 1 OF 1

15BH-010

15BH-010


GROUND WATER




SP

T_L

OG

A:A

RC

H R

OA

D V

DO

T L

OG

S.G

PJ:

8.30

.003

:012

512:

2/3

/15

PK

T. P

EN

ET

RO

ME

TE

R (

tsf)

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)

258

256

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


14613141ARCH ROAD IMPROVEMENTSARBORETUM PKWY


2

2

2

2

2

4

7

2

2

32

3.5

5

4.5

3.5

2.5

21.8

11.3

22.9

31.2

30.0

47 26 46.5

0.0 / 271.06-INCHES ROOTMAT AND TOPSOIL0.5 / 270.5Terrace, gray-brown, fine to medium, SILTY SAND,contains root fragments, loose, moist (SM) [C]

2.0 / 269.0Red-brown, fine to coarse, CLAYEY SAND, containsmica, medium dense, moist (SC)

SAME, contains gravel below 4 ft

6.0 / 265.0Residual, light gray and brown, SANDY SILT, stiff,moist (ML) [D]

8.0 / 263.0White and red, SILT WITH SAND, contains mica, firm,moist

SAME, brown, stiff below 13 ft


65

50

90

75

70

95

PAGE 1 OF 1

15BH-011

15BH-011


GROUND WATER




SP

T_L

OG

AB

:AR

CH

RO

AD

VD

OT

LO

GS

.GP

J:8.

30.0

03:0

1251

2:2/

3/1

5

PK

T. P

EN

ET

RO

ME

TE

R (

tsf)

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

FIN

ES

CO

NT

EN

T -

#200

(%

)

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)

270

265

260

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




4

4

6

5

2

3

5

3

10

7

2

4

3

6

13

7

4

5

6

10

15

9

5

10

2

4

6

8

10

13

15

ARCH ROAD IMPROVEMENTS ARCH ROAD AT ARBORETUM PARKWAY

CHESTERFIELD COUNTY, VIRGINIA PROJECT NO. 14613141

© Schnabel Engineering 2015 All Rights Reserved

Page 1 of 2

PHOTOGRAPH: 1

BORING: 15BH-001

LOCATION: Arch Road

ASPHALT THICKNESS: 7 ¼ inches

PHOTOGRAPH: 2

BORING: 15BH-006

LOCATION: Arch Road

ASPHALT THICKNESS: 6 ½ inches

ARCH ROAD IMPROVEMENTS ARCH ROAD AT ARBORETUM PARKWAY

CHESTERFIELD COUNTY, VIRGINIA PROJECT NO. 14613141

© Schnabel Engineering 2015 All Rights Reserved

Page 2 of 2

PHOTOGRAPH: 3

BORING: 15BH-009

LOCATION: Arboretum Parkway

ASPHALT THICKNESS: 7 ¼ inches


APPENDIX B

SOIL LABORATORY TEST DATA

Summary of Laboratory Tests (1 Sheet) Atterberg Limits (1 Sheet) Gradation Curves (1 Sheet) Moisture Density Relationship (2 Sheets) California Bearing Ratio Tests (2 Sheets)

15BH-001

1.0 - 3.0

238.0 - 236.0

Jar

Brown and gray, fine to coarse, SANDY LEANCLAY, trace gravel, CL RICH C 58.5 76.4 -- 19.7 48 23 25 -- -- -- -- -- --

15BH-006

1.0 - 3.0

268.0 - 266.0

Jar

Brown, fine to coarse, SILTY SAND, tracegravel, SM RICH B 28.8 64.4 5.5 6.9 NP NP NP -- -- -- -- -- --

15BH-007

1.0 - 5.0

269.0 - 265.0

Bulk

Light brown, fine to coarse, SANDY FAT CLAYFILL, trace gravel, contains mica, CH (A-7-5) RICH A 56.8 73.7 5.2 28.5 63 31 32 104.0 19.1 105.5 19.0 0.3 9.2

15BH-009

1.0 - 3.0

261.0 - 259.0

Jar

Light brown, fine to coarse, SILTY SAND,trace gravel, SM RICH D 39.9 67.0 -- 22.1 NP NP NP -- -- -- -- -- --

15BH-011

2.0 - 6.0

269.0 - 265.0

Bulk

Brown, fine to coarse, CLAYEY SAND, tracegravel, SC (A-7-6) RICH C 46.5 66.3 1.7 21.8 47 21 26 112.9 14.9 114.9 14.3 0.1 8.7

Sheet 1 of 1

BoringNo.

Summary Of Laboratory TestsAppendix B

Description of SoilSpecimen

Project Number: 14613141

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 indicated and visualclassification.3. Key to abbreviations: NP=Non-Plastic; -- indicates no test performed

Project:

SampleDepth

ft

Elevationft

Arch Road ImprovementsArch Road at Arboretum ParkwayChesterfield County, VA

SampleType

DY

NA

MIC

LA

B S

UM

MA

RY

A

RC

H R

OA

D S

CH

NA

BE

L L-

{437

64C

37-E

206-

4E5D

-880

5-C

F45

53B

095E

5}-V

9416

15.

GP

J S

CH

NA

BE

L D

AT

A T

EM

PLA

TE

201

0_0

2_2

5.G

DT

2/3

/15

CB

R D

ry D

ensi

tyA

t C

om

pac

tio

n (

pcf

)

CB

R M

ois

ture

Co

nte

nt

(%)

Max

imu

m D

ryD

ensi

ty (

pcf

)

Str

atu

m

Pla

stic

Lim

it

CB

R V

alu

e

% P

assi

ng

No

. 40

Sie

ve

Op

tim

um

Mo

istu

reC

on

ten

t (%

)

Liq

uid

Lim

it

% P

assi

ng

No

. 200

Sie

ve

Nat

ura

lM

ois

ture

(%

)

Pla

stic

ity

Ind

ex

% R

etai

ned

No

. 4 S

ieve

Tes

tin

g L

abo

rato

ry

CB

R P

erce

nt

Sw

ell

0

20

40

60

80

0 20 40 60 80 100

ML

CL

LIQUID LIMIT

15BH-001

15BH-007

15BH-011

FinesPIPL TestingLab

Brown and gray, fine to coarse, SANDY LEAN CLAY, tracegravel, CL

Light brown, fine to coarse, SANDY FAT CLAY FILL, tracegravel, contains mica, CH (A-7-5)

Brown, fine to coarse, CLAYEY SAND, trace gravel, SC(A-7-6)

LLSpecimen

PLOTTED DATA REPRESENTS SOIL PASSING NO. 40 SIEVE

48

63

47

23

31

21

25

32

26

59

57

47

CL-ML

1.0 ft

1.0 ft

2.0 ft

MH

CH

Description

RICH

RICH

RICH

PLA

ST

ICIT

Y IN

DE

X

ATTERBERG LIMITSProject: Arch Road Improvements

Arch Road at Arboretum ParkwayChesterfield County, VA

Contract: 14613141AT

TE

RB

ER

G_L

IMIT

S A

RC

H R

OA

D S

CH

NA

BE

L L-

{437

64C

37-E

206

-4E

5D-8

805-

CF

4553

B09

5E5}

-V94

161

5.G

PJ

SC

HN

AB

EL

DA

TA

TE

MP

LAT

E 2

008

_04_

22.

GD

T 2

/3/1

5

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

4 3

GRAIN SIZE IN MILLIMETERS

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

U.S. SIEVE OPENING IN INCHES

200100 1406040

5.2

1.7

23 3/41.5 6

Light brown, fine to coarse, SANDY FAT CLAY FILL, tracegravel, contains mica, CH (A-7-5)

Brown, fine to coarse, CLAYEY SAND, trace gravel, SC (A-7-6)

Specimen

1.0 ft

2.0 ft

1.0 ft

2.0 ft

--

--

--

--

LL

U.S. SIEVE NUMBERS

5030

GRADATION CURVES

1/23/8

PL PI Cc Cu

15BH-007

15BH-011

63

47

31

21

32

26

%Clay

15BH-007

15BH-011

%Silt%GravelSpecimen

Sample Description

D30

16 2014

%Sand

ASTM D422

ASTM D422

38.0

51.8

81041

56.8

46.5

HYDROMETER

6

Test Method D10

--

--

--

--

D60

0.11

0.27

D100

25.4

25.4

RICH

RICH

Testing Lab

Project: Arch Road ImprovementsArch Road at Arboretum ParkwayChesterfield County, VA

Contract: 14613141SIE

VE

5 S

HE

ET

AR

CH

RO

AD

SC

HN

AB

EL

L-{4

3764

C37

-E20

6-4E

5D-8

805-

CF

4553

B09

5E5}

-V94

161

5.G

PJ

SC

HN

AB

EL

DA

TA

TE

MP

LAT

E 2

010

_02_

25.

GD

T 2

/3/1

5

fine coarseCOBBLES SILT OR CLAY

medium fine

SANDGRAVELcoarse

95.0

96.0

97.0

98.0

99.0

100.0

101.0

102.0

103.0

104.0

105.0

106.0

107.0

13 15 17 19 21 23 25

VTM1

Comments:Bulk sample obtained from auger cuttings over

the depth interval 1.0 to 5.0 feet

DR

Y D

EN

SIT

Y, p

cf

MOISTURE DENSITY RELATIONSHIP

104.0

19.1

Test Methods:

Sample Description:

Opt. Moisture (%):

Max. Dry Density (pcf):

Assumed Specific Gravity:

Sample Source: 15BH-007, 1.0 ft

Light brown, fine to coarse, SANDY FATCLAY FILL, trace gravel, contains mica, CH(A-7-5)

2.68

01-27-15Date: DSReviewed By:

WATER CONTENT, %

Testing Lab: RICH

Liquid Limit (LL): 63

Plasticity Index (PI): 32

% Passing # 200 Sieve: 56.8

% Retained #4 Sieve: 5.2


Contract: 14613141CO

MP

AC

TIO

N A

RC

H R

OA

D S

CH

NA

BE

L L-

{437

64C

37-E

206-

4E5D

-880

5-C

F45

53B

095E

5}-V

9416

15.

GP

J S

CH

NA

BE

L D

AT

A T

EM

PLA

TE

200

8_0

4_2

2.G

DT

2/3

/15

103.0

104.0

105.0

106.0

107.0

108.0

109.0

110.0

111.0

112.0

113.0

114.0

115.0

9 11 13 15 17 19 21

VTM1

Comments:Bulk sample obtained from auger cuttings over

the depth interval 2.0 to 6.0 feet

DR

Y D

EN

SIT

Y, p

cf

MOISTURE DENSITY RELATIONSHIP

112.9

14.9

Test Methods:

Sample Description:

Opt. Moisture (%):

Max. Dry Density (pcf):

Assumed Specific Gravity:

Sample Source: 15BH-011, 2.0 ft

Brown, fine to coarse, CLAYEY SAND, tracegravel, SC (A-7-6)

2.68

01-27-15Date: DSReviewed By:

WATER CONTENT, %

Testing Lab: RICH






Contract: 14613141CO

MP

AC

TIO

N A

RC

H R

OA

D S

CH

NA

BE

L L-

{437

64C

37-E

206-

4E5D

-880

5-C

F45

53B

095E

5}-V

9416

15.

GP

J S

CH

NA

BE

L D

AT

A T

EM

PLA

TE

200

8_0

4_2

2.G

DT

2/3

/15

0

20

40

60

80

100

120

140

160

180

200

220

240

0 0.1 0.2 0.3 0.4 0.5

9.2, Soaked

Dry Density Before Soaking (pcf):

Dry Density After Soaking (pcf):

Maximum Dry Density (pcf):

Moisture Content Before Soaking (%):

Moisture Content After Soaking (Avg) (%):

Sample Description:

PENETRATION (INCHES)

CALIFORNIA BEARING RATIO TEST

Surcharge (psf):

CBR:

0.3

50

Optimum Moisture Content (%): 19.1

20.5

19.0

104

105.1

105.5

Swell (%):

ST

RE

SS

ON

PIS

TO

N (

psi)

Test Method:

Sample Depth:

15BH-007

VTM-8

Sample Source:

Light brown, fine to coarse, SANDY FATCLAY FILL, trace gravel, contains mica, CH(A-7-5)

1.0 ft Moisture Content Top Inch After Soak (%): 22.8

RICHTesting Lab:


Contract: 14613141





CB

R S

ING

LE P

OIN

T A

RC

H R

OA

D S

CH

NA

BE

L L-

{437

64C

37-E

206-

4E5D

-880

5-C

F45

53B

095E

5}-V

9416

15.

GP

J S

CH

NA

BE

L D

AT

A T

EM

PLA

TE

200

8_0

4_2

2.G

DT

2/3

/15

0

20

40

60

80

100

120

140

160

180

200

220

240

0 0.1 0.2 0.3 0.4 0.5

8.7, Soaked

Dry Density Before Soaking (pcf):

Dry Density After Soaking (pcf):

Maximum Dry Density (pcf):

Moisture Content Before Soaking (%):

Moisture Content After Soaking (Avg) (%):

Sample Description:

PENETRATION (INCHES)

CALIFORNIA BEARING RATIO TEST

Surcharge (psf):

CBR:

0.1

50

Optimum Moisture Content (%): 14.9

15.0

14.3

112.9

114.8

114.9

Swell (%):

ST

RE

SS

ON

PIS

TO

N (

psi)

Test Method:

Sample Depth:

15BH-011

VTM-8

Sample Source:

Brown, fine to coarse, CLAYEY SAND, tracegravel, SC (A-7-6)

2.0 ft Moisture Content Top Inch After Soak (%): 16.4

RICHTesting Lab:


Contract: 14613141





CB

R S

ING

LE P

OIN

T A

RC

H R

OA

D S

CH

NA

BE

L L-

{437

64C

37-E

206-

4E5D

-880

5-C

F45

53B

095E

5}-V

9416

15.

GP

J S

CH

NA

BE

L D

AT

A T

EM

PLA

TE

200

8_0

4_2

2.G

DT

2/3

/15


APPENDIX C

CALCULATIONS

Pavement Design (8 Sheets)

Project: Arch Road Calculations By: EGD Date: 8/26/2015

Date: 8/26/2015 Checked By: PJ Date: 8/26/2015

Contract No.: 14613141 Sheet No.: 1 of 2

Step 1 - Determine Design ESALs

INPUT IN BLUE

2 way AADT = 8435

% Trucks = 2%

% Trucks in Design Lane = 100%

Growth Rate = 1.00%

Design Period = 20

Directional Distribution = 50.00%

% Single Unit Trucks = 0.00%

% Tractor Trailer Trucks = 2.00%

% Cars / Passenger Vehicles = 98.00%

Design Truck Factors:

Cars / Passenger vehicles = 0.0002

Single Unit Trucks = 0.46

Tractor Trailer Trucks = 1.05

G*Y = 22.02

ESAL = 718,947

Step 2 - Determine the Required Structural Number (SNreqd)

INPUT IN BLUE KNOWN

Reliability 90 % Zr -1.281611

So 0.49 ESAL 718,947

PSIi 4.2 delta psi 1.4

PSIf 2.8

Mr 9000 psi

SNreqd 3.23 ==>Modify this value until delta equals zero.

0.00 ∆ values

5.856696897 Left Hand Equation

5.857157248 Right Hand Equation

Determine the Design Flexible Pavement Section per AASHTO 1993 Guide

Project: Arch Road

Date: 08/26/15


Step 3 - Design the Pavement Section

Design Pavement Section

Layer Material

Structural Coeficient

(a) Thickness (in)

Subgrade Moisture

Condition (m) SN

1 SM-12.5A 0.44 2.0 1 0.88

2 IM-19.0A 0.44 2.0 1 0.88

3 BM-25.0A 0.44 2.5 1 1.10

4 DGA - 21B 0.12 5.5 1 0.66

5

6

7

Total Thickness 12.0 SNeff 3.52

SNreqd 3.23

OK

Determine the Design Flexible Pavement Section per AASHTO 1993 Guide (cont.)

Project: Roundabout Truck Apron Calculations By: EGD Date: 8/26/2015




INPUT IN BLUE

2 way AADT = 8435

% Trucks = 2%


Growth Rate = 1.00%

Design Period = 30









G*Y = 34.78

ESAL = 1,719,728

Step 2 - Determine the Required Slab Thickness (Dreqd)

INPUT IN BLUE KNOWN

Serviceability Parameters


So 0.39 ESAL 1,719,728


PSIf 2.8

Construction & Materials Parameters

Pavement Type Jointed Plain Concrete

Concrete Elastic Modulus (Ec) 5000000 psi

Concrete Modulus of Rupture (S'c) 650 psi

Load Transfer Coefficient (J) 3.2

Mean Effective k-value 250 psi/inch

Drainage Coefficent (Cd) 1.0

Dreqd 7.7 ==>Modify this value until delta equals zero.

0.00 ∆ values



Determine the Design Rigid Pavement Section per AASHTO 1993 Guide

Project: Roundabout Truck Apron

Date: 08/26/15


Step 3 - Design Pavement Section


Layer Material Thickness (in)

1

Jointed Plain

Concrete 8.0 Dreqd = 7.7 OK

2 VDOT 21A 6.0

3

4

Total Thickness = 14.0 in

Determine the Design Rigid Pavement Section per AASHTO 1993 Guide (cont.)

Project: Arch Road Overlay Calculations By: EGD Date: 8/26/2015




INPUT IN BLUE

2 way AADT = 8435

% Trucks = 2%


Growth Rate = 1.00%

Design Period = 20









G*Y = 22.02

ESAL = 718,947

Step 2 - Determine the Required Structural Number (SNreqd)

INPUT IN BLUE KNOWN


So 0.49 ESAL 718,947


PSIf 2.8

Mr 9000 psi

SNreqd 3.23 ==>Modify this value until delta equals zero.

0.00 ∆ values



Determine the Design Flexible Pavement Section per AASHTO 1993 Guide

Project: Arch Road Overlay

Date: 08/26/15


Step 3 - Design the Pavement Section


Layer Material

Structural Coeficient

(a) Thickness (in)

Subgrade Moisture

Condition (m) SN

1 SM-12.5A 0.44 3.0 1 1.32

2 Existing Asphalt 0.30 3.5 1 1.05

3 Existing Stone 0.11 8.0 1 0.88

4

5

6

7

Total Thickness 14.5 SNeff 3.25

SNreqd 3.23

OK

Note: Considers 3 inches of existing asphalt milled

Determine the Design Flexible Pavement Section per AASHTO 1993 Guide (cont.)

Documents

GEOTECHNICAL ENGINEERING REPORT - FCE Inc ...Schnabel) is pleased to submit our revised geotechnical engineering report for this project. This report includes tables, figures and appendices