VA_FLAP_NPNWS_105(1)_GeotechReport.pdf

SOILS AND FOUNDATIONS REPORT

NO. 02-17

PROJECT VA FLAP NPNWS 105(1)

REPLACEMENT OF FORT EUSTIS BOULEVARD (ROUTE 105) BRIDGE

OVER LEE HALL RESERVIOR

CITY OF NEWPORT NEWS

NEWPORT NEWS, VIRGINIA

VDOT Project No. 0105-121-R92

UPC# 105624

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division

21400 Ridgetop Circle Sterling, VA 20166

May 2018

TABLE OF CONTENTS

1 INTRODUCTION

1.1 General

1.2 Project Description

2 SITE GEOLOGY

3 SUBSURFACE EXPLORATION PROGRAM

3.1 Previous Subsurface Exploration Programs

4 PROCEDURES AND RESULTS

4.1 General

4.2 Laboratory Testing

4.3 Generalized Subsurface Conditions

4.3.1 Asphalt and Concrete Pavement

4.3.2 Fill

4.3.3 Shirley Formation

4.3.4 Alluvium Deposits

4.3.5 Yorktown Formation

4.3.6 Groundwater

5 DESIGN ANALYSIS AND RECOMMENDATIONS

5.1 General

5.2 Seismic Design Considerations

5.3 Scour

5.4 Bridge Loading

5.5 Foundation Type Considerations

5.6 Soil Design Parameters

5.7 Structural Resistance

5.8 Geotechnical Resistance

5.9 Negative Skin Friction (Downdrag)

5.10 Lateral Resistance

5.11 Settlement

5.12 Recommendations

5.13 Abutment Walls

6 CONSTRUCTION CONSIDERATIONS

6.1 Excavation

6.2 Driven Pile Installation and Quality Control

7 DISCLAIMER/LIMITATIONS CLAUSE

8 REFERENCES

APPENDICES

APPENDIX A – Figures APPENDIX B – Borings Location Map APPENDIX C – Boring Logs APPENDIX D – Laboratory Testing Results APPENDIX E – Typical Details APPENDIX F – Design Computations APPENDIX G – Representative Site Photographs

Note: Design changes made subsequent to distribution of this report and prior to project advertisement will be documented in a memo inserted after the title page.

SOILS AND FOUNDATIONS REPORT

NO. 02-17

PROJECT VA FLAP NPNWS 105 (1)

REPLACEMENT OF FORT EUSTIS BOULEVARD (ROUTE 105) BRIDGE

OVER LEE HALL RESERVIOR

CITY OF NEWPORT NEWS

NEWPORT NEWS, VIRGINIA

1 INTRODUCTION

1.1 General

This report summarizes the results of the subsurface exploration, laboratory testing, and design analyses and presents our evaluations and recommendations for the replacement of Fort Eustis Boulevard (Route 015) Bridge over Newport News (Lee Hall) reservoir in Newport News, Virginia. The site location and vicinity map is presented in Figure 1 in Appendix A.

1.2 Project Description

The project consists of replacing the Bridge on Route 105 over the Lee Hall Reservoir.

We understand that this portion of Route 105 is within the National Highway System (NHS) with annual average daily traffic (ADT) of 38,000 in 2015.

The existing bridge was originally constructed in 1960 and was widened in 1985. We understand that the existing abutments are supported on timber piles and its 15 bents are supported on pre-stressed concrete piles (PSC). PSC piles were also used to support the bridge widening of 1985.

The latest bridge inspections performed in 2015 and 2016 indicated that the bridge requires extensive repairs and it was nearing the end of its useful lifespan. A value engineering (VE) study indicated that replacing the bridge represents the most cost effective alternative.

The new bridge will be 690 ft long with five 12-ft wide lanes, two 10-ft wide shoulders, and a 4-ft wide median. The low chord of the bridge will be raised approximately 1.3 ft to accommodate a 100-year flood event. The bridge superstructure will consist of decked bulb tee beams. The bridge will have 8 abutment bents.

2 SITE GEOLOGY

The project site is located within the Coastal Plain Physiographic Province in Virginia, which consists mainly of interbedded layers of varying mixtures of sands, silts and clays.

Vertical variation within the geologic formations of the Coastal Plain is often controlled by cyclic transgression and regression of the Atlantic Ocean. The geologic units include the Shirley (Qsh) and Yorktown (Ty) formations and Alluvium (Qal) deposits.

Project: VA FLAP NPNWS 105(1) Soils and Foundations Report City of Newport News No. 02-17 Newport News, VA

2 U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VA

The Shirley formation consists of fluvial deposits of interbedded gravel, sand, silt, clay, and peat. Underlying the Shirley formation is the Yorktown formation, which is characterized by overconsolidated sand and clay with an abundance of calcareous sands (i.e., marine shell). Alluvium deposits consisting of sand, silt and clay with organic soils of varying thicknesses, were encountered in the borings drilled within the reservoir. The site geologic map is provided in Figure 2 in Appendix A.

3 SUBSURFACE EXPLORATION PROGRAM

3.1 Previous Subsurface Exploration Programs

Schnabel Engineering performed a subsurface exploration program at the subject site.

The program consisted of drilling six (6) test borings to a depth of 90 ft, below existing site grades, excavating several test pits, and performing laboratory testing on representative soil samples. They also conducted non-destructive testing (NDT) on some of the exiting piles to evaluate their integrity. The findings from their subsurface exploration program is provided in their geotechnical report dated January 28, 2016(3).

The report also included discussion of previous geotechnical investigation work, performed by others, for the Lee Hall Reservoir Dam Improvement.

4 PROCEDURES AND RESULTS

4.1 General

The subsurface exploration program for this project consisted of soil borings and laboratory testing. The drilling operation was conducted by Fishburne Drilling Inc. under the supervision of Schnabel Engineering from April 26, 2017 to May 3,2017. Schnabel Engineering also performed the field logging. Ten (10) soil borings (17BH-01 through 17BH-10) were drilled, one boring at each of the proposed abutments and pile bent locations. The borings were drilled to depths varying from 105 feet to 115 feet below existing grades at each boring location (See Table 1).

The Standard Penetration Test (SPT) and soil sampling were performed at selected depths in the borings. Soil sampling was performed by driving the split-spoon sampler 24 inches, or until refusal, into the undisturbed soil under the impact of a 140 lb. automatic hammer free-falling 30 inches. The number of blows required to advance the sampler through each 6-inch interval was recorded on field boring logs. The total number of blows recorded for the middle twelve inches of the 24-inch sample range is designated as the “Standard Penetration Resistance” or N-value.

Upon completion of the Standard Penetration Testing, the sampler was removed from the ground and sample recovery measurements were made and recorded for each sampling

3 U.S. DEPARTMENT OF TRANSPORTATION

event. A field description by color, texture, and moisture was made for each recovered sample. Representative portions of split-spoon samples were preserved in glass jars. All samples were later transported to EFLHD’s Materials Testing Facility in Sevierville, TN for storage and laboratory testing. The sampling sequence and associated samples are presented on the appropriate boring log in Appendix C.

The borings were backfilled with auger cuttings and patched. Borings drilled through the bridge deck were covered with steel plates and later patched with concrete. Table 1 provides a summary of the borings. Appendix B provides the borings location map.

Table 1 – Summary of Field Data Boring

No.

Location Latitude/Longitude Top of the

Boring Elevation

(ft)

Bottom of Boring Elevation (Depth)

(ft)

17B-01 Abutment 1 37.17251502/-76.56351951 22.0 -88.0(110) 17B-02 Bent 1 37.17253002/-76.56329722 22.8 -82.2(105) 17B-03 Bent 2 37.17254942/-76.56300993 23.5 -91.5(115) 17B-04 Bent 3 37.1725688/-76.56272265 24.0 -91.0(115) 17B-05 Bent 4 37.1725882/-76.56243536 24.8 -88.7(113.5) 17B-06 Bent 5 37.1726076/-76.56214808 25.5 -89.0(114.5) 17B-07 Bent 6 37.172627/-76.56186079 26.2 -88.3(114.5) 17B-08 Bent 7 37.17264361/-76.56161453 26.7 -81.3(108) 17B-09 Bent 8 37.17265817/-76.56139909 27.2 -77.8(105) 17B-10 Abutment 2 37.17267271/-76.5611836 28.5 -81.5(110)

4.2 Laboratory Testing

A laboratory testing program was conducted on representative soil samples recovered during the drilling operation to aid in classification and evaluation of the engineering properties of subsurface soils. Laboratory testing including gradation analysis by sieve (AASHTO T 11/T 27), natural moisture content (AASHTO T 265), Atterberg limits (AASHTO T 89 & T 90), and classification (AASHTO M 145) were conducted in EFLHD Materials Laboratory. Electrochemical testing including pH (AASHTO T 289), Sulfate content (AASHTO T 290) and Chloride content (AASHTO T 291) were conducted by Colorado Analytical Laboratories, Inc. in Brighton, Colorado. The results of the laboratory testing program are presented in Appendix D.

4 U.S. DEPARTMENT OF TRANSPORTATION

4.3 Generalized Subsurface Conditions

This section provides a brief description of the of soil conditions encountered during the subsurface exploration. The stratification lines designating the interfaces between soil types on the boring logs in Appendix C represent approximate boundaries. The transition between materials may be gradual. It should be noted that one or more of the soil units may be absent at specific locations.

4.3.1 Asphalt and Concrete Pavement

Asphalt and concrete pavement thicknesses encountered at the borings ranged from 9.0 inch to 15.0 inch. The bridge deck reinforced concrete thickness ranged from 4.75 to 5.5 inches.

4.3.2 Fill

Fill material associated with the construction of the existing bridge was encountered in borings 17BH-01 and 17BH-10 drilled at Abutment 1 (west) and Abutment 2 (east), respectively. The fill layers encountered in borings 17BH-01 and 17BH-10 extended to the depths of 20 ft and 5 ft, respectively below exiting grade.

4.3.3 Shirley Formation

Beneath the fill materials, Shirley formation consisting of fluvial deposits of interbedded gravel, sand, silt, clay soils, and peat were encountered in Borings 17BH-01and 17BH-10 extending to depths of 6.5 ft and 5.5 ft, respectively, and was encountered in Boring 17BH-02 in the 7 ft below the Alluvium deposit. SPT N-values for this layer ranged from 2 to 17 bpf with an average value of 6 bpf.

4.3.4 Alluvium Deposits

Alluvium deposits, consisting of sand, silt and clay with organic soils of varying thicknesses, was encountered in all the borings drilled within the reservoir. SPT N-values for this layer ranged from weight of rod (WOR) to 8 bpf with an average value of 2 bpf.

4.3.5 Yorktown Formation

The Yorktown formation was encountered below the Shirley formation or the Alluvium deposit. This formation can be divided into upper and lower formations and described as follows:

Upper Yorktown Formation: This formation has more fine-grained materials compared to the lower formation with greater than 35% material passing the #200 sieve. SPT N-values for this formation ranged from 2 to 10 bpf with an average value of 4 bpf.

5 U.S. DEPARTMENT OF TRANSPORTATION

Lower Yorktown Formation: This formation is coarser compared to the upper formation with less than 35% material passing the #200 sieve. SPT N-values for this formation ranged from 2 to 59 bpf with an average value of 8 bpf.

4.3.6 Groundwater

Groundwater was encountered during drilling at depths of 10 ft (elevation 12 ft) and 15 ft (elevation 13.5 ft) below existing grade in Borings 17BH-01 and 17BH-10, respectively.

Groundwater level readings were made at the times and under the conditions stated on the boring logs. Fluctuations in groundwater level due to seasonal variations, rainfall, temperature, and other factors not evident at the time measurements were made should be expected.

5 DESIGN ANALYSIS AND RECOMMENDATIONS

5.1 General

All aspects of geotechnical design for the foundations were performed in accordance with AASHTO LRFD Bridge Design Specifications, Seventh Edition, 2014 with 2016 Interim Revisions.

5.2 Seismic Design Considerations

The results of our subsurface exploration were used to determine the Seismic Site Class for the project site based on Table 3.10.3.1-1 of AASHTO. SPT N-values of soil samples were used to classify the project site. The project site can be classified as Seismic Site Class E. The USGS Seismic Design Maps web application was used to determine the Seismic Site Coefficients. The corresponding horizontal response spectral acceleration coefficient (SD1) at 1-Second was 0.104g. The project site is considered in Seismic Zone 1 (i.e., SD1 ≤ 0 .15) in accordance with AASHTO Table 3.10.6-1.

5.3 Scour

Scour is the leading reason for bridge collapse. Therefore, it is an important element in the design analysis. Predicting the depth of scour is an integral part of the bridge foundation design, as it impacts the depth of the piles.

The Scour analysis for the new bridge was performed by the EFLHD Hydraulics Team.

Table 1 presents the results of a scour analysis based on the Hydraulics Memorandum dated August 9, 2017.

6 U.S. DEPARTMENT OF TRANSPORTATION

Table 1 - Scour depths and elevations Foundation Element Total Scour

(ft) Scour Elevation

(ft)

Abutment 1 (west) 1.0 9.21

Bent 1 3.66 11.22

Bent 2 3.93 4.78

Bent 3 4.12 -2.19

Bent 4 4.13 -2.71

Bent 5 4.13 -2.61

Bent 6 4.12 -2.4

Bent 7 4.13 -2.97

Bent 8 4.09 -0.86

Abutment 2 (East) 1.0 19.48

5.4 Bridge Loading

Structural loads provided by the Bridge team are listed in Table 2.

Table 2 – Applied structural loads per pile Substructure Axial (Fy)

(kips) Longitudinal (Fz)

(kips)

STR I STR V SER I STR I STR V SER I

Abutment 1 104.4* - 75.5* - - -

Abutment 2 99.8* - 72.3* - - -

Bent 1 285.5 263.9 205.3 - - -

Bent 2 327.1 303.4 236.3 - - -

Bent 3 327.6 303.7 236.5 6.1 9.0 9.4

Bent 4 327.9 303.9 236.7 4.5 7.4 6.2

Bent 5 327.5 303.7 236.5 4.4 7.3 6.0

Bent 6 316.6 394.2 229.3 5.8 8.7 8.8

Bent 7 272.7 252 196.1 - - -

Bent 8 262.6 242 188 - - - *Row 1 (battered); STR = Strength limit state; SRV=Service limit state.

7 U.S. DEPARTMENT OF TRANSPORTATION

5.5 Foundation Type Considerations

A deep foundation system consisting of 12-inch and 24-inch square pre-stressed reinforced concrete piles were chosen for the abutments and bents, respectively, to support the new bridge. The decision for selection of this foundation alternative was based on consideration of cost, constructability, environmental impacts, limits of disturbance, and familiarity with similar projects and soil profiles.

5.6 Soil Design Parameters

A summary of the soil design parameters used in our foundation design is presented in Table 3.

Table 3 –Soil design parameters Soil Type Consistency/ Density Unit

Weight (pcf)

Cohesion (psf)

(deg) ks 1

(pci)

Fill loose to dense 120 0 30 60 0.02

Alluvium very soft to soft 100 300 0 30 -very loose to loose 95 0 28 20 -

Shirley Formation soft to medium stiff 110 1000 0 50 0.01 loose to medium dense 120 0 30 50 - Upper Yorktown Formation very loose to loose 110 0 30 30 - Lower Yorktown Formation loose to medium dense 128 0 32 60 -

1 Modulus of subgrade reaction, k (static), based on correlations of typical values presented in the LPILE Manuals.

2 Corresponds to strain at 50% of maximum stress, based on correlations of typical values presented in the LPILE Manuals.

5.7 Structural Resistance

The maximum factored structural axial compressive resistances values for the 24-inch PSC piles are presented in Table 4. The values were calculated by the Bridge Team.

Table 4 - Factored Axial Structural Compressive Resistance

Pile Type Pile Size Maximum Factored Axial Structural

Compressive Resistance Allowed (Pr) 1 kip (tons)

Precast- Prestressed Concrete (PSC) 12-inch 353 (176) 24-inch 1412 (706)

1 Based on 0.75 resistance factor.

5.8 Geotechnical Resistance

The computer program Driven 1.2 was used to estimate the nominal geotechnical resistance (Rn) for piles. Factored maximum geotechnical resistances (Rr) were calculated assuming

8 U.S. DEPARTMENT OF TRANSPORTATION

that Pile Driving Analyzer (PDA) testing and analysis will be used during the construction process. The PDA results will confirm that the pile driving system (hammer and driving accessories, energy, etc.) can successfully install the piles to their planned depths/elevations without over stressing them. Consequently, a geotechnical resistance factor of 0.65 was used according to AASHTO, Table 10.5.5.2.3-1. AASHTO requires dynamic testing of at least 2% of the production piles with signal matching (CAPWAP).

We have assumed that the upper 5 feet are within the unsupported zone to account for scour, and therefore do not contribute to the pile axial resistance. The estimated lengths and factored geotechnical axial resistances for the selected pile sections are provided in Table 5. Factored axial resistance graphs are provided in Appendix E.

Table 5 – Estimated Pile Lengths

Substructure

Pile Cutoff

Elevation (ft)

Pile Type - Size

Factored Axial Geotechnical Resistance, Rr

(kip)

Estimated Embedded

Length (Penetration depth)

(ft)

Abutment A 21.01 PSC - 12 inch

110 48

Abutment B 26.89 110 48

Bent 1 17.71

PSC - 24 inch

370 60

Bent 2 18.43 420 59

Bent 3 19.27 420 59

Bent 4 20.00 420 60

Bent 5 20.73 420 60

Bent 6 21.46 400 58

Bent 7 22.15 350 55

Bent 8 22.70 340 56

5.9 Negative Skin Friction (Downdrag)

We understand that the new abutments will be raised approximately 8 ft. The neutral plane method was used to compute the downdrag force at the abutments. The calculated unfactored downdrag force at Abutment A and Abutment B were 52 and 53 kips, respectively. For both abutments, the maximum factored axial structural compressive resistance exceeded the factored permanent load and factored drag load combined.

Downdrag load computation is included in Appendix E.

5.10 Lateral Resistance

Lateral loads on driven piles are resisted by the stiffness of the pile and the adjacent soil.

9 U.S. DEPARTMENT OF TRANSPORTATION

Lateral deflections were evaluated for the piles using LPile program. Soil parameters as presented in Table 3 was used for the lateral analysis. In accordance with AASHTO Table 10.5.5.2.3-1, a lateral resistance factor (lat) of 1.0 was utilized. Sample lateral deflection computer output is included in Appendix E, with output files provided for Strength I, Strength V and Service I limit states condition, under both free and fixed head conditions, for bents subject to longitudinal loading. A summary of results for the various loading and head fixity conditions considered is listed in Table 6.

Table 6 – Summary of lateral analysis results Pile

Configuration Pile Head

Fixity Maximum

Lateral Deflection at Top of

Pile (in)

Maximum Bending

Moment in Pile

(kip-ft)

Maximum Shear in

Pile (kip)

Bent 3 Free 1.55 239 21.5

Fixed 0.33 143 9.4

Bent 4 Free 1.26 196 17

Fixed 0.26 113 7.4

Bent 5 Free 1.51 212 19.3

Fixed 0.31 118 7.3

Bent 6 Free 1.75 250 22.3

Fixed 0.36 141 8.8

5.11 Settlement

Piles group settlement was estimated using Janbu method and the neutral plane approach.

The total estimated settlement for the pile group supporting abutments A and B is estimated to be in the order of 3 inches. Settlement estimates do not include shortening of the pile due to elastic compression. The settlement computation is provided in Appendix E.

5.12 Recommendations

A deep foundation system consisting of PSC piles is recommended to support the proposed bridge. It is our understanding that the new abutments will be supported on two rows of 12-inch square piles and the intermediate bents will be supported on one row of 24-inch square piles. Pile lengths shall be determined using the bearing resistance graphs presented in Appendix E. We recommend a minimum center-to-center pile spacing of three (3)-times the pile width.

10 U.S. DEPARTMENT OF TRANSPORTATION

A minimum of one dynamic pile test at each bridge substructure should be performed.

All dynamic pile testing shall be performed in accordance with Section 551 of the FP-14.

5.13 Abutment Walls

We recommend that abutment walls should be designed using the soil parameters listed in Table 7. These recommended design parameters are based on the use of soils having a USCS classification of SM or more granular as fill against abutment walls.

Table 7 - Soil design parameters for abutment walls

Parameter Value

Moist Soil Unit Weight, γ (kcf) 0.120

Friction Angle, φ (deg.) 30

Active Earth Pressure Coeff., Ka 0.33

Passive Earth Pressure Coeff., Kp 3.0

At-rest Earth Pressure Coeff., Ko 0.5

6 CONSTRUCTION CONSIDERATIONS

This section discusses the geotechnical engineering recommendations for bridge construction. It is our opinion that contractors bidding or undertaking any work at the site should examine the results of the subsurface exploration, satisfy themselves as to the adequacy of the information for bidding and construction, make their own interpretation of the data, and consider the effect it may have on their cost proposal, construction techniques, schedule, and equipment capabilities. Furthermore, contractors should perform any additional geotechnical exploration they deem necessary to properly prepare their cost proposal.

6.1 Excavation

All excavations should be performed in accordance with applicable Federal, state, local, and OSHA standards and in accordance with Section 204 of the FP 14 Specifications.

6.2 Driven Pile Installation and Quality Control

Installation of driven piles, equipment used in pile driving and pile load testing, shall be in accordance with the Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects, FP-14, Section 551. Pile driving activities shall be observed and tested by a geotechnical engineer experienced in pile driving. The engineer, or his designated representative, shall be present all the time during pile driving operations to verify that all piles are driven to sufficient depths and that the proper driving criteria have

11 U.S. DEPARTMENT OF TRANSPORTATION

been met to achieve their design capacity. As indicated in Section 5.8, factored maximum geotechnical resistances (Rr) were calculated assuming dynamic pile load testing (PDA) will be performed during the driving process. Accordingly, per AASHTO requirements, at least 2% of the production piles shall be monitored using PDA during installation.

It is estimated that approximately 90% of the pile resistance will be realized within 2 to 7 days of driving the piles. Therefore, we recommend that all the test piles be re-struck while being monitored, no sooner than 48-hours after installation, with the PDA. The initial hammer blow, during restrike activities, is critical to the quality of dynamic data with respect to resistance interpretation. The pile driving hammer shall be warmed up before re-striking begins by applying at least 20 blows to another pile or other fixed object. The CAse Pile Wave Analysis Program (CAPWAP) signal matching program shall be used for the analysis of the dynamic pile test data to estimate the nominal pile bearing resistance.

Criteria for pile driving shall be established by the geotechnical engineer, prior to driving of production piles, based on the data collected from the PDA testing and the subsequent re-striking to ensure the installation of production piles without damage and to provide a means of determining when a pile has achieved its design resistance.

12 U.S. DEPARTMENT OF TRANSPORTATION

7 DISCLAIMER/LIMITATIONS CLAUSE

The subsurface explorations and tests described in the section on Procedures and Results have been conducted in accordance with standard practices and procedures (except as specifically noted). The results of these explorations and tests represent conditions at the specific locations indicated. Subsurface conditions between these locations may vary.

The Design Analysis and Conclusions section and the Recommendations section in this report include interpretations and recommendations developed by the Government in the process of preparing the design. These interpretations are not intended as a substitute for the personal investigation, independent interpretation, and judgment of the Contractor.

Prepared by:

Mohammed Elias, Ph.D., P.E.

Senior Geotechnical Engineer

Reviewed by:

Mounir Abouzakhm, P.E.

Division Geotechnical Engineer

13 U.S. DEPARTMENT OF TRANSPORTATION

8 REFERENCES

1 AASHTO (2014). LRFD Bridge Design Specifications, Customary U.S. Units, 7th Edition, with 2016-Interim, American Association of State Highway and Transportation Officials, Washington, D.C.

2 Hannigan, P.J., Rausche, F., Likins, G. E, Robinson, B. R., and Becker M. L. (2016).

Report No. FHWA-NHI-16-009: Design and Construction of Driven Pile Foundations, Federal Highway Administration, Washington, D.C.

3 Schnabel Engineering: Phase I Geotechnical Report – Route 105 (Fort Eustis Boulevard) Bridge over the Newport News (Lee Hall) Reservoir Replacement Project, Schnabel Reference 15613130, January 28,2016.

Appendix A

Site Location Map and Geologic Map

FIGURE 1: SITE LOCATION MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

STATE

VA

PROJECT

VA FLAP NPNWS 105(1)

Qsh: Shirley Formation (Quaternary) Shirley Formation - Interbedded gravel, sand, silt, clay, and peat; at altitudes to 35-45 ft. (top of unit).

Source: United States Geological Survey (USGS), Digital Representation of the 1993 Geologic Map of Virginia", 2003.

VA FLAP NPNWS 105(1)

FIGURE 2: SITE GEOLOGIC MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

STATE

VA

PROJECT

Newport News City (Lee Hall) Reservior

Existing Bridge Carrying Route 105 over Lee Hall Reservoir

Appendix B

Boring Coordinates and Subsurface Profile

BORING # Location Northing Easting

1 Abutment 1 ‐76.56351951 37.17251502

2 Bent 1 ‐76.56329722 37.17253002

3 Bent 2 ‐76.56300993 37.17254942

4 Bent 3 ‐76.56272265 37.17256880

5 Bent 4 ‐76.56243536 37.17258820

6 Bent 5 ‐76.56214808 37.17260760

7 Bent 6 ‐76.56186079 37.17262700

8 Bent 7 ‐76.56161453 37.17264361

9 Bent 8 ‐76.56139909 37.17265817

10 Abutment 2 ‐76.56118360 37.17267271

VA FLAP NPNWS 105(1) Substructure Boring Locations

-100

-90

-80

-70

-60

-50

-40

-30

-20

-10

-100

-90

-80

-70

-60

-50

-40

-30

-20

-10

ASPH

CONC

FL

FL

FL

FL

SM

SP-SM

CL

SC

SM

SC

SM

SP-SM

SM

SC

ASPH

CONC

SM

CL

SC

CL

SP-SM

SM

SM

SM

CL

CH

SC

SM

WOH

ASPH

CONC

SM

CL

CH

SM

ML

SC

CL

SM

SM

SC

SM

SC

WOH

ASPH

CONC

OL

SP-SM

SM

SM

SM

SM

SM

WOR

ASPH

CONC

CH

SM

ML

SM

SM

WOH

WOH

ASPH

CONC

CH

SC

SM

SP-SM

SM

WOH

WOH

ASPH

CONC

SM

SM

SM

SM

WOH

ASPH

CONC

OL

CL

CH

CL

SM

SP-SM

SM

SP-SM

SM

WOR

ASPH

CONC

SC

SP-SM

SP-SM

SM

SP-SM

SM

SC

WOH

ASPH

CONC

FL

FL

CH

CL

SM

SM

SM

E

LE

V A T

IO

N ft

S P

T

C P

T

F E

N C

E

A B

:N P

N W

S

A L

L B

O R

IN

G

S .G

P J:

S P

T

C P

T

.G D

T :g

IN

T ve rs io n

.0

.0

:7

/1

/1

:F H

W A

VA FLAP NPNWS 105(1)

ENGINEERING GEOLOGY

The subsurface information shown on the boring logs in these plans was obtained with reasonable care and recorded in good faith solely for use by the Department in establishing design controls for the project. The Department has no reason to suspect that such information is not reasonably accurate as an approximate indication of the subsurface conditions at the sites where the borings were taken. The Department does not in any way warrant or guarantee that such data can be projected as indicative of conditions beyond the limits of the borings shown; and any such projections by bidders are purely interpretive and altogether speculative. Further, the Department does not in any way guarantee, either expressly or by implication, the sufficiency of the information for bid purposes.

The boring logs are made available to bidders in order that they may have access to subsurface data identical to that which is possessed by the Department, and are not intended as a substitute for personal investigation, interpretation and judgment by the bidders.

Checked:

No. Description Date

Revisions

Date Plan No. Sheet No.

FHWA

REGION STATE

ROUTE

FEDERAL AID

PROJECT ROUTE

VA.

COMMONWEALTH OF VIRGINIA

DEPARTMENT OF TRANSPORTATION

MATERIALS DIVISION

STATE

PROJECT

SHEET

NO.

Notes: See borehole logs for complete data.

See Material and Sample Symbols List.

Copyright 2018, Commonwealth of Virginia

Drilled:

Logged:

17BH-001 17BH-002 17BH-003 17BH-004 17BH-005 17BH-006 17BH-007 17BH-008 17BH-009 17BH-010

Appendix C

Boring Logs

UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART LABORATORY CLASSIFICATION CRITERIA

PLASTICITY CHART

COARSE-GRAINED SOILS

FINE-GRAINED SOILS

(more than 50% of material is larger than No. 200 sieve size.)

(50% or more of material is smaller than No. 200 sieve size.)

Well-graded gravels, gravel-sand mixtures, little or no fines greater than 4;

greater than 4;

between 1 and 3 between 1 and 3

Clean Gravels (Less than 5% fines) C

C

C

C

D

D

D

D

D

D

D

D

D

D u u c c x x

Clean Sands (Less than 5% fines)

Above "A" line with P.I. between 4 and 7 are borderline cases requiring use of dual symbols

Limits plotting in shaded zone with P.I. between 4 and 7 are borderline cases requiring use of dual symbols.

Determine percentages of sand and gravel from grain-size curve. Depending on percentage of fines (fraction smaller than No. 200 sieve size), coarse-grained soils are classified as follows:

Less than 5 percent More than 12 percent 5 to 12 percent

GW, GP, SW, SP

GM, GC, SM, SC

Borderline cases requiring dual symbols

Gravels with fines (More than 12% fines)

Sands with fines (More than 12% fines)

Well-graded sands, gravelly sands, little or no fines

Silty gravels, gravel-sand-silt mixtures Atterberg limits below "A" line or P.I. less than 4

Atterberg limits below "A" line or P.I. less than 4

Atterberg limits above "A" line with P.I. greater than 7

Atterberg limits above "A" line with P.I. greater than 7

Silty sands, sand-silt mixtures

Inorganic silts and very fine sands, rock flour, silty of clayey fine sands or clayey silts with slight plasticity

Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays

Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts

Peat and other highly organic soils

Poorly-graded gravels, gravel-sand mixtures, little or no fines Not meeting all gradation requirements for GW

Not meeting all gradation requirements for GW Poorly graded sands, gravelly sands, little or no fines

Clayey gravels, gravel-sand-clay mixtures

Clayey sands, sand-clay mixtures

Inorganic clays of high plasticity, fat clays

Organic silts and organic silty clays of low plasticity

Organic clays of medium to high plasticity, organic silts

0 10 20 30 40 50

LIQUID LIMIT (LL) (%)

CL

CL+ML

CH

P L

A S

T

IC

IT

Y

IN

D

E X

P

I)

60 70 80 90 100

GW GW

GRAVELS

SANDS

SILTS

AND

CLAYS

SILTS

AND

CLAYS

HIGHLY

ORGANIC

SOILS

More than 50% of coarse fraction larger than No. 4 sieve size

50% or more of coarse fraction smaller than No. 4 sieve size

Liquid limit less than

50%

Liquid limit 50% or greater

SW SW

GM GM

SM SM

ML

MH

PT

GP GP

SP SP

GC GC

SC SC

CL

CH

OL

OH

MH&OH

A LINE:

PI = 0.73(LL-20)

ML&OL

UNIFIED SOIL

CLASSIFICATION SYSTEM

CH -

Fat Clay

CL -

Lean Clay

FL -Fill

GC - Clayey

Gravel

GM - Silty

Gravel

GP - Poorly-graded Gravel

GW - Well-

Graded Gravel

ML - Silt

SC -

Clayey Sand

CL-ML

GC-GM

SW - Well-

Graded Sand

SM - Silty

Sand

SP - Poorly-

Graded Sand

Pavement/Soils

ASPH-

ASPHALT PVT

CONC-

CONCRETE PVT

GP-GC

GP-GM

GW-GC

GW-GM

SP-SC

SP-SM

SW-SC

SW-SM

AND -

Andesite

BST -

Basalt

CAV -

Cavity

DBS -

Diabase

DRT -

Diorite

GBR -

Gabbro

GGE -

Gouge SPT

Core

Grab

No

Recovery

Other

SLS -

Siltstone

SST-SHL -

Interbedded

Sandstone/Shale

MYL -

Mylonite

PHY -

Phyllite

RHY -

Rhyolite

SCH -

Schist

Sedimentary Rocks

Metamorphic Rocks SamplingIgneous

Rocks

MATERIAL AND SAMPLE

SYMBOLS LIST

GNS -

Gneiss

Auger

Undisturbed

CGL -

Conglomorate

COL -

Coal

GWK -

Graywacke

LST -

Limestone

SHL -

Shale

SST -

Sandstone

CLST - Cherty

Limestone

SLT -

Slate

GRD -

Granodiorite

GRN

Granite

POR -

Porphyry

SE -

Shell Bed

UCY -

Underclay

SST-SLS -

Interbedded

Sandstone/Siltstone

MH -

Elastic Silt

MH/CH

MH/ML

MH/SM

ML/CL

ML/GM

ML/SM

GM/GP

GM/ML

GM/SM

HWR

Highly Weathered

Rock

MST

Mudstone

BRC -

Breccia

Misc.

SHDS

Shaly Dolostone

CHK

Chalk

SHLS-Shaly

Limestone

MSH

Silty Shale

Page 1of 2

SSHL

Sandy Shale

Vane

Pavement/Soils Sedimentary Rocks

Metamorphic Rocks SamplingIgneous

Rocks

MATERIAL AND SAMPLE

SYMBOLS LIST

TOPS-

TOPSOIL CH/CL CH/MH CH/SC

CL/ML CL/SC CL/CH

CRA

Crushed Aggregate

GC/SC

GP/GW

GP/SPGW/GP ML/MH

OH

Organic

OH/OL

OL

OrganicOL/OH

PT

Peat

SC/CH

SC/CL

SC/GC SC-SM

BLD-Boulder

Bed

CHT

Charnocktite

DLS

Dolostone

LST-DLS-

Interbedded

Limestone/Dolostone

MSLS

Metasiltstone

MSST

Metasandstone

QZT -

Quartzite

MBST

Metabasalt

SPS

Soapstone

MBL

Marble

SP/SW SM/GM SM/MH

SM/ML SM/SC SP/GP SW/SP

CHRT

0.0 / 22.0

2.5-INCHES ASPHALT

0.21 / 21.79

8.4-INCHES CONCRETE

0.88 / 21.12 Fill, orange-brown, fine to coarse, SILTY SAND FILL, trace gravel, medium dense, moist (SM) SAME, contains concrete fragments, very dense below 2.5 ft

4.0 / 18.0 Brown-gray, ELASTIC SILT FILL, few sand, soft, moist (SM)

7.5 / 14.5 Gray-brown, fine to medium, POORLY GRADED SAND WITH SILT FILL, loose, moist (SP-SM)

SAME, very loose, wet below 10 ft

SAME, gray-brown, contains root fragments, loose below 12.5 ft

15.0 / 7.0 Brown-gray, SANDY ELASTIC SILT FILL, contains root fragments and silty sand layers, soft, wet (MH)

20.0 / 2.0 Shirley Formation, tan-gray, fine to medium, CLAYEY SAND, very loose, wet (SC)

SAME, dark brown, loose below 23 ft

26.5 / -4.5 Light gray, fine to coarse, POORLY GRADED SAND WITH SILT, medium dense, wet (SP-SM)

0.25

17BH-001

17BH-001

FIELD DESCRIPTION OF STRATA

GROUND WATER

OFFSET:

LONGITUDE: 76.563520° W

COORD. DATUM: NAD 83

REMARKS: Rig Type: CME-550X (ATV).

DTFH7112D00012/5011

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STATION:

LATITUDE: 37.172515° N

SURFACE ELEVATION: 22.0 ft

VA FLAP NPNWS 105(1)

Route 105 over NN Reservoir

BRIDGE

Date(s) Drilled: 5/1/2017 - 5/1/2017 Drilling Method(s): 2-15/16" O.D. Tri-cone Roller Bit SPT Method: Auto Hammer (140 lb) Other Test(s): Not Applicable Driller: Fishburne - Chesapeake Logger: R. Rountree (Schnabel Engineering)

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LAB DATA

LL

LI

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WOH

WOH

WOH

2.5

4.5

7.5

9.5

12.5

14.5

17.5

19.5

31.5 / -9.5 Yorktown Formation, green-gray, SANDY LEAN CLAY, contains trace shell fragments, firm, wet (CL)

36.5 / -14.5 Green-gray, fine to coarse, CLAYEY SAND, contains some shell fragments, loose, wet (SC)

46.5 / -24.5 Green-gray, fine to coarse, SILTY SAND, contains some shell fragments, loose, wet (SM)

SAME, contains little shell fragments, medium dense below 53 ft

56.5 / -34.5 Green-gray, fine to coarse, CLAYEY SAND, contains little shell fragments, medium dense, wet (SC)

17BH-001

17BH-001

FIELD DESCRIPTION OF STRATA

GROUND WATER

OFFSET:

LONGITUDE: 76.563520° W

COORD. DATUM: NAD 83

REMARKS: Rig Type: CME-550X (ATV).

DTFH7112D00012/5011

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STRUCTURE:

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STATION:

LATITUDE: 37.172515° N

SURFACE ELEVATION: 22.0 ft

VA FLAP NPNWS 105(1)

Route 105 over NN Reservoir

BRIDGE

Date(s) Drilled: 5/1/2017 - 5/1/2017 Drilling Method(s): 2-15/16" O.D. Tri-cone Roller Bit SPT Method: Auto Hammer (140 lb) Other Test(s): Not Applicable Driller: Fishburne - Chesapeake Logger: R. Rountree (Schnabel Engineering)

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LAB DATA

LL

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61.5 / -39.5 Green-gray, fine to coarse, SILTY SAND, contains some shell fragments, dense, wet (SM)

SAME, fine to medium, loose below 68 ft

71.5 / -49.5 Green-gray, fine to medium, CLAYEY SAND, contains shell fragments, loose, wet (SC)

SAME, medium dense below 78 ft

86.5 / -64.5 Green-gray, SANDY LEAN CLAY, contains shell fragments, firm, moist (CL)

17BH-001

17BH-001

FIELD DESCRIPTION OF STRATA

GROUND WATER

OFFSET:

LONGITUDE: 76.563520° W

COORD. DATUM: NAD 83

REMARKS: Rig Type: CME-550X (ATV).

DTFH7112D00012/5011

S P

T _L

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A :1

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DIP °

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STRUCTURE:

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STATION:

LATITUDE: 37.172515° N

SURFACE ELEVATION: 22.0 ft

VA FLAP NPNWS 105(1)

Route 105 over NN Reservoir

BRIDGE

Date(s) Drilled: 5/1/2017 - 5/1/2017 Drilling Method(s): 2-15/16" O.D. Tri-cone Roller Bit SPT Method: Auto Hammer (140 lb) Other Test(s): Not Applicable Driller: Fishburne - Chesapeake Logger: R. Rountree (Schnabel Engineering)

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97.0 / -75.0 Green-gray, fine to medium, CLAYEY SAND, contains shell fragments, loose, wet (SC)

SAME, medium dense bwlow 108 ft

Bottom of Boring at 110 ft.

0.75

17BH-001

17BH-001

FIELD DESCRIPTION OF STRATA

GROUND WATER

OFFSET:

LONGITUDE: 76.563520° W

COORD. DATUM: NAD 83

REMARKS: Rig Type: CME-550X (ATV).

DTFH7112D00012/5011

S P

T _L

O G

A :1

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STATION:

LATITUDE: 37.172515° N

SURFACE ELEVATION: 22.0 ft

VA FLAP NPNWS 105(1)

Route 105 over NN Reservoir

BRIDGE

Date(s) Drilled: 5/1/2017 - 5/1/2017 Drilling Method(s): 2-15/16" O.D. Tri-cone Roller Bit SPT Method: Auto Hammer (140 lb) Other Test(s): Not Applicable Driller: Fishburne - Chesapeake Logger: R. Rountree (Schnabel Engineering)

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0.0 / 22.8

8.5-INCHES ASPHALT

0.71 / 22.09

5-INCHES CONCRETE

1.13 / 21.67

AIR

8.7 / 14.1

WATER

12.6 / 10.2 Alluvium, gray-brown, fine to medium, SILTY SAND, contains brick fragments, contains organics, medium dense, wet (SM)

15.0 / 7.8 Gray, SANDY LEAN CLAY, very soft, wet (CL)

SAME, gray-brown, contains root fragments below 17.5 ft

20.0 / 2.8 Blue-gray, fine to medium, CLAYEY SAND, very loose, wet

(SC)

22.5 / 0.3 Shirley Formation, gray, LEAN CLAY WITH SAND, stiff, moist

(CL)

25.0 / -2.2 Brown, fine to medium, POORLY GRADED SAND WITH SILT, trace gravel, loose, wet (SP-SM)

SAME, few gravel, medium dense below 27.5 ft

1.25

17BH-002

17BH-002

FIELD DESCRIPTION OF STRATA

GROUND WATER

OFFSET:

LONGITUDE: 76.563297° W

COORD. DATUM: NAD 83

REMARKS: Rig Type: CME-550X (ATV).

DTFH7112D00012/5011

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STATION:

LATITUDE: 37.172530° N

SURFACE ELEVATION: 22.8 ft

VA FLAP NPNWS 105(1)

Route 105 over NN Reservoir

BRIDGE

Date(s) Drilled: 4/27/2017 - 4/27/2017 Drilling Method(s): 2-15/16" O.D. Tri-cone Roller Bit SPT Method: Auto Hammer (140 lb) Other Test(s): Not Applicable Driller: Fishburne - Chesapeake Logger: R. Rountree (Schnabel Engineering)

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WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

WOH

12.6

14.6

17.5

19.5

22.5

24.5

27.5

29.5

30.0 / -7.2 Yorktown Formation, green-gray, fine to medium, SILTY SAND, contains trace shell fragments, loose, moist (SC)

32.5 / -9.7 Green-gray, CLAYEY SAND, contains shell fragments, loose, moist (SC)

SAME, contains little shell fragments below 38 ft

SAME, contains some shell fragments below 43 ft

SAME, medium dense below 48 ft

51.5 / -28.7 Green-gray, fine to medium, SILTY SAND, contains some shell fragments, medium dense, wet (SM)

56.5 / -33.7 Green-gray, fine to medium, CLAYEY SAND, contains some shell fragments, medium dense, wet (SC)

17BH-002

17BH-002

FIELD DESCRIPTION OF STRATA

GROUND WATER

OFFSET:

LONGITUDE: 76.563297° W

COORD. DATUM: NAD 83

REMARKS: Rig Type: CME-550X (ATV).

DTFH7112D00012/5011

S P

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LOCATION:

STRUCTURE:

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FIELD DATA

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STATION:

LATITUDE: 37.172530° N

SURFACE ELEVATION: 22.8 ft

VA FLAP NPNWS 105(1)

Route 105 over NN Reservoir

BRIDGE

Date(s) Drilled: 4/27/2017 - 4/27/2017 Drilling Method(s): 2-15/16" O.D. Tri-cone Roller Bit SPT Method: Auto Hammer (140 lb) Other Test(s): Not Applicable Driller: Fishburne - Chesapeake Logger: R. Rountree (Schnabel Engineering)

P K

T . P

E N

E T

R O

M E

T E

R ts f)

LAB DATA

LL

LI

Q

U

ID

L

IM

IT

M O

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U R

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O N

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LA

S T

IC

IT

Y

IN

D E

X

PI

SAME, fine to coarse below 63 ft

SAME, fine to medium below 68 ft

SAME, loose below 73 ft

SAME, contains some shell fragments, medium dense below 78 ft

SAME, contains shell fragments, loose below 83 ft

86.5 / -63.7 Green-gray, SANDY LEAN CLAY, contains shell fragments, stiff, wet (CL)

1001.5

17BH-002

17BH-002

FIELD DESCRIPTION OF STRATA

GROUND WATER

OFFSET:

LONGITUDE: 76.563297° W

COORD. DATUM: NAD 83

REMARKS: Rig Type: CME-550X (ATV).

DTFH7112D00012/5011

S P

T _L

O G

A :1

7C

V D

O T

L O

G S

.G P

J:

S

P T

7.

G

D T

:g

IN

T _v er si on

.0

.0

0:

5/

0/

:S ch na be l E ng in ee rin g

Copyright 2017, Commonwealth of Virginia

S O

IL

R

E C

O V

E R

Y

C O

R E

R E

C O

V E

R Y

FIRST ENCOUNTERED AT 8.7 ft DEPTH

NO LONG TERM MEASUREMENTS TAKEN

DIP °

S T

R A

T A

R O C K

S A

M P

LE

L

E G

E N

D

S O I L

PROJECT #:

LOCATION:

STRUCTURE:

E

LE

V A

T

IO

N ft)

-40

-45

-50

-55

-60

-65

D E

P T

H ft)

S A

M P

LE

IN

T E

R V

A L

R O

C K

Q U

A

LI

T Y

D E

S

IG

N A

T

IO

N

S T

A N

D A

R D

P E

N E

T R

A T

IO

N

T E

S T

H A

M M

E R

B

LO

W S

FIELD DATA

S T

R A

T A

L E

G E

N D

JO

IN

T S

STATION:

LATITUDE: 37.172530° N

SURFACE ELEVATION: 22.8 ft

VA FLAP NPNWS 105(1)

Route 105 over NN Reservoir

BRIDGE

Date(s) Drilled: 4/27/2017 - 4/27/2017 Drilling Method(s): 2-15/16" O.D. Tri-cone Roller Bit SPT Method: Auto Hammer (140 lb) Other Test(s): Not Applicable Driller: Fishburne - Chesapeake Logger: R. Rountree (Schnabel Engineering)

P K

T . P

E N

E T

R O

M E

T E

R ts f)

LAB DATA

LL

LI

Q

U

ID

L

IM

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M O

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O N

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LA

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IC

IT

Y

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D E

X

PI

91.5 / -68.7 Green-gray, SANDY FAT CLAY, contains shell fragments, stiff, moist (CH)

96.5 / -73.7 Green-gray, fine to medium, CLAYEY SAND, contains shell fragments, loose, wet (SC)

101.5 / -78.7 Green-gray, fine to medium, SILTY SAND, contains shell fragments, loose, wet (SM)

Bottom of Boring at 105 ft.

0.75

17BH-002

17BH-002

FIELD DESCRIPTION OF STRATA

GROUND WATER

OFFSET:

LONGITUDE: 76.563297° W

COORD. DATUM: NAD 83

REMARKS: Rig Type: CME-550X (ATV).

DTFH7112D00012/5011

S P

T _L

O G

A :1

7C

V D

O T

L O

G S

.G P

J:

S

P T

7.

G

D T

:g

IN

T _v er si on

.0

.0

0:

5/

0/

:S ch na be l E ng in ee rin g

Copyright 2017, Commonwealth of Virginia

S O

IL

R

E C

O V

E R

Y

C O

R E

R E

C O

V E

R Y

FIRST ENCOUNTERED AT 8.7 ft DEPTH

NO LONG TERM MEASUREMENTS TAKEN

DIP °

S T

R A

T A

R O C K

S A

M P

LE

L

E G

E N

D

S O I L

PROJECT #:

LOCATION:

STRUCTURE:

E

LE

V A

T

IO

N ft)

-70

-75

-80

D E

P T

H ft)

S A

M P

LE

IN

T E

R V

A L

R O

C K

Q U

A

LI

T Y

D E

S

IG

N A

T

IO

N

S T

A N

D A

R D

P E

N E

T R

A T

IO

N

T E

S T

H A

M M

E R

B

LO

W S

FIELD DATA

S T

R A

T A

L E

G E

N D

JO

IN

T S

STATION:

LATITUDE: 37.172530° N

SURFACE ELEVATION: 22.8 ft

VA FLAP NPNWS 105(1)

Route 105 over NN Reservoir

BRIDGE

Date(s) Drilled: 4/27/2017 - 4/27/2017 Drilling Method(s): 2-15/16" O.D. Tri-cone Roller Bit SPT Method: Auto Hammer (140 lb) Other Test(s): Not Applicable Driller: Fishburne - Chesapeake Logger: R. Rountree (Schnabel Engineering)

P K

T . P

E N

E T

R O

M E

T E

R ts f)

LAB DATA

LL

LI

Q

U

ID

L

IM

IT

M O

IS

T

U R

E C

O N

T E

N T

P

LA

S T

IC

IT

Y

IN

D E

X

PI

0.0 / 23.5

8.4-INCHES ASPHALT

0.67 / 22.83

4.8-INCHES CONCRETE

1.09 / 22.41

AIR

9.3 / 14.2

WATER

21.0 / 2.5 Alluvium, gray, fine to medium, CLAYEY SAND, contains organics, very loose, wet (SC)

23.5 / 0.0 Blue-brown, SANDY LEAN CLAY, very soft, wet (CL)

26.0 / -2.5 Yorktown Formation, blue-brown, SANDY ELASTIC SILT, soft, moist (MH)

28.5 / -5.0 Blue-brown, fine to medium, SILTY SAND, soft, moist (SM)

0.5

17BH-003

17BH-003

FIELD DESCRIPTION OF STRATA

GROUND WATER

OFFSET:

LONGITUDE: 76.563010° W

COORD. DATUM: NAD 83

REMARKS: Rig Type: CME-55 (ATV).

DTFH7112D00012/5011

S P

T _L

O G

A :1

7C

V D

O T

L O

G S

.G P

J:

S

P T

7.

G

D T

:g

IN

T _v er si on

.0

.0

0:

5/

0/

:S ch na be l E ng in ee rin g

Copyright 2017, Commonwealth of Virginia

S O

IL

R

E C

O V

E R

Y

C O

R E

R E

C O

V E

R Y

FIRST ENCOUNTERED AT 9.3 ft DEPTH

NO LONG TERM MEASUREMENTS TAKEN

DIP °

S T

R A

T A

R O C K

S A

M P

LE

L

E G

E N

D

S O I L

PROJECT #:

LOCATION:

STRUCTURE:

E

LE

V A

T

IO

N ft)

-5

D E

P T

H ft)

S A

M P

LE

IN

T E

R V

A L

R O

C K

Q U

A

LI

T Y

D E

S

IG

N A

T

IO

N

S T

A N

D A

R D

P E

N E

T R

A T

IO

N

T E

S T

H A

M M

E R

B

LO

W S

FIELD DATA

S T

R A

T A

L E

G E

N D

JO

IN

T S

STATION:

LATITUDE: 37.172549° N

SURFACE ELEVATION: 23.5 ft

VA FLAP NPNWS 105(1)

Route 105 over NN Reservoir

BRIDGE

Date(s) Drilled: 4/28/2017 - 4/28/2017 Drilling Method(s): 3-7/8" O.D. Tri-cone Roller Bit SPT Method: Auto Hammer (140 lb) Other Test(s): Not Applicable Driller: Fishburne - Chesapeake Logger: R. Rountree (Schnabel Engineering)

P K

T . P

E N

E T

R O

M E

T E

R ts f)

LAB DATA

LL

LI

Q

U

ID

L

IM

IT

M O

IS

T

U R

E C

O N

T E

N T

P

LA

S T

IC

IT

Y

IN

D E

X

PI

WOR

WOH

WOH

WOR

WOH

WOH

23.5

25.5

28.5

31.0 / -7.5 Green-gray, SANDY LEAN CLAY, contains shell fragments, soft, wet (CL)

SAME, firm below 33.5 ft

38.5 / -15.0 Green-gray, fine to coarse, CLAYEY SAND, contains little shell fragments, loose, wet (SC)

41.0 / -17.5 Green-gray, SANDY LEAN CLAY, contains little shell fragments, firm, wet (CL)

SAME, stiff below 43 ft

46.5 / -23.0 Green-gray, fine .075-.425mm, SILTY SAND, contains some shell fragments, loose, wet (SM)

SAME, medium dense below 53 ft

SAME, fine to coarse, contains some shell fragments below 58 ft

0.75

1.5

1.25

1.25

17BH-003

17BH-003

FIELD DESCRIPTION OF STRATA

GROUND WATER

OFFSET:

LONGITUDE: 76.563010° W

COORD. DATUM: NAD 83

REMARKS: Rig Type: CME-55 (ATV).

DTFH7112D00012/5011

S P

T _L

O G

A :1

7C

V D

O T

L O

G S

.G P

J:

S

P T

7.

G

D T

:g

IN

T _v er si on

.0

.0

0:

5/

0/

:S ch na be l E ng in ee rin g

Copyright 2017, Commonwealth of Virginia

S O

IL

R

E C

O V

E R

Y

C O

R E

R E

C O

V E

R Y

FIRST ENCOUNTERED AT 9.3 ft DEPTH

NO LONG TERM MEASUREMENTS TAKEN

DIP °

S T

R A

T A

R O C K

S A

M P

LE

L

E G

E N

D

S O I L

PROJECT #:

LOCATION:

STRUCTURE:

E

LE

V A

T

IO

N ft)

-10

-15

-20

-25

-30

-35

D E

P T

H ft)

S A

M P

LE

IN

T E

R V

A L

R O

C K

Q U

A

LI

T Y

D E

S

IG

N A

T

IO

N

S T

A N

D A

R D

P E

N E

T R

A T

IO

N

T E

S T

H A

M M

E R

B

LO

W S

FIELD DATA

S T

R A

T A

L E

G E

N D

JO

IN

T S

STATION:

LATITUDE: 37.172549° N

SURFACE ELEVATION: 23.5 ft

VA FLAP NPNWS 105(1)

Route 105 over NN Reservoir

BRIDGE

Date(s) Drilled: 4/28/2017 - 4/28/2017 Drilling Method(s): 3-7/8" O.D. Tri-cone Roller Bit SPT Method: Auto Hammer (140 lb) Other Test(s): Not Applicable Driller: Fishburne - Chesapeake Logger: R. Rountree (Schnabel Engineering)

P K

T . P

E N

E T

R O

M E

T E

R ts f)

LAB DATA

LL

LI

Q

U

ID

L

IM

IT

M O

IS

T

U R

E C

O N

T E

N T

P

LA

S T

IC

IT

Y

IN

D E

X

PI

WOH

30.5

33.5

35.5

38.5

40.5

66.5 / -43.0 Green-gray, fine to medium, CLAYEY SAND, contains some shell fragments, medium dense, wet (SC)

SAME, contains some shell fragments below 73 ft

SAME, contains shell fragments below 78 ft

SAME, loose below 83 ft

86.5 / -63.0 Green-gray, fine to medium, CLAYEY SAND, contains shell fragments, loose, moist (SC)

17BH-003

17BH-003

FIELD DESCRIPTION OF STRATA

GROUND WATER

OFFSET:

LONGITUDE: 76.563010° W

COORD. DATUM: NAD 83

REMARKS: Rig Type: CME-55 (ATV).

DTFH7112D00012/5011

S P

T _L

O G

A :1

7C

V D

O T

L O

G S

.G P

J:

S

P T

7.

G

D T

:g

IN

T _v er si on

.0

.0

0:

5/

0/

:S ch na be l E ng in ee rin g

Copyright 2017, Commonwealth of Virginia

S O

IL

R

E C

O V

E R

Y

C O

R E

R E

C O

V E

R Y

FIRST ENCOUNTERED AT 9.3 ft DEPTH

NO LONG TERM MEASUREMENTS TAKEN

DIP °

S T

R A

T A

R O C K

S A

M P

LE

L

E G

E N

D

S O I L

PROJECT #:

LOCATION:

STRUCTURE:

E

LE

V A

T

IO

N ft)

-40

-45

-50

-55

-60

-65

D E

P T

H ft)

S A

M P

LE

IN

T E

R V

A L

R O

C K

Q U

A

LI

T Y

D E

S

IG

N A

T

IO

N

S T

A N

D A

R D

P E

N E

T R

A T

IO

N

T E

S T

H A

M M

E R

B

LO

W S

FIELD DATA

S T

R A

T A

L E

G E

N D

JO

IN

T S

STATION:

LATITUDE: 37.172549° N

SURFACE ELEVATION: 23.5 ft

VA FLAP NPNWS 105(1)

Route 105 over NN Reservoir

BRIDGE

Date(s) Drilled: 4/28/2017 - 4/28/2017 Drilling Method(s): 3-7/8" O.D. Tri-cone Roller Bit SPT Method: Auto Hammer (140 lb) Other Test(s): Not Applicable Driller: Fishburne - Chesapeake Logger: R. Rountree (Schnabel Engineering)

P K

T . P

E N

E T

R O

M E

T E

R ts f)

LAB DATA

LL

LI

Q

U

ID

L

IM

IT

M O

IS

T

U R

E C

O N

T E

N T

P

LA

S T

IC

IT

Y

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X

PI

SAME, medium dense below 93 ft

SAME, loose below 98 ft

106.5 / -83.0 Green-gray, fine to medium, SILTY SAND, contains shell fragments, very dense, moist (SM)

111.5 / -88.0 Green-gray, fine to medium, CLAYEY SAND, contains shell fragments, loose, wet (SC)

Bottom of Boring at 115 ft.

17BH-003

17BH-003

FIELD DESCRIPTION OF STRATA

GROUND WATER

OFFSET:

LONGITUDE: 76.563010° W

COORD. DATUM: NAD 83

REMARKS: Rig Type: CME-55 (ATV).

DTFH7112D00012/5011

S P

T _L

O G

A :1

7C

V D

O T

L O

G S

.G P

J:

S

P T

7.

G

D T

:g

IN

T _v er si on

.0

.0

0:

5/

0/

:S ch na be l E ng in ee rin g

Copyright 2017, Commonwealth of Virginia

S O

IL

R

E C

O V

E R

Y

C O

R E

R E

C O

V E

R Y

FIRST ENCOUNTERED AT 9.3 ft DEPTH

NO LONG TERM MEASUREMENTS TAKEN

DIP °

S T

R A

T A

R O C K

S A

M P

LE

L

E G

E N

D

S O I L

PROJECT #:

LOCATION:

STRUCTURE:

E

LE

V A

T

IO

N ft)

-70

-75

-80

-85

-90

D E

P T

H ft)

S A

M P

LE

IN

T E

R V

A L

R O

C K

Q U

A

LI

T Y

D E

S

IG

N A

T

IO

N

S T

A N

D A

R D

P E

N E

T R

A T

IO

N

T E

S T

H A

M M

E R

B

LO

W S

FIELD DATA

S T

R A

T A

L E

G E

N D

JO

IN

T S

STATION:

LATITUDE: 37.172549° N

SURFACE ELEVATION: 23.5 ft

VA FLAP NPNWS 105(1)

Route 105 over NN Reservoir

BRIDGE

Date(s) Drilled: 4/28/2017 - 4/28/2017 Drilling Method(s): 3-7/8" O.D. Tri-cone Roller Bit SPT Method: Auto Hammer (140 lb) Other Test(s): Not Applicable Driller: Fishburne - Chesapeake Logger: R. Rountree (Schnabel Engineering)

P K

T . P

E N

E T

R O

M E

T E

R ts f)

LAB DATA

LL

LI

Q

U

ID

L

IM

IT

M O

IS

T

U R

E C

O N

T E

N T

P

LA

S T

IC

IT

Y

IN

D E

X

PI

0.0 / 24.0

7.2-INCHES ASPHALT

0.61 / 23.39

5.5-INCHES CONCRETE

1.0 / 23.0

AIR

10.5 / 13.5

WATER

22.5 / 1.5 Alluvium, dark gray, ORGANIC SILT WITH…