capital trail – varina phase henrico county virginia ... trail – varina phase henrico county...

Capital Trail – Varina Phase

Henrico County

Virginia

Geotechnical Engineering Data Report

Project No. 0005-043-714

PPMS No. 86280

Virginia Department of Transportation

October 3, 2012

VDOT Project No 0005-043-714 October 3, 2012 Virginia Capital Trail Project – Varina Phase

TABLE OF CONTENTS

1.0 INTRODUCTION ................................................................................................ 1 2.0 PROJECT DESCRIPTION .................................................................................. 1 3.0 SITE DESCRIPTION .......................................................................................... 1 4.0 GEOLOGIC MAPPING ...................................................................................... 1 5.0 FIELD EXPLORATION...................................................................................... 2 6.0 SUBSURFACE CONDITIONS ........................................................................... 3

6.1 Generalized Subsurface Conditions .................................................................. 3 6.2 Ground Water ................................................................................................... 3

7.0 PAVEMENTS ...................................................................................................... 3 7.1 Minimum Pavement Sections ........................................................................... 3

8.0 GEOTECHNICAL ENGINEERING CONSIDERATIONS DURING DESIGN AND CONSTRUCTION ................................................................................................ 4

8.1 Earthwork ......................................................................................................... 5 8.2 Slope Design ..................................................................................................... 5 8.3 Unsuitable Materials ......................................................................................... 6 8.4 Drainage Structures .......................................................................................... 8

9.0 LIMITATIONS .................................................................................................... 8 Appendix ....................................................................................................................... 10 • Plan View of Borings • VDOT Boring Log Legend/Symbol List • Boring Logs • Bridge Borings


1

1.0 INTRODUCTION The purpose of this data report is to present the results of the preliminary subsurface exploration performed by the Virginia Department of Transportation (VDOT) to prospective design-builders for the Virginia Capital Trail project (Varina Phase) Design-Build project, in order for them to have a uniform basis for preparation of proposals. The scope of work includes but is not limited to, construction of embankments, paved asphalt multiuse path consisting of asphalt, and bridges in the vicinity of Route 5. Limitations on use of this report and the geotechnical data provided herein are discussed in Section 9.0. 2.0 PROJECT DESCRIPTION The Project is located in Henrico County, Virginia, and includes the design and construction of the Virginia Capital Trail between Rocketts Landing and Longbridge Road in Charles City County. The Trail will be located parallel to Route 5. The Trail will be a 10 feet wide full depth asphalt pavement structure throughout the project limits unless otherwise noted in the preliminary design plans included in the RFP Information Package. The total length for the Varina Phase of the Virginia Capital Trail is approximately 10.8 miles. Right of way acquisition and utility relocation activities will be the responsibility of the Design-Builder. 3.0 SITE DESCRIPTION The area of the proposed project is rural in nature. The path will traverse moderately wooded areas with intermittent residential and commercial driveway/entrances. Additionally, bridges are scoped to traverse the following: Almond Creek {04BH-001 and 04BH-002}, Four Mile Creek {12BH-003}, and Cornelius Creek {12BH-004}. Plans imply proposed drainage work as follows: 36.0 inch pipe {12BH-006}, box culvert extension {12BH-007}, and 60.0 inch pipe {12BH-008}. There are numerous underground and overhead utilities on both sides of Route 5. 4.0 GEOLOGIC MAPPING This section of Route 5 is located within the western boundary of the Coastal Plain, a Quarternary aged accumulation of sediments which extends from Maryland to North Carolina. The Coastal Plain was created during transgression and regression of the Atlantic Ocean associated with changes of sea levels during Ice Age events and consists, within the area of the proposed project, primarily of soils (Shirley Formation) that are interbedded gravel, sand, silt, clay, and peat; at altitudes to 35-45 ft. deposited on soils (Charles City Formation) that are interbedded sand, silt, clay and minor gravel; at


2

altitudes to 70-80 ft. As a result of these processes, two main types of soil, and their weathered constituents, can be anticipated within the project limits:

Chuckatuck Formation – “Coastal Plain From expanded explanation (ref. VA002): Chuckatuck Formation (middle(?) Pleistocene, Johnson and Berquist, 1989). Light- to medium-gray, yellowish-orange, and red dish-brown sand, silt, and clay and minor amounts of dark-brown and brownish-black peat. Comprises surficial deposits of mid-level coast-parallel plains (altitude 50-60 feet) and equivalent riverine terraces. Eastward, unit is truncated by the Suffolk scarp; westward, along major stream drainages, unit is separated from the younger topographically lower Shirley Formation by the Kingsmill scarp and equivalent estuarine scarps. Fluvial-estuarine facies includes, from bottom to top, (1) channel-fill deposits of poorly sorted, cross-bedded, pebbly and cobbly sand interbedded, locally, with peat and sandy silt rich in organic matter, (2) moderately well-sorted, cross-bedded to planar bedded, fine- to medium-grained sand grading up ward into (3) clayey silt and sandy and silty clay. Bay facies of coastwise plain includes a basal gravelly sand filling shallow paleochannels, a thin but extensive pebbly sand containing heavy mineral laminae and Ophiomorpha burrows, and an upper, relatively thick, medium- to fine-grained silty sand and sandy silt. Thickness is 0 to 26 feet.” (U.S. Department

of the Interior, 2007)1

5.0 FIELD EXPLORATION The field exploration for this project was performed on February, 2012. Subsurface conditions were explored by drilling a total of 5 standard penetration test (SPT) borings in accordance with ASTM D 1586. The boring logs are included in the Appendix Section. The boring numbering was not in sequential fashion. The proposed borings were staked by referencing landmarks on plan sheets and the GPS coordinates were verified via hand-held GPS. The borings are not numbered sequentially due to elimination of proposed borings due to limited access. Additional borings used in project 0895-043-F01 are included in the Appendix Section. Additionally, a boring location plan of the SPT locations is included in Appendix Section. Soil descriptions on the boring records are visual and are generally in accordance with the Unified Soil Classification System (USCS) as described in ASTM D 2487 and ASTM D 2488.

1 U.S. Department of the Interior. (2007, April 4). Retrieved December 9, 2011, from U.S. Geological Survey: http://tin.er.usgs.gov/geology/state/sgmc-unit.php?unit=VAQc;0


3

All SPT soil samples are available for inspection at the office of the Richmond District Materials Engineer, 2430 Pine Forest Drive, Richmond, Virginia 23834. Please call Mr. Harold Dyson, P.E. at (804) 524-6211 to obtain access to the samples. 6.0 SUBSURFACE CONDITIONS 6.1 Generalized Subsurface Conditions

We have characterized the following generalized subsurface soil stratigraphy based on the boring data presented in Appendix Section. Topsoil. Topsoil was observed to be 2.0 ft thick at boring 04BH-001. Recommend the thickness of topsoil at 12” (300 mm) for estimating purposes for stripping depths. The estimate is based on information from VDOT Project 0005-018-114. Coastal Plain Sediments (Chuckatuck Formation). This stratum generally consist of very loose to dense cohesionless soils and very soft to stiff cohesion soils. The soils encountered within the upper 5 ft (1.5m) of the ground surface in borings 04BH-001 12BH-004, 12BH-006, 12BH-007, and 12BH-008, consisted of very soft to soft consistency fine-grained soils and/or very loose to loose density coarse-grained soils. Weight of hammer (WOH) material was encountered in the upper 10.0 ft (3.0 m) zone within borings 12BH-003. Very dense material was encountered at depths ranging from 53.0 ft (16.2 m) – 108.8 ft (33.2 m). 6.2 Ground Water For SPT borings, groundwater was first encountered at EL ranging from 17.4 – 128.9 ft. Long term ground water measurements were not recorded. Fluctuations of the ground water levels shown on the boring logs should be expected with changes in precipitation, stream levels, surface run-off and evaporation. 7.0 PAVEMENTS 7.1 Minimum Pavement Sections If the Design-Builder confirms that the minimum pavement sections are inadequate for actual design/construction conditions, it shall notify VDOT during the Scope Validation Period of the necessary changes and proposed price adjustments, if any. Acceptable changes are limited to increasing the thickness of the base or subbase layers specified below. Any changes to the minimum pavement sections noted above must be approved by VDOT prior to implementation. The Design-Builder shall be responsible for the final


4

design and construction of the pavements for this Project as approved by VDOT and in accordance with the Contract Documents. The Design-Builder shall prepare and incorporate the validated pavement sections into the plans, typical sections, profiles and cross-sections in accordance with the applicable manuals noted in Section 2.1.1 of this document. This includes drainage and subdrainage requirements to ensure positive drainage both within the pavement structure and on the pavement surface. The minimum pavement sections for the project are as follows:

Virginia Capital Trail 2.0 inches of Asphalt Concrete SM-12.5A (estimated 220 lb/sy) 8.0 inches of Coarse Aggregate, Size No. 8, Aggregate Base Material, Type I, Size No. 21B, or RAP (RAP of comparable gradation is acceptable when consistent with Special Provision for Crushed Hydraulic Cement Concrete, with respect to Acceptance criteria.) Geosynthetics and free-draining material shall be used for stabilization and drainage at the discretion of the Design Manager. Approximate locations requiring geosynthetics may be interpolated from the data included in the preliminary geotechnical study that is provided in the RFP Information Package. These locations shall be verified in the final geotechnical report provided by the Design-Builder and any discrepancies must be reported to VDOT prior to the expiration of the Scope Validation Period. Entrances PE-1 TYPE I/III 2.0 inches of Asphalt Concrete SM-12.5A (estimated 220 lb/sy) 6.0 inches of Aggregate Base Material, Type I, Size No. 21B or RAP of comparable gradation PE-1 TYPE IV 4.0 inches of Asphalt Concrete SM-12.5A (estimated 220 lb/sy X 2 lifts) 4.0 inches of Asphalt Concrete BM-25.0A (estimated 440 lb/sy) 8.0 GEOTECHNICAL ENGINEERING CONSIDERATIONS DURING DESIGN AND CONSTRUCTION In addition to the presentation of subsurface exploration and soil laboratory testing data, an objective of this report is also to discuss in general terms pertinent geotechnical issues that should be considered during the design and construction of this project.


5

8.1 Earthwork Preliminary grading plans indicate that moderate to extensive cut and fill will be required on this project. Earthwork issues that should be considered during design include, but are not limited to, subgrade preparation, subdrainage, compacted fill placement, slope benching, allowable cut and fill slope angles, evaluation of stability and settlement in both design and construction for non-retained fills, both existing and proposed, throughout the project. It will be the design-builder’s responsibility to synthesize a reasonable analysis of the stability and settlements of the embankments that have been designed to the minimum tolerances specified in the RFP for this project. The impact of settlement on the overall construction of the embankments must be determined during design and an appropriate monitoring system is required as stipulated in Section 2.5. For subgrades, it will be important to address topsoil stripping, appropriate methods for evaluation of subgrade suitability, and procedures for mitigating unsuitable subgrade materials. With respect to subdrainage, the design-builder should identify areas where subdrainage is needed beyond that required by the standard VDOT specifications/special provisions and design the appropriate types of subdrainage. The design-builder should evaluate the suitability of on-site soils for use as fill or backfill with respect to soil types and moisture contents as discussed in Section 10.3, below. Accordingly, moisture conditioning of the on-site soils should be anticipated and considered in design and construction of this project. Therefore, it will be important that the design-builder address the potential impact that these soils could have on earthwork operations and how they should be treated during construction. As an alternative to aeration and/or mechanical drying, the design-builder may elect to use pelletized quick lime to dry soils that are excessively wet provided dust is adequately controlled. 8.2 Slope Design Cut and fill slopes shall be no steeper than 2H:1V unless supported by engineering analyses based on site specific field investigation and site specific laboratory strength testing. Slopes steeper than 2H:1V must be approved by the Department. The following factors of safety are to be used with limit equilibrium methods of analysis to determine factors of safety for representative sections of all soil cut and soil embankment fill slope areas greater than 10 ft (3.0 m) in height and/or where slopes are supporting, or are supported by, retaining structures. The factors of safety listed in Table 1 below are valid for subsurface investigations performed in accordance with Chapter III of the Materials Division’s Manual of Instructions or for site specific investigation plans approved by the District Materials Engineer. Approval of site specific investigation plans with reduced boring frequency may require higher factors of safety.


6

Table 1: Minimum Factors of Safety for Soil Cut/Fill Slopes

Slope analysis parameters based on: Factor of Safety Involves Structure or

Critical Slope1,4 Non-Critical Slope

In-situ or lab. tests and measurements2,3 1.5 1.3 No site specific tests N/A3 1.5

Notes: 1. A critical slope is defined as any slope that is greater than 25’ in height, affects or supports a

structure, impounds water or whose failure would result in significant cost for repair, or damage to private property

2. Site specific in-situ tests include both ground water measurements and SPT testing but may also include CPT or DMT

3. Parameters for critical slopes involving structures must be based on specific laboratory testing 4. Problem soils (very soft and very loose soils, fissured or heavily over-consolidated soils), must be

analyzed using shear strength parameters determined from appropriate laboratory strength tests in accordance with accepted local engineering practice

5. Construction plans shall specify use of soil types consistent with the parameters used in slope analyses

8.3 Unsuitable Materials Unsuitable materials are defined under Section 101.02 of Part 5 of the RFP document as: Any material for use as embankment fill, and in cut areas to a depth of at least 3 ft below subgrade directly beneath pavements and at least 2 ft beneath the bedding of minor structures and laterally at least 2 ft beyond the outside edge of the pavement shoulders and bedding limits of the minor structures that classify as CH, MH, OH and OL in accordance with the Unified Soil Classification System (USCS),that contains more than 5 percent by weight organic matter, that exhibits a swell greater than 5 percent as determined from the California Bearing Ratio (CBR) test using VTM-8, and that exhibits strength, consolidation, durability of rock or any other characteristics that are deemed unsuitable by the Design-Builders’ geotechnical engineer or as denoted in the Contract Documents for use in the Work. Saturated or very dry and/or loose or very soft coarse- and fine-grained soils that exhibit excessive pumping, weaving or rutting under the weight of construction equipment are also considered unsuitable unless they can be moisture conditioned through either mechanical or chemical means to an acceptable moisture content that allows adequate compaction to meet project specifications, and classification testing indicates they are not otherwise unsuitable. Topsoil, peat, coal and carbonaceous shale shall also be considered unsuitable material. All unsuitable material shall be disposed of and/or treated as discussed in Section 106.04 at no cost to the Department. Acceptable methods of handling these unsuitable materials are outlined in Section 106.04 of Part 5 of the RFP document as follows:


7

The Design-Builders’ geotechnical engineer shall confirm that slopes, earthwork,

pavement, and foundation subgrades satisfy the design and Contract Document requirements. The Design-Builders’ geotechnical engineer shall perform an inspection of all embankment and pavement subgrades and minor structure excavations immediately prior to placement of embankment fill, aggregate base, subbase or bedding materials to identify excessively soft, loose, dried or saturated soils that exhibit excessive pumping, weaving or rutting under the weight of the construction equipment. Such materials are considered unsuitable and must be removed or modified in place to provide adequate support for embankment, pavement subgrade or minor structures. Materials unsuitable for use in the Work shall be disposed of at an approved Disposal Area or landfill licensed to receive such Material unless the materials can be adequately treated in place through pre-approved methods of chemical and/or mechanically stabilization to satisfy the design and Contract Document requirements. All Unsuitable Materials shall be disposed of off-site and/or treated in place at no cost to the Department. Unsuitable Materials and methods of treatment shall be identified on the plans and cross sections.

The design-builder’s qualified geotechnical engineer shall perform an inspection of all pavement subgrades and minor structure excavations immediately prior to placement of aggregate base, subbase or bedding materials to identify excessively soft or saturated soils that exhibit excessive pumping, weaving or rutting under the weight of the construction equipment in accordance with the requirements outlined in Part 5 of the RFP document. Such soils are also considered unsuitable and must be removed or modified in place to provide adequate support for embankment, pavement subgrade or minor structures. The following table demonstrates potential areas of unsuitable material based on borings presented in Section 6.1 Generalized Subsurface Conditions: Table 1. Potential Areas of Unsuitable Materials

Boring Latitude Longitude Depth Range (ft) Soft or loose soil 04BH-001 37.50641836 77.41183547 5.5 – 15.5 04BH-002 37.50662637 77.41210416 5.5 – 15.5 12BH-003 37.432655 77.325071 0.0 – 3.0; 7.0 – 15.0; 20.0 – 25.0 12BH-004 37.465382 77.382426 0.0 – 5.5 12BH-006 37.430305 77.314204 0.0 – 6.0 12BH-007 37.459615 77.377074 0.0 – 15.0 12BH-008 37.474961 77.390188 5.0 – 15.0

The table above presents potential areas of unsuitable materials with respect to criteria defined in the RFP. The loose (N <11) or soft (N<5) characterization is based on N-value of SPT counts.


8

8.4 Drainage Structures The design-builder should consider subsurface conditions in order to design adequate and uniform support for the proposed pipe culverts in order to limit total and differential settlements to meet the criteria specified in the RFP. The design-builder should also consider the chemical testing (pH and resistivity) when selecting allowable pipe materials. 9.0 LIMITATIONS This report has been prepared to facilitate preparation of proposals for this project and should not be solely relied upon for the final design and construction of this project. A design level geotechnical investigation must be performed by the design-builder to verify and augment the information included in this report including those investigations specified by the Request for Proposals (RFP) during the Scope Validation Period. Reference should be made to the other Contract Documents, including the RFP and General Conditions provided with the RFP, for further information regarding required investigations and the identification, resolution and responsibility for differing site conditions. The boring logs included in this report depict the subsurface soil, ground water, and existing pavement conditions at the specific locations where the borings were performed. These conditions may vary at other locations beyond, or between, these specific locations. Accordingly, the Department does not warrant or guarantee that the information provided on the logs, or in this report, can be projected as indicative of conditions beyond the limits of the borings, and any such projection is purely interpretive. In addition, the ground water levels recorded on the boring logs indicate the ground water conditions that existed at the time of the investigation. Ground water levels may vary considerably, with time, according to prevailing climate, rainfall, surface run-off, evaporation, construction and other factors. 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 others. Also, the information contained herein represents borings that were performed by the Department and may not represent all of the borings performed on the project, particularly if consultant designers performed work under self contained geotechnical/design contracts. The minimum pavement sections and discussion of geotechnical considerations as presented in this report are based on the information revealed by our exploration. We


9

have attempted to provide for normal contingencies, but the possibility remains that unexpected conditions may be encountered during subsequent site explorations and construction. The design-builder must perform additional test borings and laboratory testing to develop the design for this project and to meet the minimum requirements outlined in Chapter 3 of the current VDOT Material Division’s Manual of Instructions and the current AASHTO LRFD Bridge Design Specifications, 2007; 2008 Interim Specifications; and VDOT Modifications. 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.


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Appendix

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d86280005.dgn

Plotted By: alex.taloma2:48:44 PM

10/2/2012

d86280005.dgn

Plotted By: alex.taloma2:48:44 PM

10/2/2012

PROJECT MANAGER

SURVEYED BY

DESIGN SUPERVISED BY

DESIGNED BY

VA.

STATE

ROUTE PROJECT

VA.

REVISEDSTATE

STATE

ROUTE PROJECTSHEET NO.

DESIGN FEATURES RELATING TO CONSTRUCTION

OR TO REGULATION AND CONTROL OF TRAFFIC

MAY BE SUBJECT TO CHANGE AS DEEMED

NECESSARY BY THE DEPARTMENT

PROJECT SHEET NO.

(TECHNICAL DISCIPLINE)

(Location), Virginia

VDOT (Division) or Co. Name




5 50005-043-714, RW201, C501

Matc

h Lin

e Station 14

0+0

0.0

0 See Sheet

No. 6

Matc

h Lin

e Station 12

6+0

0.0

0 See Sheet

No. 4

Kevin Reichert, P.E. (804) 524-6153 (Richmond District)

David Burch, L.S. (804) 524-6157 (Richmond District)

Vernon Heishman, P.E. (804) 225-4310 (Central Office)

Larissa Tachmetova (804) 786-8387 (Central Office)

0 100’ 200’

SCALE

9A

10

5

10

5

0005-043-714 5

Drainage Descr.

Entrances Profile

REFERENCES

( PROFILES, DETAIL & DRAINAGE

DESCRIPTION SHEETS, ETC. )

Reverse Crown 2%Normal Crown -2%

THESE PLANS ARE UNFINISHED

AND UNAPPROVED AND ARE NOT

TO BE USED FOR ANY TYPE

OF CONSTRUCTION OR THE

ACQUISITION OF RIGHT OF WAY.

RFP PLANS

-2% - 2%: Reverse Crown 2%

Existing Ground

Existing Ground

Proposed Profile

Proposed Profile

Solid lines denote Right of Way

Dot - dot - dashed lines denote Temporary Easements

Dot - dashed lines denote Permanent Easements

C

FProposed Limits of Construction - Fill

Proposed Limits of Construction - Cut

Legend:

Note:

Temporary Construction Easement.

Temporary Filter Barrier to be placed minimum 1 ft within Right of Way or

Utility Owners Info. 3

Note:

additional driveway grading will match existing entrance type.

be paved to a point approximately 3’ beyond the back edge of the trail. Any

All private and commercial entrances crossed by the proposed alignment will

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+96.0

2

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Wire Fence

Asphalt Pavement Old Osborne Tpke. Asphalt Pavement Old Osborne Tpke.

Chain Lin

k Fence

Woven

Wire Fence

PI 521+73.7

0

S 14° 26’ 02" E

S 29° 30’ 21" E

S 25° 16’ 51" E515

520

FL

Alm

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Guardrail

Survey Baseline Survey Baseline

Survey Baseline Survey Baseline

( N 60°5

1’15

" E 18

2.9

9’ )

( S 65°12’3

0"

W 19

5.3

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( S 24°47’30" E 125.43’ )

26.72’)

( S 24°47’30" E

( N 24°47’30" W 130.84’ )

( S 65°12’3

0"

W 19

5.3

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118.71’)

( S 31°02’00" E

PL

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(S30°17’2

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(S07°13’00"W 194.65’)

(23.42’)

(N50

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(35.20’)

(N07°46’00"E)

(N07°45’00"E 492.00’)

1 2

3

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(7.62’)

(N21°14’01"W)

6

(N60°4

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(S01°02’50"W 402.81’)

(N18°31’23"W 118.71’) (N24°48’36"W 200.00’)

(32.0

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(N69°5

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(N20°02’50"W 99.39’) (N20°30’30"W 110.70’)

(N20°30’30"W 110.70’) (N20°30’30"W 295.31’)

(S85°0

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65.14’

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49.04’+97.70IPF

67.95’

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18.15’

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Note : Bridge Elevations Are

No #

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VP # C

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TREE HILL, LLC

DEVELOPMENT COMPANY-

GRAY LAND AND

WWB, LLC

FLOYD E. BURNETTE

JOYCE B. HUBBARD &

COMPANY - TREE HILL, LLCGRAY LAND AND DEVELOPMENT

VIRGINIA

COMMONWEALTH OF

HENRICO, VIRGINIA

COUNTY OF

VULCAN LANDS, INC.

PT 12

5+6

0.11

126

127

128

PC 12

8+3

1.12

PT 12

8+8

0.7

3

129

PC 12

9+2

7.9

5

PT 12

9+7

7.3

5

130

131

PI 131+49.6

3

132

133

PC 13

3+2

9.0

5

PT 13

3+6

2.15

134

PC 13

4+0

1.68

PT 13

4+3

4.7

8

135

PI 135+3

5.6

4

136

137

PC 13

7+4

9.6

2

PT 13

7+9

1.86

138

PC 13

8+0

8.16

PT 13

8+4

7.2

1

139

140

Curve VRN-1-11

PI = 128+55.95

T = 24.83’

L = 49.61’

R = 500.00’

128+31.12PC =

PT = 128+80.73

Curve VRN-1-12

PI = 129+52.67

T = 24.72’

L = 49.40’

R = 500.00’

129+27.95PC =

PT = 129+77.35

Curve VRN-1-13

PI = 133+45.62

T = 16.56’

L = 33.10’

R = 300.00’

133+29.05PC =

PT = 133+62.15

Curve VRN-1-14

PI = 134+18.25

T = 16.56’

L = 33.10’

R = 300.00’

134+01.68PC =

PT = 134+34.78

Curve VRN-1-15

PI = 137+70.78

T = 21.16’

L = 42.24’

R = 300.00’

137+49.62PC =

PT = 137+91.86

Curve VRN-1-16

PI = 138+27.71

T = 19.55’

L = 39.05’

R = 300.00’

138+08.16PC =

PT = 138+47.21

F C C F

FC CF

FC

CF

F C C F

F C CF FC CF

F C C F F C C FF C

Station 126+93.00

Begin Project 0005-043-714 B601

Station 128+24.00

End Project 0005-043-714 B601

Prop. R/WProp. R/WProp. R/W

Temp. Const. Ease.

Drainage Ease.

Prop. Perm.

Prop. Perm. Drainage Ease.

Drainage Ease.

Prop. Perm.

Temp. Const. Ease.

for Entrances

Prop. Temp. Const. Ease.

Prop. Temp. Const. Ease.

from Sta. 128+24 to Sta. 128+72 RT

from Sta. 128+24 to Sta. 128+30 LT

from Sta. 126+80 to Sta. 126+93 RT&LT

Prop. Safety Fence at footbridge ends:

W=16

’ G=-1.5

5%

Type III

Std. P

E-1 R

eq’d

Easement

Temp. Const.

Begin Section 1 Sta. 126+93.00

Begin Project 0005-043-714

04B

H-0

01

29.0

0

04B

H-0

02

26.5

8

2

4 4

5

DB4250 PG678

531. 7 AC.

Tax# 797-706-5048

2.013 Acres

D.B. 601 Page 85 Plat

D.B. 3706 Page 2056

GPIN #799-708-2466

GPIN #799-708-2079 &

0.80 AcresD.B. 4250 Page 678

GPIN #797-706-5048

8.262 AcresP.B. 116 Page 199

D.B. 4223 Page 2496

GPIN #799-709-0364

A

16.8393 Acres (Assessed)

D.B. 236B 1

GPIN #799-710-2548

DB1846 PG471.602 AC.

Tax# 798-709-505751.71 Acres

P.B. 88 Page 47-48

D.B. 3184 Page 1823

GPIN #797-709-8878

STA = 126+50.00

EL = 26.80

+1.80%

L = 20.00

K = 20

ex = 0.03’

STA = 128+00.00

EL = 29.50

+1.80%

+5.59%

L = 68.03

K = 18

ex = 0.32’

STA = 129+05.00

EL = 35.37

+5.59%

+1.80%L = 30.00

K = 8

ex = -0.14’

SSD = 300’

STA = 129+88.00

EL = 36.87

+1.80%

+6.67%

L = 86.00

K = 18

ex = 0.52’

STA = 133+80.00

EL = 63.00

+6.67%

+2.08%L = 40.00

K = 9

ex = -0.23’

SSD = 255’

STA = 134+40.00

EL = 64.25

+2.08%

+5.99%

L = 70.00

K = 18

ex = 0.34’

26.0

3

26.2

4

29.3

0

26.5

2

23.5

9

10.6

3

10.9

8

23.8

0

24.5

8

25.6

8

27.5

4

34.7

2

36.18

35.9

9

36.2

9

37.0

5

38.18

38.8

6

39.7

6

40.5

2

41.84

43.2

3

45.10

47.3

3

49.5

8

51.76

53.5

8

55.4

3

57.3

0

59.2

1

60.9

1

62.18

63.2

2

64.2

4

65.2

2

66.2

4

67.2

8

68.4

3

69.6

4

70.8

5

72.0

7

73.6

9

75.4

0

77.11

78.8

1

26.4

0

26.6

0

26.8

2

27.2

5

27.7

0

28.15

28.6

0

29.0

7

29.8

2

30.9

2

32.3

0

33.6

9

35.0

3

35.7

3

36.19

36.8

9

37.9

4

39.3

4

41.00

42.6

7

44.3

3

46.0

0

47.6

7

49.3

3

51.00

52.6

7

54.3

3

56.0

0

57.6

7

59.3

3

61.00

62.5

4

63.4

2

64.0

5

65.0

2

66.3

5

67.8

4

69.3

4

70.8

4

72.3

3

73.8

3

75.3

3

76.8

2

78.3

2

79.8

2

STA = 138+45.00

EL = 88.50

+5.99%

+1.70%L = 54.00

K = 13

ex = -0.29’

SSD = 279’

80.5

2

82.2

3

84.0

7

85.6

4

86.7

6

86.9

6

87.0

9

87.7

5

88.2

7

88.7

9

89.3

1

89.8

3

81.31

82.8

1

84.3

1

85.8

1

87.2

8

88.3

9

89.0

1

89.4

4

89.8

6

90.2

9

90.7

1

91.14

275+00.00 280+00.00 285+00.00273+00.00 274+00.00 276+00.00 277+00.00 278+00.00 279+00.00 281+00.00 282+00.00 283+00.00 284+00.00 286+00.00

105

110

115

120

125

130

135

140

145

150

155

160

165

170

175

180

185

105

110

115

120

125

130

135

140

145

150

155

160

165

170

175

180

185

d86280016.dgn

Plotted By: alex.taloma11:35:20 AM

9/21/2012

d86280016.dgn


9/21/2012

PROJECT MANAGER

SURVEYED BY


DESIGNED BY

VA.

STATE

ROUTE PROJECT

VA.

REVISEDSTATE

STATE






PROJECT SHEET NO.







5 160005-043-714, RW201, C501

Matc

h Lin

e Station 273

+00 See Sheet

No. 15

Matc

h Lin

e Station 286+0

0 See Sheet

No. 17





17C

Drainage Descr.

Entrances Profile

REFERENCES



0005-043-714 16

Existing Ground

Normal Crown -2%






RFP PLANS

Proposed Profile

Note:

Temporary Construction Easement.or

placed minimum 1 ft within Right of Way

Temporary Filter Barrier to be





C



Legend:

0 100’ 200’

SCALENote:


be paved to a point approximately 3’ beyond the back edge of the trail. Any All private and commercial entrances crossed by the proposed alignment will

PI 646+9

9.6

4

PI 652

+77.4

0

S 20° 03’ 20" E

S 11° 28’ 14" E

645

650

655

Asphalt PavementNew Market Rd.(Rte 5)

Asphalt P

ave

ment

Hic

kory Ave.

Well

Br. Dwl.

1 �- Sty.

Survey Baseline

Survey Baseline

Survey Baseline

PL

PLPL

PL

PLPLPL

PLPL

PLPLZ

Z

Z

PL

Gravel

Drive

VDOT Project #1221-A

Existing Right of Way

Light UnderbrushLight Woods

Cultivated FieldCultivated Field Cultivated Field

PL

Inv.

Out 13

3.2

4

Inv. In 13

3.2

9

w/2

Conc.

Win

gwalls

In Pl. 6

0"

RCP

Inv.

Out 13

6.5

8

Inv. In 13

6.8

3

w/

Conc. End

walls

In Pl. 18"

RCP

T

T

PP #P

M13

PP #P

L75

PP #316

F343

PL52

PP #316

F69 P15

1

S

T

T

WE3

WE5

WF1

WF3

WF4

WG1

WG2

WG3

WG4

WG5

WD1

WD2

WD3

WD4

WE2

WE1

WE4

WF2

Wetland "E

"

Wetland "G"

Wetland "F

"

Wetland "D

"

DP-G

1

DP-F

1

DP-E1

DP-D1

GG-3

GG-4

GG-5

DP-1

GG-6

GG-7

GG-8

GG-1

GG-2

ESTATE VENTURES, LLC

REYNOLDS REAL42

42

Tax# 805-6

97-1437

DO

RIS

HAS

KIN

S

BIB

BS

WIL

LIA

M

MC

KIN

LE

Y C

RU

MP JR

C D

E

E

Tax# 805-6

97-1344

Lot 3

AC.


Plat Book 63 Page 8

Plat Book 61 Page 73


D.B. 2771 Page 870

GPIN #805-698-7655

D.B. 278

B

PAge 17

7

200’

Width

VE

PC

O Ease

ment

Prop. R/W

for EntranceTemp. Const. Ease.

Prop. Perm. Drainage Ease.Prop. Perm. Drainage Ease.

Temp. Const. Ease.

Drainage Ease.Prop. Perm.

273

274

275

276

277

278

279

280

281

282

283

284

285

286

PC 286+2

0.16

CF FC CF FC CF

W=14’ G

=-4.7

2%

Type III

Std. P

E-1 R

eq’d

12

BH-0

08

138.8

5

STA = 273+77.47

EL = 139.66

+0.80%

L = 60.00

K = 31

ex = 0.14’

STA = 275+64.87

EL = 141.16

+0.80% -0.58%

L = 30.00

K = 22

ex = -0.05’

SSD = 798’

STA = 277+25.65

EL = 140.22

-0.58% +0.69%

L = 40.00

K = 31

ex = 0.06’

STA = 279+45.00

EL = 141.74

+0.69%+0.80%

L = 10.00

K = 93

ex = 0.00’

STA = 279+65.00

EL = 141.90

+0.80% -1.47%

L = 16.00

K = 7

ex = -0.05’

SSD = 483’

STA = 280+85.00

EL = 140.13

-1.47% +0.57%

L = 60.00

K = 29

ex = 0.15’

STA = 283+00.00

EL = 141.35

+0.57% -0.75%

L = 24.00

K = 18

ex = -0.04’

SSD = 832’

STA = 284+95.00

EL = 139.89

-0.75% +0.54%

L = 34.98

K = 27

ex = 0.06’

+0.54%

140.12

139.5

9

138.6

6

138.0

6

137.9

9

137.5

1

138.8

0

138.8

6

138.7

4

138.9

8

139.2

1

139.3

0

139.7

6

141.85

140.6

9

139.4

1

139.14

139.5

4

140.0

2

140.5

1

140.6

8

139.9

5

139.6

9

139.3

9

138.3

8

139.7

2

139.9

7

140.5

4

139.9

7

139.8

5

140.2

4

140.6

4

141.04

140.9

5

140.6

6

140.3

7

140.3

9

140.7

4

141.08

141.43

141.78

141.39

140.6

5

140.2

6

140.5

0

140.7

8

141.07

141.31

140.9

7

140.6

0

140.2

2

139.9

4

140.18

140.4

5

315+00.00 320+00.00 325+00.00314+00.00 316+00.00 317+00.00 318+00.00 319+00.00 321+00.00 322+00.00 323+00.00 324+00.00 326+00.00 327+00.00 328+00.00

80

85

90

95

100

105

110

115

120

125

130

135

140

145

150

155

160

80

85

90

95

100

105

110

115

120

125

130

135

140

145

150

155

160

d86280019.dgn


9/21/2012

d86280019.dgn


9/21/2012

PROJECT MANAGER

SURVEYED BY


DESIGNED BY

VA.

STATE

ROUTE PROJECT

VA.

REVISEDSTATE

STATE






PROJECT SHEET NO.







5 190005-043-714, RW201, C501

Cornelius Creek

Matc

h Lin

e Station 314

+00 See Sheet

No. 18

Matc

h Lin

e Station 328+0

0 See Sheet

No. 2

0





Drainage Descr.

Entrances Profile

REFERENCES



24A

0005-043-714 19






RFP PLANS

Existing Ground

Proposed Profile

Normal Crown -2%Reverse Crown 2% 2% - -2%: -2% - 2%: 2% - -2%:

Crown 2%

Reverse Normal Crown -2%




C



Legend:

Note:



Temporary Filter Barrier to be Note:




0 100’ 200’

SCALE

PI 681+44.4

3

PI 690+9

2.9

1

PI 696+4

3.3

6

S 39° 07’ 52" E

S 26° 36’ 59" E

S 39° 02’ 09" E

685

690

695

New Market Rd.(Rte 5)

Right Turn Lane

Left Turn Lane

R/

W

Pin

Asphalt Pavement

Conc. Ditch

Left

Turn Lane

Rig

ht

Turn Lane

Left Turn Lane

Asphalt S

hould

er

Elev 9

4.01Top Of Water

Cornelius Creek

Conc.

Asphalt S

hould

er

Gravel Shoulder

S. Laburnu

m

Ave. N

BL

S. Laburnu

m

Ave. S

BL

Elev 93.72

RapRip

RapRip

Conc.

(Rte 5)New Market Rd.Asphalt Pavement

(2)

Conc. Sla

bs

Gravel Shoulder

R/

W

Pin

R/

W

Pin

Gravel Shoulder Gravel Shoulder

+11.03

9.7

6’

+45.4

1

8.15’

R/

W

Mon.

+37.16

35.3

1’

+74.3

4

109.6

2’

+57.2

1

15.18’

R/

W

Pin

R/

W

Pin

+57.0

9

25.4

7’

Survey Baseline

Survey Baseline

Survey Baseline

Utility Ease.Existing R/W

Existing R/W

PE-101, C-501, RW201

0005-043-104,

Based On Project

Existing R/W

PE-101, C-501, RW201

0005-043-104,

Based On Project

Existing R/W

Drain Ease.

PL

Conc.

Top Of Water

PL

Sig

n

Sig

n

2 Sig

ns

Sig

n

Sig

n

2 Sig

ns

Gravel Shoulder

Gravel Shoulder

Sig

n

Asphalt R

oad

way

South Laburnu

m

Avenue S

BL

Asphalt R

oad

way

South Laburnu

m

Avenue N

BL

Concrete

Media

n

Paved

Drive

Riprap

Riprap

Riprap

w/

Heavy Underbrush

Mediu

m

Woods

w/Heavy UnderbrushMedium Woods

Inv.

Out 92.4

6 (E)

Inv.

Out 92.4

6 (W)

Inv. In 93.3

4 (E)

Inv. In 93.2

7 (W)

w/2

Conc.

Win

gwalls

In Pl. D

ouble 10’X

10’

Box

Culvert

VDOT Project #0895-043-F0

1, R/W201Existing Utility Easement

VDOT Project #0005-043-104, R/W201


VDOT Project #0895-043-F01, R/W201Existing Right of Way

VDOT Project #0005-043-104, R/W201

Existing Utility Easement3.74’

+58.97

RM-2

62.08’+46.58RM-2

93.20’+55.85

RM-2

71.22’

+32.94

RM-2

89.91’+57.69RM-2

3.73’

+47.88

RM-2

Course Gravel

No Pip

e

Course Gravel

No Pip

e

Riprap at in

vert out.

coarse gravel at in

vert in and large

locate ends of pip

e because of

in this location, b

ut

was unable to

Pip

e culvert believed to be

Cultivated Field

Cultivated Field

Cultivated Field

Gravel Shoulder

PL

TC

TC Box

TC

Box

TC

Box

TC

TC

TC

LP 430085

C

TC

HH

TCLP #

430085D

TC

HH

T

T

PP #3I6

F202

TE85

PP

No#

PP #T

F15

PP #

W10-9

9

Guywire

TS

P #430085

B

TS

P #430085

A

Inv.

Out

= 88.2

2In Pl. 15" Pip

eIn

v. In =

88.4

2In Pl. 15" Pip

eRim

= 96.6

2In Pl. S

MH

S

TC

TC

TC

TC

TC

TC

TC

TC

TC

TC

TC

T

T

T

T

WH1

WH2

WH3

WH4

Wetland "H"

DP-H

1

DD-1

DD-2

DD-3

DD-4

DP-D

D-1

DP-U

3 EE-1

EE-2E

E-3

EE-4

EE-5

DP-EE-

1

FF-1

FF-2

DP-F

F-1

FF-3

FF-4

FF-5

FF-6

FF-7

REGINALD H. NELSON, IV

REGINALD WILLIAM NELSON

Prop. R/W

Prop. R/W

for EntrancesTemp. Const. Ease.

Drainage EaseProp. Perm.



Curve VRN3-5

PI = 316+99.49

T = 30.30’

L = 60.59’

R = 5,000.00’

316+69.19PC =

PT = 317+29.78

Curve VRN3-6

PI = 320+25.38

T = 218.06’

L = 436.02’

R = 8,000.00’

318+07.32PC =

PT = 322+43.33

Curve VRN3-7

PI = 325+77.69

T = 21.04’

L = 42.08’

R = 1,200.00’

325+56.65PC =

PT = 325+98.73

314

315

316

PC 316

+69.19

317

PT 317

+29.7

8

318

PC 318

+07.3

2

319

320

321

322

PT 322

+43.3

3

323

324

325

PC 325+5

6.6

5

PT 325+9

8.7

3326

327

328

Sta.319+74 to Sta.322+34Prop. Safety Fence

W=2

0’ G

=+4.2

0%

Type III

Std. P

E-1 R

eq’d

retaining wall.

at Laburnum Ave and may require a

avoid existing traffic design equipment

Note: The Trail should be designed to

Wall LocationPossible Retaining

12B

H-004

105.02

43

44

44

AA


P.B. 11 Page 87

D.B. 283A Page 341

W.B. 85 Page 236

GPIN #807-696-6830


P.B. 8 Page 21

D.B. 2403 Page 727

GPIN #809-695-0423

#0005-043-104, R/W201VDOT Project

Existing Utility Easement

inv in 93.34(E) inv in 93.27(W)2-10’x10’

MATCH EXISTING ROAD

STA = 314+00.00

EL = 121.50

-3.50%

L = 12.00

K = 16

ex = -0.01’

SSD = 1485’

STA = 317+50.00

EL = 109.24

L = 48.00

K = 27

ex = 0.11’

STA = 318+17.50

EL = 108.08

-1.72%

STA = 319+40.00

EL = 104.82

-2.67%

L = 92.00

K = 26

ex = 0.40’

STA = 320+20.00

EL = 105.50

+0.85%

STA = 321+05.00

EL = 106.24

+0.87%

L = 30.00

K = 32

ex = 0.04’

STA = 322+30.00

EL = 108.50

+1.81%

+5.00%

L = 100.00

K = 31

ex = 0.40’

STA = 323+60.00

EL = 115.00

+5.79%

L = 30.00

K = 38

ex = 0.03’

STA = 324+55.00

EL = 120.50

+2.49%

L = 30.00

K = 9

ex = -0.12’

SSD = 342’

STA = 324+90.00

EL = 121.37

-0.91%

STA = 325+20.00

EL = 121.10

L = 50.00

K = 18

ex = 0.18’

+1.93%

121.00

119.14

117.2

2

115.2

9

114.2

0

112.7

7

110.4

8

106.4

1

106.3

6

107.0

6

105.8

5

104.6

8

104.6

7

105.2

0

105.7

6

106.4

5

107.3

1

109.8

2

112.3

2

113.9

1

116.14

118.4

0

121.28

121.90

123.16

124.10

125.3

8

126.8

1

127.4

0

121.48

119.7

5

118.0

0

116.2

4

114.4

9

112.7

4

110.9

9

109.3

5

108.3

8

107.2

2

105.8

9

105.15

105.3

3

105.7

6

106.2

1

107.0

5

108.0

2

109.6

4

112.0

0

114.5

0

117.3

1

120.15

121.29

121.68

122.6

4

123.6

1

124.5

7

125.5

4

126.4

9

330+00.00 335+00.00 340+00.00328+00.00 329+00.00 331+00.00 332+00.00 333+00.00 334+00.00 336+00.00 337+00.00 338+00.00 339+00.00 341+00.00 342+00.00

95

100

105

110

115

120

125

130

135

140

145

150

155

160

165

170

175

95

100

105

110

115

120

125

130

135

140

145

150

155

160

165

170

175

d86280020.dgn


10/2/2012

d86280020.dgn


10/2/2012

PROJECT MANAGER

SURVEYED BY


DESIGNED BY

VA.

STATE

ROUTE PROJECT

VA.

REVISEDSTATE

STATE






PROJECT SHEET NO.







5 200005-043-714, RW201, C501

Matc

h Lin

e Station 328+0

0 See Sheet

No. 19

Matc

h Lin

e Station 342

+00 See Sheet

No. 2

1





Drainage Descr.

Entrances Profile

REFERENCES



24A

0005-043-714 20






RFP PLANS

Existing Ground

Proposed Profile

Normal Crown -2%




C



Legend:

Note:



Temporary Filter Barrier to beNote:




0 100’ 200’

SCALE

By Resolution of Commonwealth Transportation

Board dated LIMITED ACCESS HIGHWAY

PI 696+4

3.3

6

PI 701+44.4

6

PI 706+6

6.9

6

S 37° 43’ 59" E

S 44° 07’ 51" E

S 36° 51’ 31" E

700

705

Gravel Ent. # 18

41

Asphalt Shoulder

In Pl. 24" C

M Pipe

IP

Gravel Shoulder

Gravel Ent.

Inv In Elev 129.90

Inv

Out Elev 128.93

+38.7

3

35.3

8’

Ent.

Asphalt Gravel Shoulder

Asphalt Shoulder

Gravel Ent.

+14.19

44.9

4’

Asphalt Shoulder

Nail

+69.0

9

153.11’

+05.9

9

52.6

3’

In Pl. 2

4" C

onc. Pip

e

Asphalt Shoulder

Nail

+05.8

1

81.19’

Inv Out

Ele

v 12

8.0

0

Inv In Ele

v 12

8.4

5

New Market Rd.(Rte 5)Asphalt Pavement

Conc Wall

Conc Wall

IP-B

ent

Asphalt E

nt

Asphalt Shoulder

Survey Baseline

Utility Ease.

Utility Ease.

Utility Ease.

Henric

o Co. D

PU

Utility Ease. Utility

Ease.

PL

PL

PL PL PL

Dwl. #18512 - Sty. Fr.

Inv.

Out 12

8.7

1In

v. In 12

8.8

4w/2

End

walls

In Pl. 3

0"

RCP

Chevron

Woven

Wire

Entr. Pip

ew/2

Metal Endsections

In Pl. 15"

CM

P

Asphalt Drive

Gravel Drive

Cultivated Field

Wove

n

WireGravel

Paved Entr.

Asphalt R

oad

way

Interstate Route 895 S

BL

Asphalt R

oad

way

Interstate Route 895

NB

L

(N52°0

6’0

0"E)

VDOT Project #0895-043-F01, R/W201

Existing Utility Easement

Cultivated Field

S45°034’1"E

248.53’

PLPL

Bridge (Conc)

Conc Shoulder

Conc Shoulder

Noted on Data Sheet .

Note : Bridge Elevations Are

Ent.

Asphalt T

T

T

T

PP #316

D363

VD47

w/5

Guywires

PP #V

B77

Yield Sig

nFlashin

g

w/

Guywire

PP #V

C54

TC

T

T

T

T

T

T

T

REGINALD WILLIAM NELSON

RE

GIN

AL

D

H.

NE

LS

ON, IV

RE

GIN

AL

D

H.

NE

LS

ON, IV

Sta. 339+15.00

End Project 0005-043-714 B605 Sta. 336+35.00

Begin Project 0005-043-714 B605


Curve VRN3-8

PI = 334+09.20

T = 38.18’

L = 76.32’

R = 1,000.00’

333+71.02PC =

PT = 334+47.34

Curve VRN3-9

PI = 335+82.17

T = 37.37’

L = 74.71’

R = 1,000.00’

335+44.80PC =

PT = 336+19.51328

329

330

331

332

333

PC 333

+71.0

2

334

PT 334+4

7.3

4335

PC 335+4

4.8

0

336

PT 336+19.5

1

337

338

339

340

341

342

PC 342

+08.7

4

GR-9 attached to exist. FOAReplace Exist. Radial GR with

Sta. 336+17 to Sta. 336+35 RT&LTProp. Safety Fence from & Sta. 339+15 to Sta. 339+33RT

Sta. 339+15 to Sta. 339+57LTProp. Safety Fence from

Exist. Begin L/A Line

Prop. Begin L/A Line

Limited

Access Lin

eExisting

Rig

ht of

Way &

Limited

Access Lin

eExisting

Rig

ht of

Way &

W=14’ G

=2.0

0%

Type III

Std. P

E-1 R

eq’d

W=14’ G

=-0.3

5%

Type III

Std. P

E-1 R

eq’d

+35.00

12.00’

+15.97

68.37’

+15.00

12.00’

+44.28

89.95’

99B-01

134.84

99B-02

137.14

99B-03

0.00

99N-26

137.14

44

25.6

Acres

D.B. 213

5 Page 269

GPIN #808-6

93-9

954

25.6

Acres

D.B. 213

5 Page 269

GPIN #808-6

93-9

954

107.808 Acres (Assessed)P.B. 8 Page 21

D.B. 2403 Page 727

GPIN #809-695-0423

VDOT Project #0895-043-F01, R/W201Existing Utility Easement

Inv in 128.4524" RCP

Sta. 336+35.00

Begin Project 0005-043-714 BXXX

Sta. 339+15.00

End Project 0005-043-714 BXXX

STA = 328+00.00

EL = 126.50

+1.49%L = 20.00

K = 45

ex = -0.01’

SSD = 2451’

STA = 330+85.00

EL = 130.74

L = 20.00

K = 104

ex = 0.00’

STA = 334+00.00

EL = 136.03

+1.68%

+2.07%

L = 20.00

K = 51

ex = 0.01’

STA = 336+15.00

EL = 140.49

L = 38.00

K = 12

ex = -0.15’

SSD = 370’

STA = 337+45.00

EL = 139.19

-1.00%

L = 10.00

K = 13

ex = -0.01’

SSD = 1392’

STA = 338+17.00

EL = 137.91

-1.78%

L = 10.00

K = 14

ex = -0.01’

SSD = 1499’

STA = 339+30.00

EL = 135.09

-2.50%

L = 30.00

K = 18

ex = -0.06’

SSD = 672’

STA = 341+07.50

EL = 127.73

-4.14%

L = 10.00

K = 8

ex = 0.02’

EL = 127.22

-2.93%

-4.20%

L = 16.00

K = 13

ex = -0.03’

SSD = 858’

STA = 341+25

127.4

0

127.7

7

128.3

4

129.0

8

129.6

8

130.15

130.9

4

131.70

132.5

4

133.17

133.7

0

134.7

6

135.6

0

136.4

1

137.2

3

138.0

5

138.6

4

137.0

3

134.7

0

134.13

133.5

5

132.9

8

132.4

0

132.4

6

131.13

128.8

3

127.9

6

124.7

1

122.14

126.4

9

127.2

4

127.9

9

128.7

3

129.4

8

130.2

2

130.9

9

131.83

132.6

7

133.5

1

134.3

5

135.19

136.0

4

137.0

7

138.11

139.14

140.17

140.14

139.6

4

139.10

138.2

1

137.0

9

135.8

4

134.2

6

132.18

130.11

128.0

4

126.17

124.0

6

345+00.00 350+00.00 355+00.00342+00.00 343+00.00 344+00.00 346+00.00 347+00.00 348+00.00 349+00.00 351+00.00 352+00.00 353+00.00 354+00.00 356+00.00

100

105

110

115

120

125

130

135

140

145

150

155

160

165

170

100

105

110

115

120

125

130

135

140

145

150

155

160

165

170

d86280021.dgn


10/2/2012

d86280021.dgn


10/2/2012

PROJECT MANAGER

SURVEYED BY


DESIGNED BY

VA.

STATE

ROUTE PROJECT

VA.

REVISEDSTATE

STATE






PROJECT SHEET NO.







5 210005-043-714, RW201, C501

Matc

h Lin

e Station 356+0

0 See Sheet

No. 2

2

Matc

h Lin

e Station 342

+00 See Sheet

No. 2

0





Drainage Descr.

Entrances Profile

REFERENCES



24A

0005-043-714 21

95

90

95

90






RFP PLANS

Existing Ground

Proposed Profile

Reverse Crown 2%

Crown -2%

Normal -2% - 2%: 2% - -2%: -2% - 2%:

Crown -2%

NormalCrown 2%

Reverse 2% - -2%: -2% -2% - 2%: Reverse Crown 2%




C



Legend:

Note:



Temporary Filter Barrier to beNote:




0 100’ 200’

SCALE

PI 712

+14.4

9

PI 720+6

7.8

5

S 36° 51’ 31" E

S 34° 41’ 57" E

S 39° 18’ 28" E

710

715

720

Tar

&

Gravel Ent. #18

75

Metal

Guardrail

Woven

Wire Fence

In Pl. 15" C

onc. Pip

e

Inv In Ele

v 12

0.3

4

Inv Out

Ele

v 119.15

+81.63

49.8

4’

IP

Elev 96.99

In Pl. 2

4" C

onc. Pip

e

0. 5’ Conc. Curb

Conc.

Head

wall

Bric

k Sig

n

Elev 95.71

Top Of

Water

Top Of

Water

Top Ele

v 113.3

6

Inv Out

Ele

v 10

2.9

9

Inv In Ele

v 110.6

3

Gravel Ent. # 19

23

Woven Wire Fence

Angle Ir

on

Pond

+66.2

8

65.6

1’

New Market Rd.(Rte 5)Asphalt Pavement

Grass Area

IP

R/

W

Pin

+47.6

6

156.5

7’

Tar & Gravel Parking Lot

+71.21

64.8

8’

R/

W

Pin

+71.52

86.3

8’

Paved Conc. Ditch

Grass Area

Survey Baseline

Survey Baseline

Survey Baseline

(S20°19’30"E 124.36’ )

Laurel

Hill Lane (Private) (N26°43’41"W 271.30’ )

(N20°36’31"W 81.86’ )

(N20°36’31"W 32.44’ )

(N32°47’25"W 163.22’ )(N32°47’25"W 164.02’ )

Cultivated Field

Entr. Pip

e

w/2

Metal Endsections

In Pl. 18

" C

MP

In Pl. 15

" R

CP

Gravel

Drive

Entr. Pip

e

In Pl. 12

" R

CP

Sig

n

Entr. Pip

e

In Pl. 15

" R

CP

Gravel

Drive

Well

Entr. Pip

e

In Pl. 15

" R

CP

Gravel

Drive

28"

Maple

24"

Maple

26"

Maple

42"

Maple

Cultivated Field

Abandoned

Dwl

2 Sty Fr

#19

06

w/

Bs

mt

1 �

Sty Fr D

wl

Mowed Field

Asphalt Drive (T

owhee Lane)

Inv.

Out 98.11

w/2

End

walls

In Pl. 6’X

6’

Box

Culvert

Inv.

Out 97.13

Inv. In 97.7

4

w/2

End

walls

In Pl. 6’X

6’

Box

Culvert

(N28°02’10"W 138.38’)

(N43°27’3

0"W 372.4

1’)

(S52°3

0’00"E 16

9.00’)

(N57°4

5’48"W 2

50.00’)

(S33°3

1’02"W 385.0

0’)

(N18

°44’12"E 270.93’)

(N37°4

5’18"W 5.8

8’)

(N39°2

9’4

0"E 326.5

6’)

(S31°42’00"E 260.27’)

(S58°18’0

0"W 309.13’)

(N37°45’18"W 564.77’)

(N52°13’2

9"E 254.10’)

(N37°46’31"W 259.77’)

(S57°3

7’5

0"W)

VDOT Projec

t #1221-A

Existing R

ight of Way


101.44’

+15.21

RM-2

38.98’

+17.08

RM-2

43.23’

+87.10

IRF

313.10’

+77.32

IRF

51.21’

+36.18

IRF

59.22’

+91.04

IRF

Mediu

m

Underbrush

Mediu

m

Woods

Lig

ht

Underbrush

Lig

ht

Woods

Heavy Underbrush

Lig

ht

Woods

(155.00’)

(N31°42’00"W)

S51°30’4

2"W 331.90’

N52°12’2

7"E 254.2

5’PL

PL

PL

(Tie Line)

(S77

°48’31"E 348.49’)

PL

PL

(139.60’)(S46

°00’00"E)

(115.60’)

(S22°3

0’00"W)

(S24°00’0

0"W)

PL

PL

PL

PL

and

Water Spic

ot

Wood Post

Unable to Contact OwnerNo Visible EvidencePossible Septic Field

Unable to Contact OwnerNo Visible EvidencePossible Septic Field

S

C&

P#86

Veriz

on # 79

Veriz

on # 78

2

Guy

Wires

VP # X

A02

Guy

Wire

Veriz

on # 81

Veriz

on # 84

WM

2 Flo

odlightsLP

Veriz

on # No #

Veriz

on # 83

Veriz

on # 80

w/

Guywire

PP #

WB46

PP #X

A13

PP

NO#

w/

Guywire

PP #X

P40

PP

XA07

LA

UR

EL

HIL

L

ME

TH

ODIS

T

CH

UR

CH

REGINALD H. NELSON, IV

A. LOREN ATKINSW. F. HUNT, LLC

W. F. HUNT, LLC

JANE M. NELSONJOHN W. NELSON, Jr. &

Sta. 345+93.00

Begin Project 0005-043-714 B606 Sta. 346+57.00

End Project 0005-043-714 B606

Prop. R/W

for EntrancesTemp. Const. Ease.

for Entrances

Temp. Const. Ease.


Curve VRN3-10

PI = 342+63.40

T = 54.66’

L = 109.15’

R = 800.00’

342+08.74PC =

PT = 343+17.89

Curve VRN3-11

PI = 345+51.74

T = 26.68’

L = 53.16’

R = 250.00’

345+25.06PC =

PT = 345+78.22

Curve VRN3-13

PI = 347+29.31

T = 14.42’

L = 28.82’

R = 500.00’

347+14.90PC =

PT = 347+43.72

Curve VRN3-14

PI = 349+69.53

T = 33.43’

L = 66.76’

R = 500.00’

349+36.10PC =

PT = 350+02.86

342

PC 342

+08.7

4

343

PT 343

+17.8

9

344 345

PC 345+2

5.0

6

PT 345+7

8.2

2

346

347

PC 347+14.9

0

PT 347+4

3.7

2

348

349

PC 349+3

6.10

350

PT 350+0

2.8

6

351

352

353

354

355

356

PI 3

56+0

5.0

1

Sta. 346+57 to Sta. 346+69 LT&RT Prop. Safety Fence from

W=12’ G

=-0.2

1%

Type III

Std. P

E-1 R

eq’d

W=12’ G

=-4.9

8%

Type III

Std. P

E-1 R

eq’d

W=2

0’ G

=-7.9

2%

Type III

Std. P

E-1 R

eq’d

W=12’ G

=-2.11%

Type III

Std. P

E-1 R

eq’d

W=12’ G

=-2.8

1%Type III

Std. P

E-1 R

eq’dSta. 345+93 LT&RT

from Sta. 345+75 toProp. Safety Fence

12B

H-007

112.00

45

48

47

48

13025.6 Acres

D.B. 2135 Page 269

GPIN #808-693-9954

1.47 Acres


D.B. 2618 Page 1357

GPIN #809-692-2359

3.864 AcresD.B. 3935 Page 471

GPIN #809-692-4528

3.864 AcresD.B. 3935 Page 471

GPIN #809-692-4528

0.71 Acres (Assessed)D.B. 270C Page 407 P

latD.B. 2768 Page 1002

GPIN #808-692-9684


inv in 97.746’x6’ Box Culv.

inv out 98.116’x6’ Box Culv.

Sta. 345+95.00


Sta. 346+55.00


STA = 343+50.00

EL = 117.76

-4.20%

-2.39%

L = 50.00

K = 28

ex = 0.11’

STA = 345+50.00

EL = 112.98

L = 70.00

K = 27

ex = 0.23’

STA = 346+65.00

EL = 113.25

+0.24%

+5.76%

L = 144.00

K = 26

ex = 0.99’

STA = 348+38.00

EL = 123.22

+4.58%

L = 10.00

K = 9

ex = -0.01’

SSD = 923’

STA = 348+60.00

EL = 124.22

L = 32.00

K = 15

ex = 0.08’

STA = 350+40.00

EL = 136.20

+6.65%

+2.63%

L = 18.00

K = 4

ex = -0.09’

SSD = 278’

STA = 350+75.00

EL = 137.12

+6.72%

L = 50.00

K = 12

ex = 0.26’

STA = 351+25.00

EL = 140.48

+4.81%

L = 24.00

K = 13

ex = -0.06’

SSD = 574’

STA = 352+20.00

EL = 145.05

L = 18.00

K = 12

ex = -0.03’

SSD = 744’

STA = 352+60.00

EL = 146.38

+3.34%

L = 12.00

K = 20

ex = -0.01’

SSD = 1775’

STA = 354+47.50

EL = 151.50

+2.73%

L = 12.00

K = 65

ex = 0.00’

STA = 355+50.00

EL = 154.48

+2.91%

L = 60.00

K = 13

ex = -0.35’

SSD = 259’

-1.79%

122.14

120.9

4

118.9

2

116.9

9

116.5

9

113.8

8

112.0

4

111.24

108.5

9

110.2

3

113.4

2

116.6

0

120.0

0

123.8

7

126.6

7

129.9

0

133.19

136.0

1

139.0

4

141.61

144.11

146.0

8

147.4

1

148.7

7

150.2

2

151.63

152.7

5

153.0

9

153.4

8

124.0

6

121.96

119.8

6

117.8

7

116.5

6

115.3

7

114.17

113.2

1

113.10

113.8

4

115.5

3

118.15

121.03

123.7

8

126.8

9

130.2

1

133.5

4

136.4

6

138.8

0

141.69

144.0

9

146.0

5

147.4

7

148.8

4

150.2

0

151.57

153.0

3

154.13

153.5

9

615+00.00 620+00.00612+00.00 613+00.00 614+00.00 616+00.00 617+00.00 618+00.00 619+00.00 621+00.00 622+00.00 623+00.00 624+00.00

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

d86280040.dgn


10/2/2012

d86280040.dgn


10/2/2012

PROJECT MANAGER

SURVEYED BY


DESIGNED BY

VA.

STATE

ROUTE PROJECT

VA.

REVISEDSTATE

STATE






PROJECT SHEET NO.







5 400005-043-714, RW201, C501

Matc

h Lin

e Statio

n 624+0

0.0

0 See Sheet N

o. 4

1 Drainage Descr.

Entrances Profile

REFERENCES



45A





400005-043-714






RFP PLANS

Existing Ground

Normal Crown -2% Reverse Crown 2%-2% - 2%:

611+00.00610+00.00

Proposed Profile





C



Legend:


Temporary Filter Barrier to be placed minimum 1 ft within Right of Way orNote:

Note:



0 100’ 200’

SCALE

To Williamsburg

Existing R/W

G-303, RW203

Project 0095-043-104,

Based On Rte 295

Existing R/W

Mailboxes

Gravel

Drive

Four

Mile Creek

Entr. Pip

eIn Pl. 15" R

CP

Sig

n

Sig

n

Sig

n

Asphalt Shoulder

(S09°5

9’0

0"W 337.8

8’)

(Chord=S69°00’19"

E 137.96’)(Delta=4°1

4’22" Tan=69.03’)(R=1865.00

’ L=138.00’)Curve Da

ta (Deed)

(N49° 46’16"W 332.00’)

(R=1841.86’ L=594’+/-)

Curve Data (Deed)

D.B. 4083

Page 12

21

30’ Sanitary Sewer Ease

ment

Henric

o County

VDOT Project #0095-043-104, RW203


VDOT Project #122

1-CExisting Right o

f Way

30.24’

+15.59IRF

of Four Mile Creek)

(3,522’ +/- Along Centerline

Mile Creek 3600’ +/-)

(Northerly Along Four

Nu

mbers

V28,

V29,

V30,

V33,

V48

5

Historic Sig

ns

Medium Underbrush

Medium Woods

Light Underbrush

Light Woods

Medium Underbrush

Medium Woods

Medium UnderbrushMedium Woods

Light Underbrush

Light Woods

Inv.

Out 41.98 (E)

Inv.

Out 42.0

1 (W)

Inv. In 42.0

1 (E)

Inv. In 42.0

6 (W)

w/

Conc.

Win

gwalls

In Pl. 10’X

10’

Double Box

Culvert

Light Underbrus

hMedium Woods

Light Woods L

ight Underbru

sh

40"

Oak

(216.05’)

(N71°07’30"W)

362.85+62.64IPF

US Route 5

Asphalt

Asphalt

WoodsGuardrail

Conc. Ditch

In Pl. C

onc. F

ES

Inv.

Outf

all = 4

7.4

3

Inv.

Out

= 47.9

6

In Pl. 15"

Conc Pip

e

Rim

= 50.2

0

In Pl. DI

Rip-Rap

In Pl. C

onc. F

ES

Inv.

Out

= 45.7

2

Inv. In =

47.0

6

In Pl. 2

4"

Conc Pip

e

In Pl. C

onc. End

wall B

urie

dIn

v.

Out

= Burie

dIn

v. In =

42.9

6In Pl. 2

7" Conc Pip

e

In Pl. C

onc. E

nd

wall

Asphalt

S 59° 05’ 42" E

105

110

115

49.6

8’

RW

Mon +4

7.7

0

(218.51’)

(L= 448.85’)

(R= 2939.79’)

Pin

&

Cap

PI 116+3

3.6

3

Exist. R/W Proj. 0095-043-104, RW203

Exist. R/W Proj. 1221C

46.04

46.46

44.88

45.58

37.16

36.73

37.03

38.04

39.15

38.54

PP #E

L55

PP #D361

PP #119698

PP #F

L24

Tele.

Marker

PP #43263

PP #13

264

Guywire

Guywire

Guywires

Guywires

T

T

T

T

T

T

F.L. 24"

DI 40.7

0Rim 48.4

5In Pl. S

an.

MH

F.L. 24"

DI 41.85

Rim 54.3

7In Pl. S

an.

MH

F.L. 24"

DI 39.4

5Rim 53.16

In Pl. S

an.

MH

F.L. 2

4"

DI 35.8

6Rim 47.7

1In Pl. S

an.

MH

T

Tele. Ped #11

Tele. Ped. #

11

Tele.

Marker

Tele. Ped

No. #

Tele. Ped. #

12

Tele. Ped. #14

Tele. Ped.

No#

S

SS

S

w/2

Guywires

C&

P #12

w/

Guywire

C&

P #13

T

Guy

Wire

Guy

Wire

TP #211

TP #212

TP #213

Tele.

MH

TP #210

WX1

WX2

WX3

DP-X1

WX4WX5WX6

WX7

WX8

WX9WX2

0

WX19

WX10

WX18WX11

WX17

WX13

WX16WX14

WX15

WY5

WY6WY4

WY7DP-Y1

WY8WY9

WY2

WY10

WY1

WX12

WY3

COUNTY OF HENRICO, VIRGINIA

HENRY L. TAYLOR, Jr.

COUNTY OF HENRICO, VIRGINIA

Temp. Const. Ease.

Entrance

Ease. for

.Temp. Const

Station 617+00.00

Begin Project 0005-043-714 B611 Station 621+40.00

0005-043-714 B611

End Project

Sta. 621+40 to Sta. 621+46 LT&RTProp. Safety Fence

W=2

2’ G

=+3.66

%

Typ

e III

Std. P

E-1 R

eq’d

Begin Section 6 Sta. 610+00.00

To Be Constructed By Others

Easement

Permanent

Proposed

Curve VRN6-4

PI = 613+47.03

T = 29.77’

L = 59.53’

R = 2,000.00’

613+17.26PC =

PT = 613+76.79

Curve VRN6-5

PI = 617+46.95

T = 47.61’

L = 94.93’

R = 500.00’

616+99.34PC =

PT = 617+94.28

Curve VRN6-6

PI = 621+50.10

T = 37.18’

L = 74.22’

R = 500.00’

621+12.92PC =

PT = 621+87.14

Curve VRN6-7

PI = 624+72.28

T = 82.35’

L = 164.62’

R = 2,000.00’

623+89.93PC =

PT = 625+54.54

PO

T 610

+00.0

0610

611

612

613

PC 613

+17.2

6

PT 613

+76.7

9

614

615

616

PC 616

+99.3

4617

PT 617

+94.2

8

618

619

620

621

PC 621+12.9

2

PT 621+87.14

622 623

PC 623

+89.9

3

624

Sta. 616+94 to Sta. 617+00 LT&RTProp. Safety Fence

FCCF

F CC F

FC

FC

Easement

Permanent

Proposed

Prop. R/W

End Project UPC 103665

12BH-0

03

46.55


D.B. 1878 Page 128

GPIN #825-685-7386

28.6 Acres (Assessed)D.B. 1181 Page 156

W.B. 117 Page 1450

GPIN #824-684-0437

66.5 Acres +/-

P.B. 72 Page 54

D.B. 1822 Page 1021

P.B. 77 Page 27

D.B. 1878 Page 128

GPIN #825-685-7386

126

127

126

24"RCPFL in 47.06

27" RCPFL in 42.96

STA = 609+75.00

EL = 51.80

L = 12.00

K = 38

ex = 0.00’

STA = 616+70.00

EL = 50.51

-0.19%+2.20%

L = 72.00

K = 30

ex = 0.21’

STA = 618+60.00

EL = 54.69

-0.60%

L = 50.00

K = 18

ex = -0.18’

SSD = 410’

STA = 621+25.00

EL = 53.10

L = 72.00

K = 28

ex = 0.23’

STA = 622+30.00

EL = 55.19

+1.99%

L = 12.00

K = 13

ex = -0.01’

SSD = 1214’

STA = 623+40.00

EL = 56.41

+1.10%

L = 14.00

K = 34

ex = -0.01’

SSD = 2594’

+0.68%

Station 617+00.00


Station 621+00.00


50.5

7

50.3

2

50.8

1

51.31

50.6

8

50.6

4

50.5

4

50.3

5

50.4

7

50.4

5

49.9

1

50.0

7

48.7

0

48.3

9

48.5

8

48.2

2

48.6

4

42.2

0

49.18

47.5

5

47.17

45.2

3

47.9

7

51.48

54.5

8

53.16

54.5

3

56.6

3

56.4

2

51.76

51.67

51.57

51.48

51.39

51.29

51.20

51.11

51.01

50.9

2

50.8

3

50.7

4

50.6

4

50.5

9

51.18

52.2

7

53.3

7

54.4

1

54.4

5

54.15

53.8

5

53.5

5

53.2

7

53.6

2

54.6

0

55.4

1

55.9

7

56.4

7

56.8

2

655+00.00 660+00.00651+00.00 652+00.00 653+00.00 654+00.00 656+00.00 657+00.00 658+00.00 659+00.00 661+00.00 662+00.00 663+00.00 664+00.00

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

d86280043.dgn


10/2/2012

d86280043.dgn


10/2/2012

PROJECT MANAGER

SURVEYED BY


DESIGNED BY

VA.

STATE

ROUTE PROJECT

VA.

REVISEDSTATE

STATE






PROJECT SHEET NO.







5 430005-043-714, RW201, C501

Matc

h Lin

e Statio

n 651+0

0.0

0 See Sheet N

o. 4

2 M

atc

h Lin

e Station 664+0

0.0

0 See Sheet

No. 4

4

Drainage Descr.

Entrances Profile

REFERENCES







430005-043-714

45A






RFP PLANS

Existing Ground

Proposed Profile

Normal Crown -2%2% - -2%:Reverse Crown 2%




C



Legend:



Temporary Filter Barrier to be placed minimum 1 ft within Right of Way orNote:

Note:



0 100’ 200’

SCALE

Mailbox

Gra

vel Drive

Tim

ber

Retaining W

alls

Gravel

Drive

Heavy Underb

rush

Mailbox

Entr. Pip

eIn Pl. 15"

RCP

Entr. Pip

e

In Pl. 15"

RCP

Sig

n

Sig

n

Sig

n

Entr. Pip

e

In Pl. 15"

RCP

Asphalt R

oad

way

50’

Rig

ht of

Way

Turner Road

(39.00’)

(N63°34’56"W)

(N63°34’56"W 400.17’)

(S61°14’47"E 532.00’)

(S28°4

5’13"W 291.29’)

(N63°35’21"W 749.29’)

(Chord=N72°34’13"E 34.62’)(Delta=87°38’15" Tan=23.99’)

(R=25.00’ L=38.24’)

Curve Data (Deed)

D.B. 4624 Page 1100

35’ Sanitary Sewer Easement

Henrico County

Approximate Location

Upland Buffer

Preserved RPA & Non-RPA

D.B. 4666 Page 711

KCA/CAMP HILL INVESTMENTS, LC

Declaration of Restrictive Covenants

VDOT Project #1221-C


31.85’

+72.75

RM-16 7

8 A

B

A

B

P.B. 70 Page 51-52 Future Widening

25’ Strip Reserved for

P.B. 70 Page 51-52No Ingress/Egress

20’ Planting Strip Esmt.

PL

PL

PL

Light UnderbrushMedium Woods

Light UnderbrushLight Woods

Poor Condition

4 Strands Barbed Wire

Poor Conditio

n

4 Str

ands Barbed

Wire

w/Medium UnderbrushMedium Woods

20"

Cedar

32"

Oak

21" C

edar

24"

Oak

30"

Cedar

20"

Cedar

Unable to Contact Owner

No Visible Evidence

Possible Septic Field

With Centerline of Creek

Property Line Runs

3"

Oak

Brushline

Cultivated Field Cultivated Field

US Route 5

Inv.

Out

= 57.2

8

Inv. In =

57.3

4

In Pl. 12"

Conc. Pip

e

Woods

Rip-R

ap

Gravel

Gravel

Inv.

Out

= 47.18

Inv. In =

50.15

In Pl. 3

0" Ir

on Pip

e

S 61° 04’ 11" E

S 63° 38’ 54" E

S 68° 05’ 27" E

145

150

155

Z

Dewberry & Davis LLC Plat Dated July 3, 2006Variable Width Permanent Utility Easement Per

PL

Pin

&

Cap

PI 14

5+2

1.52

In Pl. C

onc. End

wall

Inv.

Out

= 49.2

4In

v. In =

50.7

2In Pl. 3

6"

Conc. Pip

eIn Pl. C

onc. End

wall

Time of Field Survey

Area Under Construction at

Time of Field Survey

Area Under Construction at

Exist. R/W Proj. 1221CExist. R/W Proj. 1221C

VD

OT

Dis

k #43-0

543

PI 15

1+30.0

7

VD

OT

Dis

k #43-0

544

PI 15

4+8

3.5

7

PP

LJ54

Guywires

Tele. Ped. #

19 1/

2

Guywires

Guywire

PP #33097

Tele. Ped. N

o. #

Tele.

MH

Tele. Ped. #

20

Tele. Ped. #

21

Tele. Ped. N

o#

Guywire

T

T

T

T

T

T

T

Tele. Ped. #

P10-121

Tele. Ped. #

P10-J

Box

Tele. Ped. #

19 1/

4

PP #K

K50 316

D26

Top of

Gravel 55.6

Top of

Valve 57.0

0Rim 58.5

2San.

MH

FM

Top of

Gravel 56.1

Top of

Valve 58.12

Rim 59.11

San.

MH

FM

FLow

LIn

e 16"

DIP 45.3

3Rim

Ele

v. 55.4

1San.

MH for Future Use

Flo

w

Lin

e 16"

DIP 45.9

0Rim 63.17

San.

MH for Future Use

Top of

Gravel 55.3

Top of

Valve 57.3

6Rim 58.2

9San. F

MV

TT

S

S

S

S

C&

P #8

C&

P #9

Guywires

PP

No. #

PP #25205 2

A

C&

P #10

C&

P #11

C&

P #12

PP #LJ91

PP #

MJ10

PP #72560

PP #

MI5

8

Tel. P

ed.

No #

Tel. P

ed.

No #

Tel. P

ed.

No #

PP #LJ54

Guy

Wires (4)

T

TT

WW4

WW3

DP-W1

WW1

WW2

VA

LE

RIE J.

CO

ON

EY

GE

RA

RD

L.

CO

ON

EY

&

SHELLEY G. DAGENHARTDAVID R. DAGENHART &

INVESTMENTS, LC

KCA/CAMP HILL

Prop. R/W

Prop. R/W

for Entrance

Temp. Const. Ease.



Sta. 652+82 to Sta. 653+12 RT

Prop. Safety Fence

Sta. 661+94 to Sta. 662+90 LT

Prop. Safety Fence

W=12’ G

=+3.7

0%

Type III

Std. P

E-1 R

eq’d

Curve VRN6-13

PI = 653+01.91

T = 32.05’

L = 63.85’

R = 300.00’

652+69.87PC =

PT = 653+33.72

Curve VRN6-14

PI = 654+82.40

T = 49.75’

L = 99.43’

R = 1,100.00’

654+32.65PC =

PT = 655+32.08

PT 650+9

9.0

7

651 652

PC 652

+69.8

7

653

PT 653

+33.7

2

654

PC 654+3

2.6

5

655

PT 655+3

2.0

8

656

657

658

659

PI 6

59+0

3.7

7

660

661

662

663

664

C F F C

C FF C

C F F C

FC CF

F F C C F

FC CF

C

12BH-

006

12BH-

006

56.02

New

Market

Heig

hts Section 2

Lot 3

Block C

4.4

8 +/-

Acres

Plat

Book 75 Page 33-3

5D.B. 218

4 Page 10

51

GPIN #827-6

82-3

099

New Market Heights Section 1 Lot 15 Block C

3.34 +/- AcresPlat Book 70 Page 51-52

D.B. 2368 Page 221

GPIN #827-682-4251


D.B. 3935 Page 2171

GPIN #833-682-5297

141

142

143

36" RCPFL in 50.72

30" Iron PipeFL in 50.15

STA = 651+20.00

EL = 62.27

L = 15.80

K = 9

ex = -0.04’

SSD = 592’

STA = 653+05.00

EL = 57.11

-2.79%

L = 70.33

K = 27

ex = 0.23’

STA = 654+35.00

EL = 56.84

-0.20%

L = 54.00

K = 27

ex = 0.14’

STA = 655+40.00

EL = 58.74

+1.80%-1.94%

L = 46.00

K = 12

ex = -0.22’

SSD = 311’

STA = 656+00.00

EL = 57.58

L = 58.00

K = 27

ex = 0.15’

STA = 656+95.00

EL = 57.74

+0.18%

L = 40.00

K = 10

ex = 0.20’

STA = 657+30.00

EL = 59.20

+4.17%

STA = 657+70.00

EL = 58.20

-2.51%

L = 52.00

K = 18

ex = 0.19’

STA = 658+50.00

EL = 58.54

+0.43% -0.70%

L = 16.00

K = 14

ex = -0.02’

SSD = 963’

STA = 659+10.00

EL = 58.12

L = 36.00

K = 21

ex = 0.08’

STA = 659+35.00

EL = 58.38

+1.04%

STA = 659+70.00

EL = 57.96

-1.19%

L = 34.00

K = 26

ex = 0.06’

STA = 661+60.00

EL = 58.17

+0.11%

L = 12.00

K = 26

ex = -0.01’

SSD = 2382’

STA = 662+50.00

EL = 57.86

-0.34%

L = 52.00

K = 28

ex = 0.12’

STA = 663+45.00

EL = 59.32

+1.54%

L = 24.00

K = 13

ex = -0.06’

SSD = 588’

-0.33%

MATCH EXISTING ROAD

62.8

6

61.63

60.8

6

56.3

9

51.07

55.2

1

56.3

4

56.7

5

56.7

5

58.0

6

57.4

1

57.6

8

58.13

58.7

0

57.6

1

57.5

6

57.3

5

57.3

4

57.3

3

56.9

0

55.8

3

57.3

3

57.4

2

56.3

9

56.6

7

56.8

2

57.4

9

62.4

6

61.43

60.0

4

58.6

4

57.4

1

57.0

1

56.9

1

57.14

58.0

2

58.4

8

57.7

3

57.6

6

58.0

6

58.7

1

58.3

2

58.5

2

58.2

1

58.2

0

57.9

9

58.0

5

58.10

58.16

58.0

3

57.9

8

58.6

3

59.2

9

59.14

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

SedimentaryRocks

MetamorphicRocks

SamplingIgneousRocks

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/SoilsSedimentary

RocksMetamorphic

RocksSampling

IgneousRocks

MATERIAL AND SAMPLE

SYMBOLS LIST

TOPS-

TOPSOIL CH/CL CH/MH CH/SC

CL/ML CL/SC CL/CHCRA

Crushed Aggregate

GC/SC

GP/GW

GP/SPGW/GP ML/MH

OH

Organic

OH/OL

OL

OrganicOL/OHPT

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

Page 2 of 2

SP/SW SM/GM SM/MH

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

CHRT

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-sandmixtures, 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

60

60

30

30

x

x

10

10

10

10

60

60

Clean Sands (Less than 5% fines)

Above "A" line with P.I. between4 and 7 are borderline casesrequiring use of dual symbols

Limits plotting in shaded zonewith P.I. between 4 and 7 areborderline cases requiring useof dual symbols.

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

Less than 5 percentMore than 12 percent5 to 12 percent

GW, GP, SW, SPGM, 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 mixturesAtterberg 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, rockflour, silty of clayey fine sands or clayeysilts with slight plasticity

Inorganic clays of low to mediumplasticity, gravelly clays, sandy clays,silty clays, lean clays

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

Peat and other highly organic soils

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

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

Clayey gravels, gravel-sand-claymixtures

Clayey sands, sand-clay mixtures

Inorganic clays of high plasticity, fatclays

Organic silts and organic silty clays oflow plasticity

Organic clays of medium to highplasticity, organic silts

60

50

40

30

20

10

00 10 20 30 40 50

LIQUID LIMIT (LL) (%)

CL

CL+ML

CH

PL

AS

TIC

ITY

IND

EX

(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 largerthan No. 4sieve size

50% or moreof coarse

fraction smallerthan No. 4sieve size

Liquid limitless than

50%

Liquid limit50%

or greater

SW SW

GM GM

SM SM

ML

MH

PT

GP GP

SPSP

GC GC

SC SC

CL

CH

OL

OH

MH&OH

A LINE:PI = 0.73(LL-20)

ML&OL

UNIFIED SOIL

CLASSIFICATION SYSTEM

4.5

6

9.5

11

14.5

16

19.5

20.5

22

24.5

26

29.5

31

34.5

36

39.5

0.0 / 29.0TOPSOIL with gravel TOPS

2.0 / 27.0Brownish-red SAND with a trace of clay SC

7.0 / 22.0Brown clayey SAND SC

14.0 / 15.0Brown SAND and GRAVEL with trace of organics SP

19.5 / 9.5Greenish-gray SAND and GRAVEL with trace of clay SP-SC

28.0 / 1.0Gray silty SAND with trace of clay SC-SM

100

100

53

0

67

100

100

100

2 2

1

1 2

3

3 7

8

50 -

-19

18 22

6 10

14

9 15

23

4 7

13

7

DESCRIPTION OF STRATA

RIG TYPE: CME-45.Concrete is under asphalt in road.

GROUND WATER

REMARKS:

PAGE 1 OF 304BH-001

04BH-001PAGE 1 OF 3

OFFSET:LONGITUDE: -77.411835 °WCOORD. DATUM: NAD 83

2012, Commonwealth of Virginia

SP

T_L

OG

:00

5-04

3.G

PJ:

8.3

0.0

02:0

815

05:6

/15/

12

SA

MP

LE IN

TE

RV

AL

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

40

25

20

15

10

5

0

-5

-10

ST

RA

TA

S O I L

% C

OR

E R

EC

OV

ER

Y

R O C K

005-043Over Almonds CreekEast Abutment

DE

PT

H (

ft)

ELE

VA

TIO

N (

ft)

PROJECT #:LOCATION:STRUCTURE:

ST

RA

TA

LE

GE

ND

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

FIELD DATA

DIP

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

JOIN

TS

Date(s) Drilled: 9-13-04Drilling Method(s): Hollow Stem AugerSPT Method: Manual HammerOther Test(s):Driller: PuryearLogger: Conner

% S

OIL

RE

CO

VE

RY

SA

MP

LE L

EG

EN

D

STATION:LATITUDE: 37.506418 °NSURFACE ELEVATION: 29.0 ft

LIQ

UID

LIM

IT

LL

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

LAB DATA

PI

41

44.5

46

49.5

50.5

54.5

56

59.5

61

64.5

66

69.5

70.6

74.5

76

79.5

50.0 / -21.0Greenish gray clayey SAND with gravel SC

53.0 / -24.0Greenish gray clayey SILT with gravel MH

58.0 / -29.0Greenish gray silty CLAY with trace of sand and mica CL-ML

63.0 / -34.0Gray micaceous sandy SILT ML

69.0 / -40.0Greenish gray clayey SAND and GRAVEL with trace of finemica and rock fragments GP-GC

74.0 / -45.0Varigated micaceous sandy SILT with trace of clay ML

77.0 / -48.0Greenish gray silty SAND with trace of mica SM

100

100

100

100

100

100

91

100

12 16

2 5

14

11 50

-

3 12

16

9 10

20

7 14

20

40 40

10

16 20

30

21



GROUND WATER

REMARKS:

PAGE 2 OF 304BH-001

04BH-001PAGE 2 OF 3



SP

T_L

OG

:00

5-04

3.G

PJ:

8.3

0.0

02:0

815

05:6

/15/

12

SA

MP

LE IN

TE

RV

AL

42

44

46

48

50

52

54

56

58

60

62

64

66

68

70

72

74

76

78

80

-15

-20

-25

-30

-35

-40

-45

-50

ST

RA

TA

S O I L

% C

OR

E R

EC

OV

ER

Y

R O C K


DE

PT

H (

ft)

ELE

VA

TIO

N (

ft)


ST

RA

TA

LE

GE

ND

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

FIELD DATA

DIP

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

JOIN

TS


% S

OIL

RE

CO

VE

RY

SA

MP

LE L

EG

EN

D


LIQ

UID

LIM

IT

LL

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

LAB DATA

PI

80.480.4 / -51.4Borehole Terminated

56 50 -



GROUND WATER

REMARKS:

PAGE 3 OF 304BH-001

04BH-001PAGE 3 OF 3



SP

T_L

OG

:00

5-04

3.G

PJ:

8.3

0.0

02:0

815

05:6

/15/

12

SA

MP

LE IN

TE

RV

AL

ST

RA

TA

S O I L

% C

OR

E R

EC

OV

ER

Y

R O C K


DE

PT

H (

ft)

ELE

VA

TIO

N (

ft)


ST

RA

TA

LE

GE

ND

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

FIELD DATA

DIP

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

JOIN

TS


% S

OIL

RE

CO

VE

RY

SA

MP

LE L

EG

EN

D


LIQ

UID

LIM

IT

LL

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

LAB DATA

PI

4.5

6

9.5

11

14.5

16

19.5

20.5

22

24.5

26

29.5

31

34.5

36

39.5

0.0 / 26.6Sand and gravel with coal-like material (possible abandonedRR bed - Fill). FL

13.0 / 13.6Gray silty CLAY CL-ML

19.0 / 7.6Large GRAVEL layer GP19.5 / 7.1Brown coarse SAND and GRAVEL with a trace of clay SP-SC

23.0 / 3.6Gray coarse SAND and GRAVEL SP

27.0 / -0.4Gray fine to coarse SAND with trace of silt SW-SM

33

67

100

0

67

100

100

100

3 1

2

2 1

2

1 2

2

50 -

-7

15 22

9 21

20

6 8

15

3 7

11

7


RIG TYPE: CME-45.Terminated hole because of rain. Drilling pressure was 500 to 900 lbs. last 12 ft. (Hard Drilling).

GROUND WATER

REMARKS:

PAGE 1 OF 204BH-002

04BH-002PAGE 1 OF 2



SP

T_L

OG

:00

5-04

3.G

PJ:

8.3

0.0

02:0

815

05:6

/15/

12

SA

MP

LE IN

TE

RV

AL

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

40

25

20

15

10

5

0

-5

-10

ST

RA

TA

S O I L

% C

OR

E R

EC

OV

ER

Y

R O C K

005-043Over Almonds CreekWest Abutment

DE

PT

H (

ft)

ELE

VA

TIO

N (

ft)


ST

RA

TA

LE

GE

ND

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

FIELD DATA

DIP

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

JOIN

TS


% S

OIL

RE

CO

VE

RY

FIRST ENCOUNTERED AT: 9.2 ft DEPTH

SA

MP

LE L

EG

EN

D


LIQ

UID

LIM

IT

LL

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

LAB DATA

PI

41

44.5

45.6

49.5

51

54.5

56

44.0 / -17.4Greenish gray clayey SAND SC

48.0 / -21.4Greenish gray clayey SILT with trace of sand and rockfragments MH

56.0 / -29.4Borehole terminated

100

100

100

100

14 14

17 38

12

14 20

30

12 18

23


RIG TYPE: CME-45.Terminated hole because of rain. Drilling pressure was 500 to 900 lbs. last 12 ft. (Hard Drilling).

GROUND WATER

REMARKS:

PAGE 2 OF 204BH-002

04BH-002PAGE 2 OF 2



SP

T_L

OG

:00

5-04

3.G

PJ:

8.3

0.0

02:0

815

05:6

/15/

12

SA

MP

LE IN

TE

RV

AL

42

44

46

48

50

52

54

56

-15

-20

-25

ST

RA

TA

S O I L

% C

OR

E R

EC

OV

ER

Y

R O C K

005-043Over Almonds CreekWest Abutment

DE

PT

H (

ft)

ELE

VA

TIO

N (

ft)


ST

RA

TA

LE

GE

ND

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

FIELD DATA

DIP

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

JOIN

TS


% S

OIL

RE

CO

VE

RY

FIRST ENCOUNTERED AT: 9.2 ft DEPTH

SA

MP

LE L

EG

EN

D


LIQ

UID

LIM

IT

LL

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

LAB DATA

PI

0.0 / 50.06Brown silty CLAY CH

2.0 / 48.06Brown silty SAND SM

4.0 / 46.06Brown SAND with gravel SP

8.0 / 42.06Grey clayey SAND SC

10.0 / 40.06Grey sandy SILT ML

25.5 / 24.56Borehole Terminated

100

100

100

100

100

100

100

100

PAGE 1 OF 1

12BH-003

12BH-003

FIELD DESCRIPTION OF STRATA

GROUND WATER

PAGE 1 OF 1OFFSET:LONGITUDE: -77.325852° WCOORD. DATUM: NAD 83

REMARKS: Rig Type: Mudbug.

Copyright 2012, Commonwealth of Virginia

SP

T_L

OG

:00

05-0

43-7

14.G

PJ:

8.30

.002

:092

710:

6/1

4/12

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 5.3 ft DEPTH

NO LONG TERM MEASUREMENTS TAKEN

DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

45

40

35

30

25

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

2

4

6

8

10

12

14

16

18

20

22

24

STATION:LATITUDE: 37.432852° NSURFACE ELEVATION: 50.06 ft

0005-043-714Henrico CountyBOX CULVERT

Date(s) Drilled: 2-9-12 - 2-9-12Drilling Method(s): Hollow Stem AugerSPT Method: Automatic HammerOther Test(s):Driller: PuryearLogger: Lewis

wh

8

2

wh

wh

3

wh

wh

4

wh

4

4

3

9

wh

7

7

1

3

wh

5

4

1

4

3

6

1

3

5

2

4

6

8

10

14

15.5

19

20.5

24

25.5

0.0 / 104.98Orange clayey SAND SC

3.0 / 101.98Grey clayey SAND SC

8.0 / 96.98Grey silty SAND SM

13.0 / 91.98Grey silty CLAY CH



100

100

100

100

100

100

PAGE 1 OF 1

12BH-004

12BH-004


GROUND WATER


REMARKS: Rig Type: Truck-550. Cave In 5.5 feet.


SP

T_L

OG

:00

05-0

43-7

14.G

PJ:

8.30

.002

:092

710:

6/1

4/12

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)

100

95

90

85

80

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

2

4

6

8

10

12

14

16

18

20

22

24

26


0005-043-714Henrico CountyBOX CULVERT


2

6

10

6

4

12

6

12

7

10

17

32

15

3

14

27

25

52

4.5

6

9.5

11

14.5

16

19.5

21

24.5

26

0.0 / 54.97Brown sandy CLAY CL

4.0 / 50.97Brown silty sand with gravel SM

9.0 / 45.97Orange sandy CLAY CL


100

100

100

PAGE 1 OF 1

12BH-006

12BH-006


GROUND WATER


REMARKS: Rig Type: Truck-550. Cave In 1.5 feet.


SP

T_L

OG

:00

05-0

43-7

14.G

PJ:

8.30

.002

:092

710:

6/1

4/12

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)

50

45

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


0005-043-714Henrico CountyPIPE


1

8

2

20

4

21

5

wh

1

22

5

6.5

10

11.5

0.0 / 109.43Brown clayey SAND SC

3.0 / 106.43Brown sandy CLAY CL

8.0 / 101.43Brown silty CLAY CH

13.0 / 96.43Grey silty CLAY CH

18.0 / 91.43Green silty CLAY CH


100

100

100

100

100

PAGE 1 OF 1

12BH-007

12BH-007


GROUND WATER


REMARKS: Rig Type: ATV-550. Cave In 5.3 feet.


SP

T_L

OG

:00

05-0

43-7

14.G

PJ:

8.30

.002

:092

710:

6/1

4/12

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)

105

100

95

90

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

2

4

6

8

10

12

14

16

18

20


0005-043-714Henrico CountyBOX CULVERT/BRIDGE

Date(s) Drilled: 2-6-12 - 2-6-12Drilling Method(s): Hollow Stem AugerSPT Method: Automatic HammerOther Test(s):Driller: DrewLogger: Lewis

1

1

3

1

2

3

2

2

1

2

1

1

1

1

3

2

2

1

2

5

2

4

6

9

11

14

16

19

21

0.0 / 138.9Brown silty SAND SM

3.0 / 135.9Grey sandy CLAY CL



0

100

100

100

PAGE 1 OF 1

12BH-008

12BH-008


GROUND WATER


REMARKS: Rig Type: ATV-550. Cave In 3.7 feet.


SP

T_L

OG

:00

05-0

43-7

14.G

PJ:

8.30

.002

:092

710:

6/1

4/12

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)

135

130

125

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

2

4

6

8

10

12

14

16


0005-043-714Henrico CountyPIPE

Date(s) Drilled: 2-6-12 - 2-6-12Drilling Method(s): Hollow Stem AugerSPT Method: Automatic HammerOther Test(s):Driller: DrewLogger: Lewis

3

wh

1

wh

6

1

1

wh

4

1

1

1

4

2

2

1

2

4

6

9

11

14

16