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GEOTECHNICAL AND PAVEMENT ENGINEERING SERVICES RFP NO. HR17-101 – ENGINEERING DESIGN & CONSTRUCTION MANAGEMENT SERVICES FOR HILLSBORO’S PEDESTRIAN SAFETY & TRAFFIC-CALMING PROJECT- RETAINING WALLS Prepared for: Volkert Engineering, Inc. 6225 Brandon Avenue, Suite 540 Springfield, VA 22150 Attention: Mr. Robert Hester, P.E. Project Manager Prepared by: Soil and Land Use Technology, Inc. 6401 Golden Triangle Drive, #303 Greenbelt, MD 20770 March 23, 2018 Revised: July 19, 2018 Revised: November 16, 2018 Revised: December 26, 2018 Revised: March 26, 2019

GEOTECHNICAL AND PAVEMENT ENGINEERING SERVICES · 2019-10-10 · o Performing Standard Penetration Test (SPT) in accordance with ASTM D 1586 at 2.5-foot interval to the termini of

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GEOTECHNICAL AND PAVEMENT ENGINEERING SERVICES

RFP NO. HR17-101 – ENGINEERING DESIGN & CONSTRUCTION MANAGEMENT SERVICES FOR

HILLSBORO’S PEDESTRIAN SAFETY & TRAFFIC-CALMING PROJECT- RETAINING WALLS

Prepared for:

Volkert Engineering, Inc. 6225 Brandon Avenue, Suite 540

Springfield, VA 22150

Attention: Mr. Robert Hester, P.E. Project Manager

Prepared by:

Soil and Land Use Technology, Inc. 6401 Golden Triangle Drive, #303

Greenbelt, MD 20770

March 23, 2018

Revised: July 19, 2018 Revised: November 16, 2018 Revised: December 26, 2018

Revised: March 26, 2019

         Soil and Land Use Technology, Inc.

6401 Golden Triangle Drive, Suite 303 • Greenbelt, MD 20770 • 443‐577‐1600 • www.SaLUTinc.com 

Drilling • Geotechnical • Pavements • Corrosion 

MDOT DBE Certification No.:93‐031  City of Baltimore MBE Certification No.:13‐358349  District of Columbia CBE Certification No.:LSDZ8385112013 

MWAA and Commonwealth of Virginia DBE Certification No. DB‐1992‐0048‐2015   MWAA LDBE Certification No. LD1990‐0179‐2015 

March 23, 2018 Revised: July 19, 2018

Revised: November 16, 2018 Revised: December 26, 2018

Revised: March 26, 2019 Volkert Engineering, Inc. 6225 Brandon Avenue, Suite 540 Springfield, VA 22150 Attn: Mr. Robert Hester, P.E.

Project Manager Re: Geotechnical and Pavement Engineering Services

RFP No. HR17-101 – Engineering Design & Construction Management Services for Hillsboro’s Pedestrian Safety & Traffic-Calming Project- Retaining Walls Hillsboro, Virginia. SaLUT Reference No. 17-0042

Dear Mr. Hester: Pursuant to your authorization, we have performed a geotechnical investigation to characterize subsurface conditions for the proposed retaining walls along Route 9 (Charles Town Pike), approximately 10 miles northwest of Leesburg in Loudoun County, Virginia. This report summarizes the findings of our subsurface explorations including in-situ and laboratory tests as well as geotechnical recommendations for the design parameters for Retaining Walls. These recommendations are made based on the data obtained from the current investigation. If you have any questions regarding this report or when we can be of further assistance on this or other projects, please do not hesitate to call on us. Very truly yours, SOIL AND LAND USE TECHNOLOGY, INC. Imran M. Syed, Ph.D., P.E. Pradeep J. Perera, P.E. Vice President President

  TOC ‐ 1  SaLUT Reference # 17‐0042

TABLE OF CONTENTS

1.0  PROJECT DESCRIPTION ..............................................................................................1 

1.1  Scope of Services .....................................................................................................1 

2.0  GEOLOGIC SETTING ....................................................................................................1 

3.0  FIELD INVESTIGATIONS .............................................................................................2 

4.0  SUBSURFACE CONDITIONS ........................................................................................2 4.1  Pavement Section Information .................................................................................3 4.2  Soil Borings .............................................................................................................3 4.3   Groundwater ............................................................................................................4 

5.0  LABORATORY TESTING ..............................................................................................5 5.1  Frost Susceptibility Classification of Subgrade Soil ...............................................5 

6.0  RECOMMENDATIONS AND CONCLUSIONS ...........................................................7 6.1  Subgrade Support Conditions ..................................................................................7 6.2  Existing Drainage Conditions ..................................................................................8 6.3   Design Parameters ...................................................................................................8 6.4   Wing Wall / Retaining Wall ....................................................................................9 6.5   Site Classification ..................................................................................................10 6.6   Temporary Support of Excavation .........................................................................10 6.7  Earthworks .............................................................................................................10 

7.0  LIMITATIONS ................................................................................................................12 

____________________________________________ ATTACHMENTS Drawing Number 1 - Project Location Plan Drawing Number 2A through 2D - Boring Location Plan Drawing Number 3A - Generalized Subsurface Profile – Section A-A′ Drawing Number 3B - Generalized Subsurface Profile – Section B-B′ Drawing Number 3C - Generalized Subsurface Profile – Section C-C′ Drawing Number 3D - Generalized Subsurface Profile – Section D-D′ Drawing Number 3E - Generalized Subsurface Profile – Section E-E′ Drawing Number 4 - Geological Map Drawing Number 16(1) through 16(13) - Retaining Wall Cross Sections APPENDIX A - Results of Field Testing

Records of Soil Exploration

  TOC ‐ 2  SaLUT Reference # 17‐0042

APPENDIX B - Laboratory Test Results Summary of Laboratory Results Atterberg Limits’ Results Gradation Analysis Curves

APPENDIX C - Engineering Analysis

Wing Wall / Retaining Wall Cross-sections Scour Analysis Bearing Capacity Calculations

 Page 1 of 12  SaLUT Reference # 17‐‐0042 

1.0 PROJECT DESCRIPTION The Town of Hillsboro located along Route 9 (Charles Town Pike), approximately 10 miles northwest of Leesburg in Loudoun County, Virginia has retained the engineering team led by Volkert Engineering, Inc. for the pavement rehabilitation. The project location map is shown in Drawing Number 1. This phase of the work includes geotechnical investigation for the design of the proposed retaining walls along Route 9, as shown in the attached Drawings Number 2a through 2d. Soil and Land Use Technology, Inc. formerly known as Thomas L. Brown Associates, PC (SaLUT) of Washington, DC was requested to assist the team with the requisite Geotechnical Engineering Services. In-situ testing locations were based on location of the proposed Retaining walls and their accessibility. The Boring Location Plans are presented as Drawings Number 2a through 2d. 1.1 Scope of Services The scope of services consisted of:

1. Pre-field Investigation Services (i.e. Review of existing geotechnical engineering information; marking/staking borings and coordinating utilities and permits.

2. Coordinating with Volkert and VDOT with regard to test locations for field investigation and sampling. All the boreholes are around 15.0-foot deep.

3. Field Investigation Services comprised of: i. Maintenance of Traffic

ii. Test Borings 4. Analysis of data and preparation of a Geotechnical Report.

2.0 GEOLOGIC SETTING The project location is along Route 9 (Charles Town Pike) and is approximately 10 miles northwest of Leesburg in Loudoun County, Virginia. This roadway lies within the Piedmont Plateau. The predominant soil borings are within the Catoctin Formation. The various minerals anticipated at this location are Catoctin Formation, Garnetiferous Leucocratic Metagranite, and Hornblende Gneiss. The lithologic constituents of these layers are summarized below. Further information related to the geology of the project location can be found in the Appendix. The geological map of the project location is presented as Drawing Number 4. The project location map is shown in Drawing No.1

Name Geologic Age Primary rock type

Lithologic constituents

Catoctin Formation - Metabasalt

Proterozoic Z-Cambrian

meta-basalt Metamorphic > Metaigneous >

Metavolcanic > MetabasaltGarnetiferous Leucocratic Metagranite

Proterozoic Y granite Metamorphic > Metaigneous > Metaintrusive > Metagranite

Hornblende Gneiss Proterozoic Y mafic gneiss Metamorphic > Gneiss >

Hornblende-gneiss

 Page 2 of 12  SaLUT Reference # 17‐‐0042 

Catoctin Formation – Metabasalt- Grayish-green to dark-yellowish-green, fine-grained, schistose chlorite- and actinolite-bearing metabasalt, commonly associated with epidosite segregations. The mineralogy includes chlorite, actinolite, albite, epidote, titanite, quartz and magnetite. Relict clinopyroxene is common; biotite porphyroblasts occur locally in southeastern outcrop belts.

Garnetiferous leucocratic metagranite – Leucocratic, medium- to fine-grained, equigranular to granoblastic monzogranite contains very-light-gray to light-gray feldspar, medium-gray quartz as much as 0.5 cm in diameter, and dusky-red euhedral to anhedral almandine garnet as much as 1 cm in diameter. The mineralogy includes quartz, microperthite, microcline, myrmekite, plagioclase, symplectic biotite and minor chlorite, ilmenite, zircon, titanite, epidote, leucoxene, and clinozoisite. Hornblende gneiss- Gray-weathering, medium- to fine grained, massive to strongly-foliated hornblende-quartz-microcline-plagioclase gneiss with rare biotite and orthopyroxene. 3.0 FIELD INVESTIGATIONS The field exploration efforts included:

Site reconnaissance from the shoulder along the project limit. Coordinating verification of underground utilities with the relevant locators to ensure

that the proposed borings were clear of utilities prior to mobilization to the field to commence any intrusive explorations.

Mobilizing a 4x2 Truck mounted drill rigs to perform the planned field explorations. Providing traffic control to facilitate the field exploration efforts in accordance with

permit stipulations. Drilling borings at locations RW-1 through RW-10 except RW-4 as shown on Drawing

Numbers 2A through 2E – Boring Location Plan. o Cutting through the Hot Mix Asphalt pavement layer (if present) and underlying

base material using a finger toothed auger drill bit at the nine test locations. o Performing Standard Penetration Test (SPT) in accordance with ASTM D 1586 at

2.5-foot interval to the termini of the soil borings; o Each SPT sample was preserved in glass jars while representative bulk samples

were collected from the auger cuttings. Determining depth to groundwater during boring advancement and upon completion. Following completion of the geotechnical field explorations, backfilling each of the

borings with bentonite chips to 1-foot depth below the surface and then restored in kind. The top 12-inch pavement surface (if present) was patched with early setting high

strength structural concrete, Quikrete. 4.0 SUBSURFACE CONDITIONS Logs describing the subsurface soils and groundwater conditions encountered at each of the boring locations are presented as "Records of Soil Exploration" in Appendix A. The descriptive terminology used to classify the soils is summarized on the first page of Appendix A.

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Some of the retaining wall borings (RW-3, RW-5, RW-6 and RW-7) are performed on the pavement, close to proposed locations and RW-4 was not performed because of site accessibility conditions. 4.1 Pavement Section Information As summarized in Table 1 below, the pavement sections of the above mentioned bore holes comprised of 3.0 to 5.0--inch thick hot mix asphalt concrete (HMAC) surface layer supported on 9.0-inch to 24.0-inch thick Aggregate Base Course (ABC). The details of HMAC and Base Course thickness are presented in Table 1 below.

4.2 Soil Borings Based on the individual records of soil exploration, the subsurface soils, beneath the pavements and the topsoil predominantly consist of SILTs and lean CLAYs and extend to the maximum termination depth of 15.0 feet in all borings. The entire project location is divided into five Sections A-A′, B-B′, C-C′, D-D′ and E-E′. Section A-A′ Stratum 1 (FILL): This layer lies below the 0.5’ Topsoil. This layer comprises of Silt/ Sandy Silts with Gravel. The SPT N-values vary from 9 to 20, suggesting stiff to very stiff consistencies. The fill appears to be free of organics and deleterious material. Stratum II underlies the FILL and is comprised of sandy SILTs and SILTs with fine to medium sands, extending to a depth of 15.0-feet. The SPT N-value of 17 to N>50, indicating very stiff to hard consistencies. Section B-B′ Stratum I (FILL): This layer lies below the 4.0 to 5.0-in HMAC supported on ABC. This fill material predominantly consists of Sandy SILTs, with Gravel, and lean CLAYs, with fine to medium Sand. The SPT N-values vary from 7 to 11, suggesting medium stiff to stiff consistencies. The fill appears to be free of organics and deleterious material. Stratum II underlies Stratum I and is comprised SILT, with fine Sand and Mica, extending to a depth of 15.0-feet. The SPT N-values range from 28 to N>50, indicating very stiff to hard consistencies.

Boring SurfaceHMAC

(in)ABC (in)

RW-3 Asphalt Concrete 4 -RW-5 Asphalt Concrete 5 24RW-6 Asphalt Concrete 3 9RW-7 Asphalt Concrete 3 11

Table 1: Existing Pavement

 Page 4 of 12  SaLUT Reference # 17‐‐0042 

Section C-C′ Stratum 1 (FILL): This layer lies below the 3” of Hot Mix Asphalt Concrete supported by 9.0-11.0 in of ABC. The fill material comprises of silty SANDs, sandy SILTs. The SPT N-values vary from 7 to 44 in cohesionless soils and 65 in cohesive soils, suggesting loose to dense in-situ conditions, and hard consistency. Stratum II lies below strata I and is comprised of stiff to hard, SILT, with fine to medium Sand, and Sandy SILT, with Gravel, extending to a depth of 15.0-feet. The SPT N-values range from 2 to 17, indicating soft to very stiff consistency. Section D-D′ Stratum I (FILL): This layer lies below the 1” of Topsoil/ Pavement prism. This layer includes silty SANDS and lean CLAYs with sand. Stratum II lies below strata I and is comprised of Sandy SILT. This stratum extends to a depth of 15.0 feet below stratum I. The SPT N> 80, indicate hard consistency. Section E-E′ Stratum I This layer lies below the 6” consistency of Topsoil. This layer comprises of lean CLAYs and sandy lean CLAYs extending to the depth of termination of the boring. The SPT N-values vary from 5 to 81, suggesting loose, medium stiff to hard consistency. 4.3 Groundwater Groundwater was not encountered during drilling or following completion. Perched water was encountered at a depth of 8.5-feet at borings RW-5, RW-6, and RW-7. Considering SILTs were encountered, the conditions are favorable for perched water conditions at shallow depths especially after a major storm event.

 Page 5 of 12  SaLUT Reference # 17‐‐0042 

5.0 LABORATORY TESTING Representative soil samples obtained during the subsurface investigation were subjected to laboratory testing which included the following:

Natural moisture content (AASHTO T265); Atterberg Limits (AASHTO 89 & 90); and Gradation analysis (AASHTO T88); Modified Proctor (AASHTO T 180)

The laboratory test results are summarized as follows:

Test FILL – Coarse grained

soilFILL – Fine grained

soilNATURAL – Coarse

grained soilNATURAL – Fine

grained soilRange Average Range Average Range Average Range Average

Moisture Content (%) 135.5-22.1 17.8 15.4-24.4 19.3 33.8 33.8 10.5-28.6 22.4Liquid Limit (%) 41 41 42-51 45.7 37 37 53-54 53.5

Plasticity Index (%) 11 11 10-19 51.3 12 12 27-28 27.5Passing No. 4 Sieve

(%) 73-81 77 94-98 96.3 78 78 96-99 97.6

Passing No. 200 Sieve (%)

40-42 41 76-78 77 38 38 26 26

Maximum Dry Density, pcf

132.5 132.5 123.0-130.4

125.8 - - 115.5-117.4 116.45

Optimum Moisture Content (%)

8 8 9.2-15.0 12.4 - - 15.7-15.8 15.7

5.1 Frost Susceptibility Classification of Subgrade Soil The Soil Frost Groups of the subgrade soils in accordance with the Chart for Estimating Frost Heave Rate for a Roadbed Soil, Part II as recommended by the 1993 AASHTO Pavement Design Guide are estimated based on visual soil classification. Based on the soil bore logs, the subgrade soils classified as Silts and Clays with PI<12 are represented in Group F-4 of frost susceptibility classification as per AASHTO. The results summarized in Table 2 show the subgrade soils belong to Group F4.

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Table-2 Frost Susceptibility Classification

Appendix B presents a compilation of the laboratory test results completed during this study. The remaining soil samples and pavement cores are being temporarily stored in our Glen Burnie, Maryland laboratory and are available for review. Forty-five (45) days following the submittal of this report, however, those samples may be discarded unless other arrangements are made.

Boring Depth, feetSoil

ClassificationFrost Group

RW-1 1.0-5.0 ML F4RW-2 1.0-5.0 ML F4RW-3 1.0-5.0 ML F4RW-5 1.0-5.0 CL F4RW-6 1.0-5.0 SP to ML F4RW-7 1.0-5.0 ML F4RW-8 1.0-5.0 CL F4RW-9 1.0-5.0 CL F4

Table No. 3: Frost Susceptibility Classification

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6.0 RECOMMENDATIONS AND CONCLUSIONS The subsurface soil and groundwater conditions encountered during the field investigations along the proposed alignment have been narrated in Section 3.0 of this report. The laboratory results on representative samples retrieved during the field investigations are presented in Section 4.0. Based on the subsurface conditions encountered and the laboratory test results presented, plastic soils were generally encountered throughout the project area. Our conclusions and recommendations for the geotechnical aspects of the design and construction of the proposed Retaining Walls were developed based on the results of the field and laboratory test results, and our general understanding of the project. These are expounded in the following paragraphs. 6.1 Subgrade Support Conditions The drawings showing the existing profile and proposed retaining wall locations, elevations and cross sections provided by Volkert are presented as Drawings Number 16(1) through 16(13). Table 3 summarizes the RW borehole locations with respect to the proposed Retaining Walls shown in the plans. In view of existing subsurface conditions, it is recommended that the bearing capacity for the Retaining Walls where marginal to competent soils (SPT N greater than 10) are encountered be designed based on an allowable bearing capacity of 1,500 psf near RW-1 (Retaining Wall 3-2), RW-2 (Retaining Wall 4-1), RW-10 (Retaining Wall 7-2) The proposed additional retaining wall (Retaining Wall 3-1) is located on the south of the roundabout at Stony Point Road (Sta. 104+50.89), as shown on Drawing Number 2a, Boring Location Plan. The closest boreholes to this retaining wall are RW-1 & RW-2 which are at a distance of 180-feet and 310-feet respectively. Based on the information available from RW-1 and RW-2, an allowable bearing capacity of 1,500 psf is recommended for the additional retaining wall, Retaining Wall 3-1. The remainder of the Retaining Walls shall be designed for an allowable bearing capacity of 2,000 psf. Drilling at RW-4 was not performed because of site accessibility challenges. The closest boring to this location is RW-3, on the north side of Charles Town Pike. The bearing recommendations are made based on RW-3. Poor soils (SPT N-value less than 10) are encountered within the bearing influence zone of the retaining wall foundation in the vicinity of Borings RW-3 (Retaining Wall 4-2, 4-3), RW-6(Retaining Wall 5-2), RW-7 (Retaining Wall 5-2, 6-1), RW-8 (Retaining Wall 6-2) and RW-10(Retaining Wall 6-3). Therefore, the issue of weak/loose soil needs to be addressed. If pragmatic, undercutting the weak soils and replacement with controlled structural fill as suggested in the Earthwork section of this report is recommended. Strict adherence to the ‘Earthwork’ portion of this report is recommended. We recommended undercutting the weak soils at all these locations except for Retaining Wall 5-2 and Retaining Wall 6-1 to a depth of 1-ft. At Retaining Wall 5-2, 6-1 we recommend an

 Page 8 of 12  SaLUT Reference # 17‐‐0042 

undercutting depth of 2-ft. The contractor shall confirm the soil conditions at these locations prior to commencing construction to avoid a differing site condition situation. The following Table 3 summarizes the RW boring information with respect to the proposed Retaining Walls shown in the plans provided by Volkert.

Table 3. RW boring information with respect to the proposed Retaining Wall

RW borings shown in Appendix A

Retaining Wall as per the drawings provided by

Volkert Undercut depth (ft.)

RW-1 Retaining Wall 3-2 NA RW-2 Retaining Wall 4-1 NA

RW-3, RW-4 Retaining Wall 4-2, 4-3 1.0 RW-6, RW-7 Retaining Wall 5-2 2.0

RW-7 Retaining Wall 6-1 2.0 RW-8 Retaining Wall 6-2 1.0

RW-10 Retaining Wall 6-3, 7-2 1.0 RW-1, RW-2 Retaining Wall 3-1 NA

6.2 Existing Drainage Conditions Groundwater was not encountered at any of the borings during the drilling process or upon completion. Perched water was encountered at a depth of 8.5-feet at Borings RW-5, RW-6 and RW-7. Considering SILTs were encountered, the conditions are favorable for perched water conditions at shallow depths especially after a major storm event. The frost susceptibility of the subgrade soils is F4. The subgrade soils with high degree of frost susceptibility change the volume significantly in the presence of water. Therefore, adequate drainage (weep holes, under drainage, granular backfill) shall be provided to prevent the subgrade soils from being saturated. 6.3 Design Parameters The soils conditions in the project area are low plasticity Silts and lean clays. For the design of rigid subgrade walls, we recommend that they be designed for at-rest earth pressure conditions using Ko equal to 0.6 and unit weight of 130 pcf. In terms of Equivalent Fluid Weight, a triangular earth pressure distribution shall be used to compute the earth pressures. Based on this distribution, the equivalent fluid unit weight of 100 pcf for submerged condition (including hydrostatic pressure) is recommended. All the earth pressure coefficients provided in this report assume horizontal back slope. Special condition: The slope of the Retaining Wall at RW-1(Retaining Wall 3-2), estimated from the cross-sectional drawings is found to be 10H:8V. The soil in this slope, above the top elevation of the Retaining Wall, must be considered in the design of the retaining wall as a surcharge.

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Soil MediumSPT

N-Value

Unit Weight

(pcf)

Submerged Unit Weight

(pcf)

Undrained Shear

Strength, Su

(ksf)

Drained Effective Friction Angle (deg)

Ka Ko Kp

soft to medium stiff <9 100 37.6 0.7Stiff 9-15 110 47.6 1.6 23 0.438 0.609 2.283Very Stiff to Hard >15 120 57.6 2.4Granular SoilsVery Loose to Loose <=10 110 47.6 -- 28 0.36 0.53 2.77Medium Dense 11-30 120 57.6 -- 31 0.32 0.48 3.12Dense to Very Dense >31 130 67.6 -- 33 0.29 0.46 3.39

Table 4: Soil Parameters for Design of Retaining Wall

Cohesive Soils (Silt and Clay):

Should sliding be a concern, then a friction factor of 0.2 is recommended between the concrete and the cohesive clay/ Silt. These on-site low plasticity ML/ CL soils are not suitable as backfill materials. Drainage behind the walls must be provided to reduce the possibility of hydrostatic pressures acting on the walls. The earth pressures assume that any groundwater, surface infiltration, or perched water in the soils surrounding the walls is controlled by drainage measures behind the walls. 6.4 Wing Wall / Retaining Wall Recommendations for the wing wall / retaining wall were based on the proposed wing wall cross section drawings provided by Volkert and comments provided by VDOT. The soil borings closest to the proposed retaining wall are CU3 and P-2 performed by VDOT. Per Article 12.2.4.5 of Chapter 12, Bridge Structure and Riverine Hydraulics Drainage Manual by VDOT, the magnitude of the flood that generates the maximum scour depth corresponding to the 100-year event is considered. Based on HEC-23 analysis provided by Volkert, the scour depth is found to be 11.89 feet for a 100-year storm event. Scouring adjacent to the wall toe significantly effects the stability of the wall. Based on the SPT N-values from Boring P-2, poor soil conditions are anticipated at the bearing depth of the proposed retaining wall. The poor soils should be removed up to El. 511.0-ft and over excavation should extend the length of the wall from 3.0-feet in front of the toe to 3.0-feet behind the heel of the wall and be replaced with properly compacted Select Material, Type I, min CBR-30. Based on Boring P-2, the groundwater was at EL. 511.9-ft. Temporary dewatering should be provided during construction if groundwater is present during excavations for foundation. An allowable bearing capacity of 2,500 psf is recommended for the design of footings above El. 511.0-ft and 3,000 psf below El. 511.0ft. The foundation bearing capacity calculations and the cross-section drawings of the retaining wall can be found in the Appendix C, Engineering Analysis. The VDOT typical RW-3 type retaining wall design is acceptable.

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We recommend 3.0 feet thick Class I or Class II Dry Riprap that conforms to 2016 VDOT Road and Bridge Specifications, Section 204 – Stone for Masonry, Riprap, Porous Backfill, and Gabions, over a Geotextile layer that conforms to Section 245 at the toe of the wall to address the potential scouring problem. 6.5 Site Classification The Shear strength of the site soils was correlated from SPT test data and laboratory tests. The SPT N-values were generally between 10 and 20 in the explored silt strata with approximate shear strength value greater than 2000 psf. Based on empirical correlations using SPT data for the onsite soils, general index parameters determined on representative samples from those soils, and our knowledge of the local geology, the soils encountered at this site fall under Class D per ASCE 7 and the 2012 International Building Code. 6.6 Temporary Support of Excavation Construction of the Retailing walls (especially at location RW-1) will likely require temporary Support of Excavation (SOE). Soils with SPT N-values varying from 2 to 16 blows per foot are expected to be supported during construction activities. The Contractor shall be advised to anticipate excavating through soft to medium stiff Silts and clays. Temporary slopes for excavations are feasible for those locations having sufficient room, and we recommend they be no steeper than 2H:1V. Should SOE be required, we recommend all temporary excavation supports be designed for the appropriate active and/or passive earth pressure conditions. All temporary support of excavation shall be chosen on the basis of their ability to withstand lateral forces based on the appropriate active and/or passive earth pressure conditions. For the construction of SOE, the contractor could use sheet piling, soldier beam and lagging, secant piles, caisson, slurry walls or other acceptable types of installations. The recommended parameters necessary for the design of SOE are provided in Table 4 of Section 6.3 based on local soils and groundwater conditions prevailing at the proposed structures. Surcharge loads from construction traffic, cranes, material, etc occurring within a horizontal distance equal to the height of the excavation should also be superimposed on the recommended earth pressure loads. The contractor is responsible for the design of temporary structures, including surcharge loads; is subject to the approval of Engineer. Accordingly, the contractor shall be required to engage a Professional Engineer registered in Virginia to design and seal the plans and drawings for all temporary structures or slopes. 6.7 Earthworks For all cuts and/or excavations, strict adherence to this Earthworks section is recommended. It is recommended that all subgrade soils be inspected during all site grading operations and relevant construction activities. All deleterious material encountered during clearing and site excavations should be removed. To adequately assess the subgrade support conditions during construction, we recommend a proof rolling criterion in accordance with VDOT Specifications.

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The trench excavation and backfill shall be in accordance with VDOT Specifications. Proof-rolling shall be inspected by a Geotechnical Engineer or an experienced engineering technician. The soil/aggregate base moisture content at the time of proof rolling shall be within +2 percent of the optimum moisture content estimated from ASTM D 1557. Proof rolling shall consist of two (2) complete coverages of the roller equipment, with the direction of the second coverage being parallel to the direction of the first coverage. No proof rolling shall be performed within 18-inch of the underdrains. All proof-rolling shall be performed in the presence of the Engineer. The Engineer will identify soil/aggregate base areas exhibiting excessive yielding (yielding in excess of ½-inch) and will designate such areas to be unsuitable. These areas shall be removed and repaired in accordance with VDOT specifications. Deeper undercuts should be avoided, and we ask that we be extended an opportunity to review those conditions warranting any deeper undercuts before undercutting commences. We recommend the unsuitable soil, where exists, be removed up to a maximum depth of 24.0 inches below the bearing depth and replaced with Select Material, Type I, Min. CBR-30 completely wrapped in Woven Geotextile Subgrade Stabilization Fabric in accordance with VDOT Specifications. During construction of the existing exposed soils to the required depth in the unpaved areas, the exposed surface should be proof-rolled and/or densified in-place with an approved roller or other equipment while being inspected by a Geotechnical Engineer or an experienced engineering technician. Any soft or loose zones that are identified which cannot be densified in-place should be undercut to a depth, length, and width as directed by the Inspecting Engineer. Undercut volume shall be backfilled to grade with structural fill meeting Unified Soil Classification (USCS) of SC or coarser, compacted with an appropriate sheep's foot or vibratory compactor, and thereafter be protected and maintained until pavement or foundation construction. We recommend the structural fill be compacted as follows:

Structural Fills -- All fills placed directly below or within the zone of influence of any bearing foundation, structural slab or paved area - 95% AASHTO T-180 (ASTM D-1557).

Pavement Base/Subbase – 100% AASHTO T-180 (ASTM D-1557) under Asphalt Concrete Pavements and 95% under Portland cement concrete pavement.

Pavement subgrade should be compacted to at least 95% of AASHTO T-180 (ASTM D-1557).

Regardless of the category, we recommend that all site fills be placed in essentially horizontal layers or lifts having a minimum loose lift thickness commensurate with the equipment being utilized to perform the compaction. In no case should those lifts exceed eight (8) inches. Each lift should be uniformly compacted to equal or exceed the specified minimum percentage of the maximum dry unit weight. Only light hand-operated equipment should be used to compact backfill against walls. The Structural Engineer of Record should approve the size of the compaction equipment.

The structural fill or backfill material shall consist of soils meeting Unified Soil Classification System (USCS) of SC or coarser. All soil materials that fall within the USCS type ML, CL, OL,

 Page 12 of 12  SaLUT Reference # 17‐‐0042 

MH, CH, OH, PT, as well as material containing organic matter, ashes, cinders, refuse, frozen or other unsuitable materials are prohibited for use as backfill. The material used in backfill shall be a well-graded soil-aggregate mixture with a Liquid Limit (LL) not greater than 30 and a maximum Plasticity Index (PI) of 10.

Specifications should require slopes of exposed surfaces be maintained to facilitate surface runoff away from load bearing areas and to prevent ponding of surface water. If ponding of surface water does occur, it should be removed by pumping, ditching or as otherwise directed by the inspecting geotechnical Engineer. During periods of anticipated inclement weather, exposed surfaces shall be graded and sealed to preclude infiltration of surface water. Subgrades, which become disturbed due to inclement weather or construction traffic and require over-excavation, should be reworked at no additional cost to the owner.

7.0 LIMITATIONS All subsurface and field investigations require the extrapolation of limited amounts of data based on general geologic knowledge. It is the intention of this report to assist Volkert, Town of Hillsboro and the Virginia Department of Transportation (VDOT) with the design aspects and construction.

We recommend that a Geotechnical Engineer from SaLUT or a Technician under his direction be retained during construction to monitor subgrade preparation and construction and to evaluate general construction techniques as they may affect pavements, foundations, and utilities at the site. The Engineer or Technician should be instructed to monitor subsurface conditions encountered during construction to see that those conditions are compatible with the findings of this study. If significant variations are encountered or if the proposed locations or designs are altered, we should be contacted and provided the opportunity to appropriately review and/or modify these recommendations.

LOUDOUN COUNTY

NOT TO SCALE

1A

1A

R-201, C501

0009-053-111,

PROPOSED PROJECT

PROJECT LOCATION MAP

ST

A.

100

+83.0

0

ST

A.

137

+27.5

3

75% RW PLANS

ACQUISITION OF RIGHT OF WAY.

OF CONSTRUCTION OR THE

TO BE USED FOR ANY TYPE

AND UNAPPROVED AND ARE NOT

THESE PLANS ARE UNFINISHED

VA.

REVISEDSTATE

STATE

ROUTE PROJECTSHEET NO.

VA.

REVISEDSTATE

STATE

ROUTE PROJECTSHEET NO.

1/19/2018

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.

PROJECT MANAGER

SURVEYED BY, DATE

DESIGN BY

SUBSURFACE UTILITY BY, DATE

9C501

0009-053-111, R-201

0009-053-111

Volkert, Inc. (703) 642-8100

Robert Hester P.E. (703) 642-8100 (Volkert, Inc.)

NOVA DISTRICT DESIGN UNIT

ATCS., 12-12-17

0

SCALE

25' 50'

SaLUT-TLB DRAWING NO.: 1

Soil and Land Use Technology, Inc.Glen Burnie, Maryland

Pin # 517289954

10.23 Acres

Instrument # 200607140061154

Pin # 5172991040.35 Acres

Instrument # 201612280088387

Pin # 517299016

0.63 Acres

Instrument # 201506230041450

Pin # 517299634

0.95 Acres

Instrument # 201612280088388

Pin # 517297063

0.56 Acres

D.B 1778 P.G 1865

Pin # 51739540810.28 Acres

D.B 1614 P.G 1709

Pin # 517304602

28.19 Acres

D.B 2121 P.G 1598

Instrument # 200309260127102 Will

VA.

REVISEDSTATE

STATE

ROUTE PROJECTSHEET NO.

VA.

REVISEDSTATE

STATE

ROUTE PROJECTSHEET NO.

1/19/2018

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.

PROJECT MANAGER

SURVEYED BY, DATE

DESIGN BY

SUBSURFACE UTILITY BY, DATE

9C501

0009-053-111, R-201

0009-053-111

ROADWAY ENGINEER

Springfield, Virginia

Volkert, Inc.

Volkert, Inc. (703) 642-8100

Robert Hester P.E. (703) 642-8100 (Volkert, Inc.)

NOVA DISTRICT DESIGN UNIT

ATCS., 12-12-17

0

SCALE

25' 50'

REFERENCES

( PROFILES, DETAIL & DRAINAGE

DESCRIPTION SHEETS, ETC. )

3

3

Denotes Temporary Easement

Denotes Permanent Easement

Denotes Construction Limits in Cuts

Denotes Construction Limits in Fills

C

F

(703) 359-3070

(703) 779-8328

(703) 204-5118

ADELPHIA

STERLING, VA 20166

MR. EARL AYLWARD

45745 NOKES BLVD.

MR. DON SCHYETT

(571) 434-1756

DOMINION VIRGINIA POWER

3901 FAIR RIDGE DRIVE

FAIRFAX, VA 22030

MR. STEVE BUCHANAN

TOWN OF HILLSBORO

MAYOR ROGER VANCE

VERIZON

2980 FAIRVIEW PARK DRIVE

6TH FLOOR

FALLS CHURCH, VA 22042

SUBSURFACE UTILITY 0WNERS

Matc

hline Sta. 10

6+5

0.0

0 Sheet # 4

3AMainline Profile

Stony Point Rd. Profile

11

12

13

14

1

2

3

4

5

6

7

St'd. RW-3 Req'd

INCIDENTAL LEGEND

8

9

10

HYDRAULIC ENGINEER

Springfield, Virginia

Volkert, Inc.

Abandon Exist, Pipe

Mod. CG-3 Req'd

Mod. CG-7 Req'd

St'd Steps S-2 Req'd

St'd Handrail HR-1 Req'd

2

2

2

2

2

3

3

3

33

7

7

7

6

4

4

5

8

8

14

8

9

3A(1)

Entrance Profiles 9A(1)

Streetscape Plans 10A(1)

St'd CG-12 Req'd

6" Granite Curb Req'd

Concrete Gutter Req'd

Comb. 6" Granite Curb &

St'd GR-MGS1 Req'd

St'd R-MGS4 Req'd

Mod. CG-9A Req'd

Mod. CG-9D Req'd

Mod. CG-11 Req'd

13

15

16

Prop. Conc. Paver Sidewalk (4' Min.)

Prop. 10' Shared Use Path (Asphalt)

Matchline Sta. 101+50.00 Sheet 3C

75% RW PLANS

ACQUISITION OF RIGHT OF WAY.

OF CONSTRUCTION OR THE

TO BE USED FOR ANY TYPE

AND UNAPPROVED AND ARE NOT

THESE PLANS ARE UNFINISHED

Denotes Proposed Pavement

C&

P

VA P

P 16

C&

P

VA P

P 16

VE

PC

O

MJ17 15•

C&

P

VA P

P 15

C&

P

VA P

P 14

Power Pole No #

Guy

C&

P

VA P

P 13

C&

P

VA P

P 12

Power Pole No #

VE

PC

O 1 J5

K

Guy

Guy

Guy

Lig

ht

Pole

Inv.

Out

= 530. 5

0

Inv. In =

532. 6

5

In Pl. 3

7. 0

L. F. of 18

" C

M

Pip

e

Fence

Wood

Softwoods

Mixed Hardwoods/

Softwoods

Mixed Hardwoods/

Softwoods

Mixed Hardwoods/

Softwoods

Mixed Hardwoods/

Sign

Stone

Softwoods

Mixed Hardwoods/

Softwoods

Mixed Hardwoods/

Field

Drain

Field

Drain

Inv. Out = 530. 80

Inv. In = 531. 80

In Pl. 19. 5 L. F. of 12" CM Pipe

Inv.

Out

= 532. 0

5

Inv. In =

532. 0

9

In Pl. 3

0. 5

L. F. of 15

" C

M

Pip

e

Inv. Out = 527. 44Inv. In = 529. 63In Pl. 48. 5 L. F. of 24" CM Pipe

Inv.

Out

= 550. 2

6

Inv. In =

565. 9

4

In Pl. 6

6. 0

L. F. of 12

" C

M

Pip

e

Inv.

Out

= 548. 2

2

Inv. In =

549. 13

In Pl. 2

0. 5

L. F. of 12

" C

M

Pip

e

w/ Conc. Headwalls

Inv. Out = 531. 11

Inv. In = 532. 28

In Pl. 41. 0 L. F. of 18" CM Pipe

Softwoods

Mixed Hardwoods/

(d) Inv. Out = 512. 24

(c) Inv. Out = 512. 25

(b) Inv. Out = 512. 33

(a) Inv. Out = 512. 34

(d) Inv. In = 512. 65

(c) Inv. In = 512. 67

(b) Inv. In = 512. 78

(a) Inv. In = 512. 90

10' x 10' Box Culvert

In Pl. 63. 0 L. F. of

Gravel Drive

Soil Drive

Asphalt

Stone Walk

Woven Wire Fence

2" Dogwoods

Shrubs

Brush

8" Ornamental TreesStone Wall

Stone

Wall

Stone Wall

Sto

ne

Wall

Stone Wall

Guardrail G

uardrail

North ForkCatoctin Creek

Conc. H

ead

wall

Conc. H

ead

wall

Conc. H

ead

wall

(a)(a)

(b) (b)

(c) (c)

(d)

(d)

Rock

Head

wall

Well

Septic Tank

Septic Tank

Asphalt

Wall

Stone

Asphalt

Asphalt

Gravel

Sig

n

Box's

Mail

Box

Mail

Sig

n

Stone Wall

Steps

Stone

Steps

Stone

Sig

nStone Wall Stone WallSteps

Stone

StepsWood

Sig

n

Sign

Sign

Sign

Sign

Sig

n

Inv. Out = 515.03

Inv. In = 515.70

In Pl. 30.6 L. F. of 15" CM Pipe

Sig

n

Sign

Softwoods

Mixed Hardwoods/

Asphalt

8" Ornamental Trees

S 53° 18' 48" E

103

104

105

107

108

109

=

3°0

3'4

4"

Rt.

PI 10

7+5

8.5

40

Survey Traverse Line

106

VA 9

Sto

ny Point

Road

Rte. 7

19

Stump

+42.94

15.45'

+68.2

1

189.8

8'

+63.2

0

12.08'

+93.2

8

198.4

4'

+94.94

19.3

2'

761. 9

3' )

101.73' )

125. 25' )

129. 05' )

144.6' )125. 25' )

129. 05' )

( N48°39'58"W( N 49°14'28" W( S 53°45'00" E( S 63°34'29"

E

( N 26°0

8'14" E

62. 9

4' )

69. 6

7' )

( S 46°0

9'4

5"

W

( S 49°0

5'0

0"

W10

9. 2' )

( S 40°50'3

8"

W

( N 40°50'3

8" E

192. 0

0' )

N 31°17'13

" E

( N 59°17'46" W

N 57°13'20" W

P L

PL

PL

PL PL

PL

189. 12' )

86. 96' )

( N 59°17'3

0" W

( N 46°3

6'4

5" E

Z

N 27°21'3

0" E

PL

I. P.

I. P.

I. P.

I. P.

N 46°35'32" W

( N 35°0

2'18" E

PL

Spike

192. 8

6' )

( S 45°0

1'01" W

Existing R/W

Existing R/W

Existing R/

W

Existing R/

W

From STA 100+00 To STA 108+37. 48

Proj. 0719-053-149, C-501

Existing Southern R/W Per VDOT

From STA 100+00 To STA 107+94. 66

D. B. 11E, Pg. 362

And D. B. 11C, Pg. 264; D. B. 11C, Pg. 269

Proj. 0719-053-149, C-501

Existing Northern R/W Per VDOT

I. P.

( S 37°22'56" E

DB 9O

Pg

273

DB 9M Pg

319

&

Approx. Location

OH Teleco

m Esmt (

C&P)

DB 9O

Pg

273

DB 9M Pg

319

&

Approx. Location

OH Teleco

m Esmt (

C&P)

DB 9O

Pg

273

DB 9M Pg

319

&

Approx. Location

OH Teleco

m Esmt (

C&P)

Esm't

DB 63

8 Pg

76

Per

m. Drainage

Esm't

DB 64

0 Pg

249

Temp. Drainage

Esm't

DB 64

0 Pg

249

Temp. Drainage

DB 1042 P

g 1605

OH Elec. Esm't

LIMITED PARTNERSHIP

HILLSBORO STONY POINT FARM

JOHN ROBICJOHN ROBIC

MARGARET E. IRLE

BRUCE L. IRLE AND

JEANNE F. MIEHM

CLAIRE H. CUTSHALLEDWIN B. CUTSHALL AND

AMY L. MARASCO

Ease. for Entr.

Temp. Constr.

Drainage Ease.Prop. Perm.

001

002

003

004

005

006006

Prop. R/W

Easement

Temp. Constr.

Prop. R/W

Drainage Ease.

Prop. Perm.

Drainage Ease.

Prop. Perm.

Easement

Temp. Constr.

Drainage Ease.

Prop. Perm.

15"

24"

15" 15"

15"

18"

18"

18"18"18"

15"

15"

30"

30"

30"

24"

18"

18"

15'

15'

15'

15'

6'LCharles Town Pike Constr. B

101

Curve C108PI = 102+33.08

T = 135.02'L = 261.70'R = 431.10'PC =PT =103+59.76

100+98.06

Curve C100

PI = 102+89.75

T = 82.35'

L = 163.24'

R = 500.00'

102+07.40PC =

PT = 103+70.63

Curve C101

PI = 106+12.79

T = 43.57'

L = 85.80'

R = 200.00'

105+69.22PC =

PT =106+55.02

PO

T 10

0+0

0.0

0

100

101

102

PC 102+07.40

103

PT 103+70.63

104

PI 104+5

0.8

9 105

PC 105

+69.22

106

L

Constr. B

Road

Sto

ny Point

L

L

F

F

SidewalkVar

. Width

100+9

8.0

6

PC

E = NC

V = 25 MPH

C100

C108

C101

E = NC

V = 25 MPH

V = 25 MPH

E = 8.0%

CONSTR. B

STONY POIN

T RD.

P.I. S

TA. 10

0+00. 00

DELTA

= 89°

42' 5

6" RT

Connect to Exist. Guardrail

CONSTR. B

CHARLES

TOWN PI

KE

P.I. S

TA. 10

4+50.8

9

F

F

FF

11'

11'

DRAWING NO.: 2a

Boring Location PlanProposed Retaining Wall

Ed Dalton
Polygonal Line
Ed Dalton
Polygonal Line
Ed Dalton
Polygonal Line
Naveen Ganji
Callout
Additional retaining wall

Pin # 517299016

0.63 Acres

Instrument # 201506230041450

Pin # 517299808

0.20 Acres

Instrument # 201506230041450

Pin # 5172044130.72 Acres

Instrument # 201706120035321

Pin # 517304602

28.19 Acres

D.B 2121 P.G 1598

Instrument # 200309260127102 Will

Pin # 517203817

0.51 Acres

Instrument # 201511230077597

Pin # 517101295

0.85 Acres

D.B. 2246 P.G. 1015

Pin # 517104183

0.27 Acres

D.B. 874 P.G. 1254

Pin # 517102692

0.34Acres

Instrument 200603020019559Pin # 517101295

0.85 Acres

D.B. 2246 P.G. 1015

Pin # 517207034

5.08 AcresD.B 1775 P.G

1787Instrument # 201612

280088388

REFERENCES

( PROFILES, DETAIL & DRAINAGE

DESCRIPTION SHEETS, ETC. )

4

4

Mainline Profile 4A

3Utility OwnersDenotes Temporary Easement

Denotes Permanent Easement

Denotes Construction Limits in Cuts

Denotes Construction Limits in Fills

C

F

HYDRAULIC ENGINEER

Springfield, Virginia

Volkert, Inc.

11

12

13

14

1

2

3

4

5

6

7

St'd. RW-3 Req'd

INCIDENTAL LEGEND

8

9

10

Abandon Exist, Pipe

Mod. CG-3 Req'd

Mod. CG-7 Req'd

2

2

2

2

2

2

2

2

3

3

3

3

3

3

3

3 3

3

3

4

4

4

4

5

5

5

5

10

11

11

10

10

12

12

12

St'd Handrail HR-1 Req'd

St'd Steps S-2 Req'd

4AOld Route 719 Profile

Entrance Profiles 9A(1)

10A(3)

Matc

hlin

e Sta. 113

+00.0

0 Sheet 5

Matc

hline Sta. 10

6+5

0.0

0 Sheet 3

Mod. CG-9A Req'd

Mod. CG-9D Req'd

Mod. CG-11 Req'd

6" Granite Curb Req'd

Concrete Gutter Req'd

Comb. 6" Granite Curb &

St'd CG-12 Req'd

St'd GR-MGS1 Req'd

St'd R-MGS4 Req'd

006B

010

015

Pin # 517104497

0.06 AcresInstrument # 201602020005875

Pin # 517201407

0.11 AcresInstrument 201506230041450

Pin # 517103689

0.05 Acres

D.B. 852 P.G. 20

Pin # 517103385

0.07 Acres

D.B. 854 P.G. 1810

Pin # 517104784

0.02 Acres

D.B. 1077 P.G. 1315

016

019

15

16

Sidewalk (4' Min.)Prop. Conc. Paver

Use Path (Asphalt)Prop. 10' Shared

Streetscape Plans

15

15

15

12

15

75% RW PLANS

ACQUISITION OF RIGHT OF WAY.

OF CONSTRUCTION OR THE

TO BE USED FOR ANY TYPE

AND UNAPPROVED AND ARE NOT

THESE PLANS ARE UNFINISHED

Denotes Proposed Pavement

VA.

REVISEDSTATE

STATE

ROUTE PROJECTSHEET NO.

VA.

REVISEDSTATE

STATE

ROUTE PROJECTSHEET NO.

1/19/2018

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.

PROJECT MANAGER

SURVEYED BY, DATE

DESIGN BY

SUBSURFACE UTILITY BY, DATE

9C501

0009-053-111, R-201

0009-053-111

ROADWAY ENGINEER

Springfield, Virginia

Volkert, Inc.

Volkert, Inc. (703) 642-8100

Robert Hester P.E. (703) 642-8100 (Volkert, Inc.)

NOVA DISTRICT DESIGN UNIT

ATCS., 12-12-17

0

SCALE

25' 50'

C&P

VA P

P 11

VE

PC

O

HA2

C&P

VA P

P 10

AP

CO

H4

X

T

T

TP

ED 9

W

T

C&P

VA P

P 11

Guy

50 P

WV 13

6

C&

P

VA 7

2"W (B.O.)

Guy

Softwoods

Mixed Hardwoods/

Softwoods

Mixed Hardwoods/

And Shrubs

Small Trees

FieldDrain

Field

Drain

Field

Drain

Field

Drain

Field

Drain

Maple

36"

w/ Conc. Headwalls

Inv. Out = 531. 11

Inv. In = 532. 28

In Pl. 41. 0 L. F. of 18" CM Pipe

Softwoods

Mixed Hardwoods/Fence

Iron

Top=535. 06In Pl. Grate

Inv.

Out

= 528. 9

2

Inv. In =

530. 4

0

Rock Box

Culvert

In Pl. 9. 5

L. F. of 2.5'x

3.5'

Approxim

ate Location

Of Bend

Inv.

Out

= 532. 2

6In

v. In =

542. 4

4C

M

Pip

e/

CP

Pip

eIn Pl. U

nk. L. F. of 15

"

Septic Drain Field

Unknown Location Of

Inv. Out = 523. 96

Inv. In = 533. 29

In Pl. 89. 0 L. F. of 18" CM Pipe

Field

Drain

Top = 534. 95

In Pl. Grate

And #3

6956

To Be

Shared By #3

6952

Septic

Utilities Ap

pear

Asphalt

Asphalt Drive

Gravel

Gravel

Gra

vel

Asphalt

Asphalt

AsphaltGravel

Brick Walk

Sto

ne Ste

ps

Sto

ne And

Board Fence

Woven

Wire Fence

Wood

And

Woven

Wire Fence

Board Fenc

e

Woven

Wire Fence

8" Ornamental Trees

Shrubs

24" Fir

10"

Oak

20"

Maple

Trees And Brush

Stone Wall

Stone Wall

Stone Wall

Stone Wall

Stone Wall

Sto

ne

Wall

Stone Wall

Pla

nter

Stone Wall

Sto

ne

Wall

Stone Wall

Conc. Wall

Stone Wall

Stone Wall

Stone Wall

Stone Wall

Conc.

Pond

Drain FieldDrain Field

Septic Tank

Septic Tank

Septic Tank

Septic Tank

Septic Tank

Septic Tank

Drain Field

Septic Tank

3 Septic Tanks

Septic Tank

Sto

ne

Wall

Tank

Asphalt

Wood Fence

Stone Curb

Brick Walk

Sto

ne

Walk

Stone Wall

Sto

ne Ste

ps

Stone Wall

Sto

ne Ste

ps

StepsStone

WallStone

Stone WallStone Wall

Steps

Conc.

20"

Maple

Foundation

Conc.

Steps

Wood

Wall

Timber

Tim

ber

Wall

Gravel

Box

Mail

Steps

Stone

Steps

Stone

Stone Wall

Tim

ber

Wall

Wood Fence

Box

Mail

Sto

ne

Wall

Sto

ne

Wall

Stone Wall

Wood Fence

Steps

Stone

Steps

Stone

Ste

ps

Wood

Wood Steps

Stone Wall

Stone Wall

Conc. Walk

Conc. W

alk

Wall

Stone

Tank

Septic

Tank

Septic

Wood Fence

Asphalt

Bridge

Sig

n

Barriers

Sig

n

Sig

n

Sig

n

Tank

Septic

Walk

Stone

Patio

Stone

Conc. W

alk

Tank

Guardrail

Box

Mail

Sig

n

Tank

Pad

Conc.

Pad

Conc.

Gate

Wood Fence

Asphalt

Stone Wall

Iron Fence

Steps

Conc.

Conc. Walk

Steps

Wood StepsConc.

Steps

Conc.

StepsWood

Inv. Out = 512.77

Inv. In = 513.33

In Pl. 26.2 L. F. of 15" CM Pipe

Tank

Plastic Fence

Plastic Fence

Gravel

Timber Wall

Sig

n

Stone Wall

Conc. Pavers

Asphalt

Sto

ne

Wall

Sto

ne

Wall

Inv Out

= 544.75

6"

Wall Drain

Inv Out

= 542.6

0

6"

Wall Drain

Inv Out

= 538.3

56"

Wall Drain

8" Ornamental Trees

Bridge

Inv. Out = 5

30. 00Inv. In = 53

1. 0024" CM PipeIn Pl.

33.5 L. F. o

f

Charles Town Pike

S 50° 15' 04" E

110

111

112

114

115

=

3°15'0

9" Lt.

PI 112

+86.4

90

113

Highw

ater R

oad

Rt 8

63

Ele

v=5

35. 7

1

BM

BMail

Box

Co

mpost

Bin

+95.32

7.39'

+70.4

312.4

0'

+9.0

817.3

6'

+42.3

640.7

0'

+61.11

200.0

5'

+68.3

6232.8

1'

+70

69.8

0'

+99.71

56.45'

+90.13

87.8

9'

+52.3

792.4

2'

+35.2

734.0

7'

+95.5

413

7.9

5'

+4.6

649.7

2'

+92.0

754.6

4'

+70.60

9.74'

+74.92

8.47'

+88.4

24.7

5'

344. 5

8' )

( S 30°2

8'11" W

348. 4

6' )344. 5

8' )

( N 37°5

3'0

8" E

( S 33°19'4

0"

W

348. 4

8' )

( N 33°19'4

5" E

( N 22°3

9'5

1" E

( S 29°5

8'4

0"

W

( S 12

°02'4

1" W

PL

PL

P L

PLPL

PL

PL

89. 9

9' )

( N 29°3

1'17" E

132. 12' )

( S 18°17'17"

W

( N 52°17'49" W

108. 8' )

( N 22°2

5'2

7" E

( S 52°26'30" E

183. 4

7' ) ( S

18°3

7'2

3" W

( N 45°0

1'01" E

33. 6

6' )

( S 46°3

6'4

5"

W

( N 33°2

4'10

" E

Z

N 27°2

1'30" E

P L

PL

PL

PLPL

PL

PL PLPL

PL

PL

PL

PL

I. P.

L1

L2

L3

L4

L5

L6

L7

L8

I. P.

I. P.

133. 0

0' )

133. 0

0' )

I. P.

I. P.

I. P.

L10

L11

PL

I. P.

L13

L14

L15

I. P.

139. 51' )

L18

L19

L20

L21

L22

L23

I. P.I. P.

I. P.

L24

L25

L26

L27

Punch

Punch

Punch

I. P.I. P.

L28

L29

Existing R/W

Existing R/W

Existing R/W

Existing R/W

Existing

R/

W

Existing

R/

W

I. P.

DB 85

4 Pg. 18

12

Water & S

ewer Esmt

(9'wide from f

ace of w

alk)

DB 1563 P

g 66

1

Bell-

Atlantic Esm't

DB 9O

Pg 2

73

DB 9M

Pg 3

19 &

Approx. Locati

on

OH Telec

om E

smt (

C&P)

DB 9O

Pg 2

73

DB 9M

Pg 3

19 &

Approx. Locati

on

OH Telec

om E

smt (

C&P)

DB 9U

Pg 9

2

Approx. Locati

on

OH Telec

om E

smt (

C&P)

PC D

Slot

713 P

g 6

Water Line lo

catio

n per

LAUREN ELISE MARKHAMLUCAS NOBLE MARKHAM AND

JOHN ROBIC

MEETING HOUSE GROUP

MEETING HOUSE GROUP

CLAIRE B. CUTSHALLEDWIN B. CUTSHALL AND

JOHN ROBIC

GRACE M. OLMSTEADELI M. OLMSTEAD AND

AMY L. MARASCO

BONNIE MISKOVICH

CHRISTOPHER MISKOVICH AND

STEVEN D. SMITH

ELIZABETH GUILLET VLK

ROGER W. VLK AND

KETKI DESAI

MANISH B. DESAI ANDSTEVEN D. SMITH

INEZ A. MORGARTSTEPHEN P. MORGART AND

004

006

007

008 009

010

011

014

017

015

016

018

019

020

011

Prop. R/W Prop. R/W

006

Drainage Ease.

Prop. Perm.

Prop. R/W

Prop. R/W

Ease. for Entr.

Temp. Constr.

Easement

Temp. Constr.

Prop. R/W

Prop. R/W

Easement

Temp. Constr.Ease. for Entr.

Temp. Constr.

Easement

Temp. Constr.

Drainage Ease.

Prop. Perm.

Drainage Ease.

Prop. Perm.

Ease. for Entr.

Temp. Constr.

Ease. for Entr.

Temp. Constr.

Easement

Temp. Constr.

Ease. for Entr.

Temp. Constr.

Drainage Ease

Prop. Perm.

Prop. R/W

Easement

Temp. Constr.

Easement

Temp. Constr.

Easement

Temp. Constr.

Prop. R/W

Easement

Temp. Constr.

Easement

Temp. Constr.

Drainage Ease.

Prop. Perm.

006B

Ease. for Entr.

Temp. Constr.

15"

30"

18"

18"

24"

24"

30"

15"

15"

15"15"

15"

15"

15"

18"

15"

15"

15"

24"

24"

L

Charles Town Pike Constr. B 113

Curve C102

PI = 110+42.01

T = 104.12'

L = 207.32'

R = 900.00'

109+37.89PC =

PCC =111+45.22

Curve C103

PI = 113+04.72

T = 159.51'

L = 315.91'

R = 925.00'

111+45.22PCC =

PRC =114+61.12

PT 106+55.02

107

108

109

PC 109+37.89

110

PC

C 111+45.2

2

112

113

DELTA = 90° 00' 00" RT.

Var. Width Sidewalk

Crosswalk

Raised

Curve C162

PI = 10+35.41

T = 24.41'

L = 43.84'

R = 40.00'

10+11.00PC =

PT = 10+54.84

Curve C163

PI = 11+20.88

T = 27.45'

L = 54.38'

R = 160.00'

10+93.43PC =

PT = 11+47.81

PC 10+11.00

PT 10+5

4.84

PC 10

+93.4

3

11

PT 11+4

7.81

Curve C101

PI = 106+12.79

T = 43.57'

L = 85.80'

R = 200.00'

PC =

PT =106+55.02105+69.22

11

111

V = 25 MPH

E = NC

C101

C102

C103

V = 25 MPH

E = NC

V = 25 MPH

E = NC

C163C162

V = 25 MPH

E = NC

V = 25 MPH

E = NC

LCons

tr. BOld Route 7

19

OLD RTE 719

POT STA. 10+00.00

CHARLES TOWN PIKE =

POT STA. 109+74.38

F

F

FC

F F

F

FF

C

C C

C

C

C C

FC

F F

11'

11'

19'

11'

RW-1

RW-2 RW-3

RW-4

DRAWING NO.: 2b

Boring Location PlanProposed Retaining Wall

Ed Dalton
Polygonal Line
Ed Dalton
Polygonal Line
Ed Dalton
Polygonal Line
Ed Dalton
Polygonal Line
pdamato
Boring Symbol (blue)
pdamato
Boring Symbol (blue)
pdamato
Boring Symbol (blue)
pdamato
Boring Symbol (blue)
Ed Dalton
Polygonal Line
Naveen Ganji
Callout
Drilling at RW-4 was not performed because of site accessibility conditions

1/19/2018

PROJECT MANAGER Robert Hester P.E. (703) 642·8100 !Volkert,JncJ SURVEYED BY, DATE _4T_C�� 12-12-17

------

DESIGN BY Volkert.tnc. 1703) 642-8100 --------------

SUBSURFACE UTILITY BY DATE -----------------------

NO,/A DISTRICT DESIGN UNrT ---------------------

AJP PROPERTIES LLC Instrument • 2004()92220102728

0.54 t,cres Cu rve c,03 PTn • 5fl206306

Pl· 113•0472 DELTA· l'J' 34'03.64'(LTJ D • off 39' T • l59.5f ] L •3t59f 8

@) R ·92rJ.

3 02/ PCC • I 5.2� 'RC • t 6/J2.;::. �

� E .J ';.'§ m V • 5 MPH :::, -'

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lJ) 0

cone

/0 5 Prop.R�

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t,;,;r.h-

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I -,

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e

f \ f Field ' \

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: ' \

I ---- I/ L I I

D/11/ID THOMAS IJ�OOFFEE Nti:J ' NtDREA DMN IJ�OOFFEE

instrument • 20/60/040()()()180 0.53 t,cres

Pin • 517/05015

( ,,v 53.? 5,)

( SO°Q s So· <''lo, Ir

□ Denotes Proposed Pavement

� - - . Denotes Const ruction Limits In Cuts

U--- Denotes Const ruction Limits In FIiis

•·-··-··- Denotes T emporary Easement

·-·-·- Denotes Permanent Easement

53 °2'/o, f: -?9') I. P.

REVISED STATE STATE

PROJECT SHEET NO.

Septic Drain Field Pumped out or Limits

ROGER L.VNICE NtD SHERRf L.VNICE

D.B 1363 P;:; 1254

� 4.69 1'cres

Pfn • 5fl209527

LO <(

GREGORY P.BURNSIDEDE !852 PE 2154

0.76 k;res Pin • 517207603

Curve C/04 Pl • 115•93.25

1DELTA ·3'33'4/.0l"(RTJ I\ D • r 20' 53' \ T • /32J3' L • 264J7'

Nil.'.£� NtD _j R • 4250[)(]' E r � • •6/J2

--... ..... 1 4 I f2: PRC • 117 • 25.29 / o E •NC

( '.!: V • 25 MPH

,----\ I,---

1 I I I I

0

"" f',--,� � -V,

-------II I I

I I / : Drain ,

�Ft!'l,fo!T� 1.1. : tnstru� � 20/60623 38652 ' OJ6 k[& LPf,r • -Sfl 295

""" C: a

(J ·--2-

I lJ)

Temp. Const r. Ease. for Ent r.

lJ..J MICHAEL L..0XIJNI NtD

0, 0

er,l!"\

(_) lfi) >

� :::,.'.!:> a::i lt.J

;-.-, §tURTIS CLARKE

VINCENT JR. rumen! • 2012/023008

LcJ 0,41 k;reS • PTn • 5fl208708"" �;;:i �

1-X

0X

:1 """ -1 I �,, Tank,I I (JI I §I I tr:_,1 I

X I I f----. I I

0�

I

I I I I I I I I I

xi ([) 0 C:

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.§. I I I I

Q_ I I I I

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--: C: :) --0Q_ • '

c: e e---""" C:Cl f----- Tl 0 ·- """C:

Cl t lJ) I f----.

J_,U�0 ·--

�ii� '-- 6 I 3: a([) .'.!:>lJ) (._)

scarT OUDKIRK NtD SNt1r,A OU�IRK

D 1555 P 1590 0.42 t,cres

Pin • 48225010/

r---------1I I I I I I I I I I I I I Drain II Field II I I I .... ____ I ---.J

"""C: a f----. 0·-t:i.I ([) """lJ) C:I Tl Cl

___ J f----.-0·-ti C: �

([) ,, lJ) ,,

([) lJ...

ROUTE

VA. 9 OOO9-O53-III, R-2O1 C5OI

DESIGN FEATURES RELATING TO CONSTRUCTION

OR TO REGULATION AND CONTROL OF TRAFFIC

r----------+--------_j MAY BE SUBJECT TO CHANGE AS DEEMED

NECESSARY BY THE DEPARTMENT

Volkert, Inc. Volkert, Inc. Springfield, Virginia Springfield, Virginia

HYDRAULIC ENGINEER ROADWAY ENGINEER

�<iv ' 'lC:J- -I CD l \ ·-- \

T lJ... I

I C: I

X

&rve CI05 I· ll8•86JI

LTA • fSO' 33.4 <LTJ D Cl 34' 23" T .81'

Tank L • SYr--------, R • JOl)(X)l)O' _ 1r...J PRC�":)_ PT 13 120•46.89 ) E ·NCJ V • 25 MPH

II II II II

___ JI 1 1

---

I 75% RW PLANS I THESE PLANS ARE UNFINISHED

AND UNAPPROVED AND ARE NOT

TO BE USED FOR ANY TYPE

OF CONSTRUCTION OR THE

ACQUISITION OF RIGHT OF WAY.

JANET S. GOODRICH Instrument • 200501040001056 WIii

0.51 Ac. I I I I I

,1� ([)

I ' I lJ... "

I "' I• er, Cl

�,-

/@ {I 11

- ,,I ,,,, I ,,

X

l •--. \

I Cl I L '-- I

""' Q__ J § ____,___

Pin • 48215/993

8' I I I I I I

I I

I I

Temp. Constr. Easement

emp. Constr. ose. for Entr.

onst r. or Entr.

I f----.

Existing 1 "' o,� Reloco1:�·.

0t-=n. I � '.'J

Prop. R/W Temp. Constr. Easement

0

i1t=L -\�-­t} 0

" - ([)

Temp. Ccfdst r. ! I t. � Ease. fotHEnt r. ! I i 0 e,t

@) � I \ ,\ '---) '}.� s1--E� 11§

I ·!I CW � i I I\ ( \__

I'-----' \ I I I - - �-=-.J-

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@) <J '--([)

i lJ) 0

r-------1

II I II I

Drain Field

"""C:Cl

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IJ �

0 C:([)

"' ClCls

-, I I

I I

I II

11f2: _+.J .\�r , lt.11 I ..J LOil I 1 l s;i Q\ 1 I � h;/ � I L_l._ C'-J;i I0 I I :;,,,,,I __ _J

\-----------\ ! I -:�(-0-----------i �\ \ I I ii : : �

I \ Gravel�---------------

, Drain ' \ a , ' '11 : Dra1·n ,' -, Field , C'-J -\ \ ! / c{ield / : HENRt O.STRIBLING i/i8,.;I \ I I Q_ I 2'-1 KIMBERLY I.STRIBLING.�

a.__ L - - - - -- - - -- -' , 1 <xl I a Instrument • 201609300065439

ANDREW H.FORBERS AND sr1.PHEN J.MOSKALAL

�o A��fA�1-11l'� :d�il:

INCIDENTAL LEGEND

ID. Abandon Exist.Pipe

� 6" Granite Cu rb Req'd

& Comb.6" Granite Curb &Concrete Gutter Req' d

& Sfd CG-12 Req'd

& Sfd. INl-3 Req'd

£ Mod.CG-3 Req'd

In. Mod.CG-7 Req'd

£ Sfd GR·MGSI Req'd

fil Sr d R-MGS4 Req' d

£ Sfd Handrail HR-/ Req'd

£ Sfd Steps S-2 Req'd

£ Mod.CG-9A Req'd

LI1 Mod.CG-90 Req'd

£ Mod.CG-II Req'd

� Prop.COtK;.PoverSidewalk <4' MTnJ

£ Prop. /0' Sl'oredUse Poth (Aspl'o/tJ

MICHAEL 4_0XMAN AND LANEY 'ifS_.OXMAN i-------------:

LANEY K.0XIINI � DAVID A. LENKD.B 971 p;:; 137B a OE 2045 pf; 443

0.31 t,cres '--Pfn • 5fll06B57 "' 029 k;res

:;a,,, Pin • 517107674

CUI.JD/A F.FORBERS EMILIE M.MOSK i ! pin. sm09766 <n N 77"07'04"

Instrument • 20/507020044525 Instrument • 201601040000137 i I -

/ N 66"59' 4U' W 1�.031 1>cres /[)3 Jicres ,

Lj_l 1}_�7�1

-�1�

,0�0

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5�7F.5'.:'.0:__' :__J --b---1_:__· P_·-----------jt'o"----;�'

Pin • 517/08369 Pin • 517108053 I I O 0

DE 971 PE 1378 : 125 />cres ,

Pin • 517106168 : : I

I

, Drain ' I I , Field , I

I

I I

I !

STEPHEN P.MORGART AND !NEZ AMORGART

Instrument 2016/2280088388 DB.1775 P.G.1787

5[)8 /Jcres Pin • 517207034

I. P. IN 7/"35'31" W 73.14' J I. P. Na1-/--- N 8ri8'42" W

�L3�5�/ N�6�61" 3�7'�4�8"�W��6�1-;5�4�' !�;--;;:����::___

--\\!:-------<>I. P. ! S 68"48' 37" E 135. 9' ! S 78"56'01" E

CAROLINE Ll>JJRA MURRAY instrument

• 20/705080027414030 /Jcres

Pin • 482150597

JOHN W.DEAN AND AMANDA J.DEAN

REFERENCES ( PROFILES.DETAIL & DRAIN/JG£DESCRIPTION SHEETS, ETC.J

Mainline Profile

Spring Lone Prof !le

Utility ONners

Entrance Proflles

5A

5A

5

Instrument • 20040405003/247 0.73 kres

Pin • 482151296 Streetscope Plans

3 9NIJ-9N2J

RW-5RW-6

DRAWING NO.: 2c

Boring Location Plan

Proposed Retaining Wall

Ed Dalton
Polygonal Line
Ed Dalton
Polygonal Line
Ed Dalton
Polygonal Line
pdamato
Boring Symbol (blue)
pdamato
Boring Symbol (blue)
Ed Dalton
Polygonal Line

1/19/2018

PROJECT MANAGER RobertHester P.E. (703)642·8l00 !VolkertJncJ ____ • _ _ ,_..,..,..,........ �

SURVEYED BY, DATE _4T_C�� 1�:_IZ:17_ ____________________ -�_2,_0050104000!056 Wl/1DESIGN BY '{gjk_etJ,_l'!_C.,_ (JQJ_!_6jg-§t_OQ _ - - - - - - - - - - - - - - - - - - - - "'In 9,...5��'if,993SUBSURFACE UTILITY BY, DATE___________________________ 3s:: NWA DISTRICT DESIGN UNIT Cl �

JOHN W.DEAN AND AMANDA J.DEAN

'--

���' . R � &, "\I V) �'--- '---

-i::,

½nstrument • 20050 1056 Wfl

Curve C/05 Pl • l/8•86JI

•63.04 210.31'

I. P. S 16"/I' 43" E(5

52.75' !

EDGAR T.CRIM JR. Instrument •s 200505110046908 And

20/1//030068519 0.77Acres

Pin • 482153089

I. P.( N 76'46'48" W 208.56' !( S 69"04'20" E /32. 53' !

S 16'02'53" E

STEPHEN Al.WALCZAK ANDBRENDA J.BRADLEY

Instrument • 201612280088387

r-------1 I I I I I I I I

0.52 kres - I I

§ l \ Pin • 482155/63 �

r----�

� I I � I I � I I' Drain ,

I. P.

ERIC TODD CU Instrument • 200404050031247

0. 73 Ac. e 0.51 kres x __J !'---...,.YI� Pin • 48215199 {-

DELTA • f50' 33.49'fLTJD • (1' 34' 23" /, _J '-.<l.)

I 1 Field :a§ 1 I

Instrument • s 200811

ill IA

Lt

IA & �

In £ ill

£ £

£ i1 Lf1

Tax Parcel• 25A-l-5

INCIDENTAL. LEGEND

Abandon Exist.Pipe

6" Granlfe Curb Req'dComb.ft Granite Curb &Corr;rete Gutter Req' d

Sfd CG-12 Req'd

Sfd. R((-3 Req'd

Uod.CG-3 Req'd

Uod.CG-7 Req'd

Sfd GR-UGSI Req'd

Sfd R-UGS4 Req'd

Sfd Hondroll HR-I Req'd

Sfd Steps S-2 Req'd

Uod.CG-9A Req'd

Uod.CG-90 Req'd

Uod.CG-11 Req'd

Prop.Conc.Pwer Sidewalk (4' UlnJProp.JO' SooredUse Poth (Asp/rJlt}

f l i

s

��si TA�•i.11 "8

IM��E¥S�!FcOW�-N�P�/K�E�� ls.Tr ST A 00.0Oc----------..JJ �

G VfrRavMltJ.'-' RD. � C NNECTI0N- - � D LTA � 90'43' 5 RT

--

Temp. Constr. Ease. for Entr.

,-I I I I I I I I I I

I I 1-----

I _,

D Denotes Proposed Pavement

[r_ ___ Denotes Construction Limits In Cuts

[! __ Denotes Construction Limits In Fllls

--------- Denotes Temporary Easement

·-·-·- Denotes Permanent Easement

T • 160.BfL • 321.60' R • IOIJOOIJO' PRC • /17•2529 PT • 12.0-46.89E • NC

V • 25 MPH

I I I

I I I

II :

I ! II

0

. .

12

,, ,, / /

• \.

\

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I

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Prop. RIW

\ .

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Curve C/61 Pl• !2•20.30

0

0

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L _[_-_--:.. --:..--:..--:..--:._-_ -_--:.. - I X

Gravel

I I I I I I Q) I I c.,

:'.;:: I I C:: �,, �I I Q.)lt \J C::f j XC)

0

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VJ I I n I I

Q�lfl a • r--..lfl ::-"J -. ""llfl • �8- "

I I I I I______ I

0

Temp. C Easemen

tr.

And 20161228 59.02 kre

Pin • 4822635 '5001 R/W Per D.B. 11D PJ:;4/2

8 Field

7 I I I I

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I

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SANDA INTERNATIONAL LLCInstrument • 201705310032792

Curve C/60 275 Acres Pl. 11,44.05 Pin • 482/54133DELTA • 8"47'06.JB"fRTJ

0 00

0 O

0

=

Temp. Constr • Ease. for Entr.

0

0

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T eiilp:C-onstr.Easement

Asphalt

0

0

Post·2251 /68.37'

X

D • lf0f06'T • 39.94' L • 7973' GAVER MILL INSET R • 5201)()' PC • l/•04JI PRC • l/•83.84E • NC V • 25 MPH

l hl!ne Sta. l3•00.00 Sheet 6!! I

I I I I I I I I I

BERKLEY S. VIRTS NiD MARION A VIRTS

D. 8. 612 Pg.2582,75 Ac.

Tax Parcel • 25A·l· J9

! 043 1-t---BLANCHE BELL

I D. 8.XX Pg.XX

1.2 k, \j--1------!.._....!.....A�0'.!,T_j_

/�3�• ?c;S�.�3 Tax Parcel• 25A·l·77

REVISED STATE

VA.

STATE .---�-----------,SHEET NO.

ROUTE

9

PROJECT

0009-053-III, R-201 C501 6

DESIGN FEATURES RELATING TO CONSTRUCTION OR TO REGULATION AND CONTROL OF TRAFFIC MAY BE SUBJECT TO CHANGE AS DEEMED!----------+------------, NECESSARY BY THE DEPARTMENT

.....__--->---------< _,__,jl Volkert, Inc. Volkert, Inc.

Springfield, Virginia Springfield, Virginia HYDRAULIC ENGINEER ROADWAY ENGINEER

£RIC TODD CUMMINGS Instrument •s 20081170002975

And 201612280088388 1776 kres

Pin • 482263545002 R/W Per D.B /ID PJ; 412

Temp. Constr. Ease. for Entr.

Prop.RIW I

Sfd. HR-I Type II Reqd.

Field

\

f Q_)

REFERENCES ( PROFILES.DETAIL & DRAIN/JG£ DESCRIPTION SHEETS, ETC. J

Ma!nllne Prof!le 6A Gover Mill Rd.Profile 6N0 Alley Prof!le 6N0 Util!ty ONners 3 Entrance Proflles 9N2) Streetscape Deta!ls I0N6J

Q_lJJ:,.

Curve C/06 Pl• /25•5/JB DELTA • 5· 50' l!/7rfL'f-J­D • 18' 18' 19'T • 15.96' L • 31.90' R • 3/31)()' PC • 125· 3522PT • 125•67 J2 1

I E ·NC I

V • 25 MPHI I

I

I I

L_

DreFie

COMMUNITY IN HIUSBORO LLCInstrument • 20161228088387

75% RW

20.54 kres Pin • 483455975

PLANS

RW-7

RW-8

RW-9RW-10

DRAWING NO.: 2d

Boring Location Plan

Proposed Retaining Wall

Ed Dalton
Polygonal Line
Ed Dalton
Polygonal Line
Ed Dalton
Polygonal Line
Ed Dalton
Polygonal Line
Ed Dalton
Polygonal Line
pdamato
Boring Symbol (blue)
pdamato
Boring Symbol (blue)
pdamato
Boring Symbol (blue)
Ed Dalton
Polygonal Line
Ed Dalton
Polygonal Line
pdamato
Boring Symbol (blue)
Ed Dalton
Polygonal Line

522

524

526

528

530

532

534

536

538

540

522

524

526

528

530

532

534

536

538

540

20

17

31

18

83

9

12

26

17

82

Scale: 1H = 0V

GENERALIZED SUBSURFACE PROFILESection A-A'

Elev

atio

n (ft

)

West

LEGEND

Depth water was encounteredduring drilling.

Groundwater depth monitored afterboring completion or after 24 hours.

Standard Penetration testResistance in Blows per foot

Date: 3/21/18 Drawn By: N G

Drawing No:

N

-

-

- Hillsboro Pedestrian Safety & Traffic Calming Project-Retaining WallsHillsboro, Virginia

Checked By: IS Approved By: IS

East

3A

Elev

atio

n (ft

)

Note: Strata changes shown on this profile representgeneralizations based on average conditionsindicated by soil test borings.

Topsoil FILL (made ground) Fine to coarse sandy SILT SILT

11X1

7 ST

RAT

IGR

APH

Y N

GW

WSS

C R

W B

OR

ING

S 3-

20-2

018.

GPJ

TLB

2009

.GD

T 3

/21/

18

N

RW-1

N

RW-2

TOPSOIL

TOPSOIL

Grey, dry, very stiff, SILT, with Gravel,(FILL (ML))

Grey to brown, dry, very stiff to hard,SILT,(ML)

Brown, stiff, fine to medium sandySILT, with Gravel,(FILL (ML))

Brown to Tan, very stiff, fine to coarsesandy SILT, (ML)

Reddish brown to brown, very stiff tohard, SILT, with fine to mediumSand,(ML)- with Mica @13.5'-15.0'

Engineer'
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520

522

524

526

528

530

532

534

536

538

540

542

544

546

548

520

522

524

526

528

530

532

534

536

538

540

542

544

546

548

11

9

65

63

11

7

35

28

28

Scale: 1H = 0V

GENERALIZED SUBSURFACE PROFILESection B-B'

Elev

atio

n (ft

)

West

LEGEND

Depth water was encounteredduring drilling.

Groundwater depth monitored afterboring completion or after 24 hours.

Standard Penetration testResistance in Blows per foot

Date: 3/21/18 Drawn By: NG

Drawing No:

N

-

-

- Hillsboro Pedestrian Safety & Traffic Calming Project-Retaining WallsHillsboro, Virginia

Checked By: IS Approved By: IS

East

3B

Elev

atio

n (ft

)

Note: Strata changes shown on this profile representgeneralizations based on average conditionsindicated by soil test borings.

Asphalt FILL (made ground) SILT

11X1

7 ST

RAT

IGR

APH

Y N

GW

WSS

C R

W B

OR

ING

S 3-

20-2

018.

GPJ

TLB

2009

.GD

T 3

/21/

18

N

RW-3

N

RW-5

4" of HOT MIX ASPHALT CONCRETE, (HMAC)

5" of HOT MIX ASPHALTCONCRETE, (HMAC)

Brown, moist, stiff, fine to mediumsandy SILT, with Gravel,(FILL (ML))

24" of AGGREGATE BASE COURSE, (ABC

Tan to Brown, moist, soft, LEAN CLAY, with fine to medium Sand,(FILL (CL))

Greenish grey to brown, dry, very stiff,SILT, with fine to medium Sand andMica,(ML)

Engineer'
Line
Engineer'
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Line
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Line
Engineer'
Line

514

516

518

520

522

524

526

528

530

532

534

536

538

540

542

514

516

518

520

522

524

526

528

530

532

534

536

538

540

542

44

7

10

11

65

13

10

2

6

11

17

13

Scale: 1H = 0V

GENERALIZED SUBSURFACE PROFILESection C-C'

Elev

atio

n (ft

)

West

LEGEND

Depth water was encounteredduring drilling.

Groundwater depth monitored afterboring completion or after 24 hours.

Standard Penetration testResistance in Blows per foot

Date: 3/21/18 Drawn By: NG

Drawing No:

N

-

-

- Hillsboro Pedestrian Safety & Traffic Calming Project-Retaining WallsHillsboro, Virginia

Checked By: IS Approved By: IS

East

3C

Elev

atio

n (ft

)

Note: Strata changes shown on this profile representgeneralizations based on average conditionsindicated by soil test borings.

Topsoil Asphalt FILL (made ground) USCS Low Plasticity Clay

Fine to coarse sandy SILT Fine to medium sandy SILT SILT

11X1

7 ST

RAT

IGR

APH

Y N

GW

WSS

C R

W B

OR

ING

S 3-

20-2

018.

GPJ

TLB

2009

.GD

T 3

/21/

18

N

RW-6

N

RW-7

N

RW-9

3" of HOT MIX ASPHALT CONCRETE (HMAC)

9" of AGGREGATE BASE COURSE (ABC)11" of AGGREGATE BASE COURSE (ABC)

Reddish Brown to brown and tan,moist, stiff to hard, SILT, with fine tomedium Sand,(ML)

Grey, dry, hard, fine to coarse sandy SILT, with Gravel,(ML

Greenish Grey to brown, moist to wet,stiff to soft, SILT, with fine to mediumSand,(ML

Grey to Brown, moist, hard, fine to medium

sandy SILT, with Gravel (FILL (ML))

Grey to Black, dry, hard, silty fine to coarse

SAND, with Gravel, (FILL)Brown, moist, medium stiff, SILT,

with fine Sand,(FILL (ML))

6" of TOPSOIL (TOPSOIL)

Reddish brown, moist, medium stiff,LEAN CLAY,(CL)

Brown, moist, very stiff to stiff, fine tomedium sandy SILT, with Gravel,(ML)

Tan to Grey, dry, hard, fine to coarsesandy SILT, with Gravel,(ML)

Engineer'
Line
Engineer'
Line
Engineer'
Line
Engineer'
Line
Engineer'
Line
Engineer'
Line
Engineer'
Line
Engineer'
Line
Engineer'
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Engineer'
Line
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Line

514

516

518

520

522

524

526

528

530

532

534

536

514

516

518

520

522

524

526

528

530

532

534

536

65

13

10

2

13

14

80

Scale: 1H = 0.1V

GENERALIZED SUBSURFACE PROFILESection D-D'

Elev

atio

n (ft

)

West

LEGEND

Depth water was encounteredduring drilling.

Groundwater depth monitored afterboring completion or after 24 hours.

Standard Penetration testResistance in Blows per foot

Date: 3/21/18 Drawn By: NG

Drawing No:

N

-

-

- Hillsboro Pedestrian Safety & Traffic Calming Project-Retaining WallsHillsboro, Virginia

Checked By: IS Approved By: IS

East

3D

Elev

atio

n (ft

)

Note: Strata changes shown on this profile representgeneralizations based on average conditionsindicated by soil test borings.

Topsoil Asphalt FILL (made ground) Fine to coarse sandy SILT

Fine to medium sandy SILT SILT

11X1

7 ST

RAT

IGR

APH

Y N

GW

WSS

C R

W B

OR

ING

S 3-

20-2

018.

GPJ

TLB

2009

.GD

T 3

/21/

18

N

RW-7

N

RW-8

3" of HOT MIX ASPHALT CONCRETE (HMAC)

9" of AGGREGATE BASE COURSEGrey to Black, dry, hard, silty fine

to coarse SAND, with Gravel (FILL)

Brown, moist, medium stiff, SILT, with fine

SAND (FILL (ML))

Reddish Brown to brown and tan, moist, stiff to hard, SILT, with fine to medium Sand (ML)

1' of TOPSOIL (TOPSOIL)

Brown, moist, stiff, LEAN CLAY, with fine to coarse Sand, (CL)

Grey, dry, hard, fine to medium sandy SILT, (ML)

Engineer'
Line
Engineer'
Line
Engineer'
Line
Engineer'
Line
Engineer'
Line
Engineer'
Line
Engineer'
Line
Engineer'
Line

512

514

516

518

520

522

524

526

528

512

514

516

518

520

522

524

526

528

5

9

17

19

81

Scale: 1H = 0.1V

GENERALIZED SUBSURFACE PROFILESection E-E'

Elev

atio

n (ft

)

West

LEGEND

Depth water was encounteredduring drilling.

Groundwater depth monitored afterboring completion or after 24 hours.

Standard Penetration testResistance in Blows per foot

Date: 3/21/18 Drawn By: NG

Drawing No:

N

-

-

- Hillsboro Pedestrian Safety & Traffic Calming Project-Retaining WallsHillsboro, Virginia

Checked By: IS Approved By: IS

East

3E

Elev

atio

n (ft

)

Note: Strata changes shown on this profile representgeneralizations based on average conditionsindicated by soil test borings.

Topsoil USCS Low Plasticity Clay

11X1

7 ST

RAT

IGR

APH

Y N

GW

WSS

C R

W B

OR

ING

S 3-

20-2

018.

GPJ

TLB

2009

.GD

T 3

/21/

18

N

RW-10

6" of TOPSOIL, (TOPSOIL)

Brown, moist, medium stiff, LEAN CLAY,(CL)

Reddish Brown, moist, stiff to verystiff, LEAN CLAY,(CL)

Brown to Tan, moist, very stiff, fine tomedium sandy LEAN CLAY,(CL)

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Project Location

TLB-Microstation
Polygonal Line

LB CONSTRUCTIONCHARLES TOWN PIKE

6" GRANITE CURB

OFFSET 26.50'

STA. 107+87.00

OFFSET 26.50'

STA. 108+04.50

SIDEWALKMOD. RW-3

RETAINING WALL 4-1 DEVELOPED ELEVATION

RETAINING WALL 4-1 PLAN

17'-6"

108

C

SECTION C-C

ELEV. 538.90

SECTION A-A

ELEV. 538.90

STA. 107+87.00

ELEV. 543.20

ELEV. 536.30

ELEV. 538.90

STA. 108+04.50

ELEV. 530.90

ELEV. 534.80

CONNECT TO EXISTING WALL

OF WALLFRONT FACE

OF WALLBACK FACE

ELEV. 543.20

ELEV. 538.90

BOTTOM OF WALL

1'-6"

1'-6"

BOTTOM OF WALL

7'-6" 10'-0"

ELEV. 541.20

ELEV. 538.80

SECTION B-B

B

B C

0

HORIZONTAL SCALE

50' 100'

ELEV. 530.90

8'-0"

ELEV. 534.80ELEV. 534.80

3'-11"

3'-10"

2'-11" 2'-11"

16(1)

CAPSTONE, SEE DETAILS ON SHEET 10(24) (TYP.)

A

A

TOP OF WALL

ELEV. 543.20 ELEV. 543.20

ELEV. 541.20

ELEV. 532.40

5'-4"

WALLTOE AT TOE AT WALL

RET

AININ

G W

ALL P

LA

N

BACK FACE OF WALLFINISHED GRADE AT

FACE OF WALLAT FRONT FINISHED GRADE

PIER (BEYOND)

WEEPHOLES SHALL BE IN ACCORDANCE WITH VDOT STANDARD RW-3.5.

FURTHER DETAILSCONSTRUCTION.SEE RETAINING WALL GEOTECHNICAL REPORT FORSHALL CONFIRM SOIL CONDITIONS ON SITE DURINGALLOWABLE SOIL BEARING CAPACITY = 1500 PSF.CONTRACTOR4.

COMPACTED TO AT LEAST 95% OF AASHTO T-180 (ASTM D-1557).WITH VDOT SPECIFICATIONS. THE STRUCTURAL FILL SHALL BEAND REPLACED WITH SUITABLE STRUCTURAL FILL IN ACCORDANCETHERE SHALL BE 2' UNDERCUT BENEATH THE WALL FOUNDATIONS3.

SEE SHEETS 10(25) TO 10(33).FACE OF WALL OR PIER, UNLESS NOTED AS CENTERLINE.STATION DIMENSION AND OFFSET IS FROM OUTSIDE2.

AND MATERIALS.STONE MASONRY FOR WALL, PIERS, STAIRCASES, DIMENSIONS,SEE SHEETS 10(25) TO 10(33) FOR SITE DETAILS INVOLVING1.

NOTE:

0

VERTICAL SCALE

2.5' 5'

3" WEEP HOLES TYP.

NA

11/26/18

NA

TR

AFFIC C

AL

MIN

GC

HA

RLES T

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N PIK

E (

RTE. 9)

www.volkert.com

703.642.8100 (office)

Springfield, VA 22150

Suite 540

6225 Brandon Avenue

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Constr. B Sta. 11+15.00

End Construction Old

Rte 719

RETAINING WALL 4-2 DEVELOPED ELEVATION

ELEV. 539.00

STA. 112+13.00

10'-0" 22'-0" 5'-0"

ELEV. 536.50

LB CONSTRUCTIONCHARLES TOWN PIKE

6" GRANITE CURB

OFFSET 28.40'

STA. 112+36.00

MOD. RW-3

FRONT FACE OF WALL

RETAINING WALL 4-2 PLAN

SIDEWALK

OFFSET 23.50'

STA. 112+13.00

CONCRETE GUTTER6" GRANITE CURB &

ELEV. 539.00

STA. 112+36.00

16(2)

RET

AININ

G W

ALL P

LA

N

A

A

TOP OF WALL

ELEV. 536.50

ELEV. 535.00ELEV. 535.00

1'-6"

ELEV. 538.40ELEV. 538.40

ELEV. 539.00

SECTION A-A

ELEV. 535.00

2'-8"

ELEV. 536.50ELEV. 538.40

27'-0"

112

0

HORIZONTAL SCALE

50' 100'

TOE OF WALL

BACK FACE OF WALL

BOTTOM OF WALL

BACK FACE OF WALLFINISHED GRADE AT

FRONT FACE OF WALLFINISHED GRADE AT

OFFSET 23.50'

STA. 112+36.00

1'-6"

CAPSTONE

WEEP HOLES SHALL BE IN ACCORDANCE WITH VDOT STANDARD RW-3.5.

FURTHER DETAILSCONSTRUCTION.SEE RETAINING WALL GEOTECHNICAL REPORT FORSHALL CONFIRM SOIL CONDITIONS ON SITE DURINGALLOWABLE SOIL BEARING CAPACITY = 1500 PSF.CONTRACTOR4.

COMPACTED TO AT LEAST 95% OF AASHTO T-180 (ASTM D-1557). WITH VDOT SPECIFICATIONS. THE STRUCTURAL FILL SHALL BE AND REPLACED WITH SUITABLE STRUCTURAL FILL IN ACCORDANCE THERE SHALL BE 2' UNDERCUT BENEATH THE WALL FOUNDATIONS3.

SEE SHEETS 10(25) TO 10(33). FACE OF WALL OR PIER, UNLESS NOTED AS CENTERLINE. STATION DIMENSION AND OFFSET IS FROM OUTSIDE2.

AND MATERIALS. STONE MASONRY FOR WALL, PIERS, STAIRCASES, DIMENSIONS, SEE SHEETS 10(25) TO 10(33) FOR SITE DETAILS INVOLVING1.

NOTE:3" WEEP HOLES TYP.

0

VERTICAL SCALE

2.5' 5'

NA

11/26/18

NA

TR

AFFIC C

AL

MIN

GC

HA

RLES T

OW

N PIK

E (

RTE. 9)

www.volkert.com

703.642.8100 (office)

Springfield, VA 22150

Suite 540

6225 Brandon Avenue

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ELEV. 538.60

STA. 112+31.80

LB CONSTRUCTIONCHARLES TOWN PIKE

OFFSET 19.83'

STA. 113+56.49

SIDEWALK

MOD. RW-3

FRONT FACE OF WALL

RETAINING WALL 4-3 DEVELOPED ELEVATION

RETAINING WALL 4-3 PLAN

ELEV. 538.90

CURB6" GRANITE

CONCRETE GUTTER6" GRANITE CURB &

ELEV. 541.30

STA. 113+56.50

OFFSET 26.14'

STA. 112+31.80

16(3)

RET

AININ

G W

ALL P

LA

N

0

HORIZONTAL SCALE

50' 100'

113

ELEV. 533.50

ELEV. 532.00

ELEV. 535.50

ELEV. 534.00

1'-6"

BOTTOM OF WALL

BOTTOM OF WALL

TOP OF WALL

TOP OF WALL

ELEV. 536.30

71'-8"

A

A

SECTION A-A

ELEV. 538.60

ELEV. 536.20

ELEV. 532.00

3'-2"

4'-3"

59'-8"

OFFSET 19.83'

STA. 113+21.00

OFFSET 24.83'

STA. 113+16.00

OFFSET 24.83'

STA. 113+32.18

OFFSET 24.83'

STA. 113+00.00

INV 528.32PROP. 30" RCP

BACK FACE OF WALL

BACK FACE OF WALLFINISHED GRADE AT

FRONT FACE OF WALLFINISHED GRADE AT

FRONT FACE OF WALLFINISHED GRADE AT

TOE AT WALL

30"

30"

30"

15"

18"

15"

15"

1'-6"

MI

N.

PIER C

STA. 112+98.28

L

PIER C

STA. 112+38.44

L

PIER C

STA. 112+43.80

L PIER C

STA. 112+72.33

LPIER C

STA. 112+77.68

L

PIER C

STA. 112+91.94

L

PIER C

STA. 113+15.58

LPIER C

STA. 113+21.04

L

0

VERTICAL SCALE

2.5' 5'WEEPHOLES SHALL BE IN ACCORDANCE WITH VDOT STANDARD RW-3.5.

FURTHER DETAILSCONSTRUCTION.SEE RETAINING WALL GEOTECHNICAL REPORT FORSHALL CONFIRM SOIL CONDITIONS ON SITE DURINGALLOWABLE SOIL BEARING CAPACITY = 1500 PSF.CONTRACTOR4.

COMPACTED TO AT LEAST 95% OF AASHTO T-180 (ASTM D-1557). WITH VDOT SPECIFICATIONS. THE STRUCTURAL FILL SHALL BE AND REPLACED WITH SUITABLE STRUCTURAL FILL IN ACCORDANCE THERE SHALL BE 2' UNDERCUT BENEATH THE WALL FOUNDATIONS3.

SEE SHEETS 10(25) TO 10(33). FACE OF WALL OR PIER, UNLESS NOTED AS CENTERLINE. STATION DIMENSION AND OFFSET IS FROM OUTSIDE2.

AND MATERIALS. STONE MASONRY FOR WALL, PIERS, STAIRCASES, DIMENSIONS, SEE SHEETS 10(25) TO 10(33) FOR SITE DETAILS INVOLVING1.

NOTE:

3" WEEP HOLES TYP.

NA

11/26/18

NA

TR

AFFIC C

AL

MIN

GC

HA

RLES T

OW

N PIK

E (

RTE. 9)

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703.642.8100 (office)

Springfield, VA 22150

Suite 540

6225 Brandon Avenue

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R

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16(4)

THIS PAGE INTENTIONALLY LEFT BLANK

NA

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703.642.8100 (office)

Springfield, VA 22150

Suite 540

6225 Brandon Avenue

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MOD. RW-3FRONT FACE OF WALL

RETAINING WALL 5-2 DEVELOPED ELEVATION

CONCRETE GUTTER6" GRANITE CURB &

RETAINING WALL 5-2 PLAN

OFFSET 19.00'

STA. 118+20.00

LB CONSTRUCTIONCHARLES TOWN PIKE

SIDEWALK

RET

AININ

G W

ALL P

LA

N

16(5)

119

A

A

ELEV. 546.00

STA. 118+20.00

ELEV. 541.50

ELEV. 536.00

BOTTOM OF WALL

ELEV. 533.20

BOTTOM OF WALL

ELEV. 531.30

BOTTOM OF WALLELEV. 529.50

BOTTOM OF WALL

ELEV. 532.80

ELEV. 531.00

TOP OF WALL

ELEV. 539.40

ELEV. 536.00

ELEV. 534.70

ELEV. 537.50

B

B

C

C

D

D

1'-6"

MI

N.

1'-6"

MI

N.

1'-6"

MI

N.

1'-6"

MI

N.

0

HORIZONTAL SCALE

50' 100'

ELEV. 543.20

SECTION A-A

3'-6"

4'-10"

ELEV. 540.80

ELEV. 536.00

ELEV. 542.50

ELEV. 538.10

ELEV. 533.20

SECTION B-B

3'-5"

4'-8"

ELEV. 531.30

3'-2"

SECTION C-C

ELEV. 536.40

ELEV. 538.80

ELEV. 529.50

4'-8"

SECTION D-D

ELEV. 537.80

ELEV. 535.40

5'-1"

5'-11"

BACK FACE OF WALL

ELEV. 537.10

STA. 119+50.00

OFFSET 19.00'

STA. 119+50.00

BACK FACE OF WALLFINISHED GRADE AT

FACE OF WALLAT FRONT FINISHED GRADE

30'-0"

30'-0" 30'-0"

38'-8"

TOE AT WALL

128'-8"

PIER C

STA. 112+68.95

L PIER C

STA. 112+90.91

L PIER C

STA. 119+12.87

L PIER C

STA. 119+33.33

L PIER C

STA. 119+38.33

L

STA. 118+45.98STA. 118+43.00

0

VERTICAL SCALE

2.5' 5'

WEEPHOLES SHALL BE IN ACCORDANCE WITH VDOT STANDARD RW-3.5.

FURTHER DETAILSCONSTRUCTION.SEE RETAINING WALL GEOTECHNICAL REPORT FORSHALL CONFIRM SOIL CONDITIONS ON SITE DURINGALLOWABLE SOIL BEARING CAPACITY = 2500 PSF.CONTRACTOR4.

COMPACTED TO AT LEAST 95% OF AASHTO T-180 (ASTM D-1557). WITH VDOT SPECIFICATIONS. THE STRUCTURAL FILL SHALL BE AND REPLACED WITH SUITABLE STRUCTURAL FILL IN ACCORDANCE THERE SHALL BE 2' UNDERCUT BENEATH THE WALL FOUNDATIONS3.

SEE SHEETS 10(25) TO 10(33). FACE OF WALL OR PIER, UNLESS NOTED AS CENTERLINE. STATION DIMENSION AND OFFSET IS FROM OUTSIDE2.

AND MATERIALS. STONE MASONRY FOR WALL, PIERS, STAIRCASES, DIMENSIONS, SEE SHEETS 10(25) TO 10(33) FOR SITE DETAILS INVOLVING1.

NOTE:

3" WEEP HOLES TYP.

NA

11/26/18

NA

TR

AFFIC C

AL

MIN

GC

HA

RLES T

OW

N PIK

E (

RTE. 9)

www.volkert.com

703.642.8100 (office)

Springfield, VA 22150

Suite 540

6225 Brandon Avenue

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Asphalt

Route 9Charles Town Pike

RETAINING WALL 6-1 DEVELOPED ELEVATION

ELEV. 531.20

RETAINING WALL 6-1 PLAN

OFFSET 27.30'

STA. 10+78.50

ELEV. 535.40

STA. 10+50.00

ELEV. 533.60

STA. 10+78.50

OFFSET 29.80'

STA. 10+30.00

SIDEWALK

48'-6"

& CONCRETE GUTTER6" GRANITE CURB

6" GRANITE CURB

B CONSTRUCTIONGAVER MILL ROAD

L

ELEV. 533.40ELEV. 533.00

RET

AININ

G W

ALL P

LA

N

16(6) 0

HORIZONTAL SCALE

50' 100'

ELEV. 535.80

STA. 10+30.00

ELEV. 525.501'-6"

ELEV. 527.50

BOTTOM OF WALL

ELEV. 528.50

ELEV. 527.00

BOTTOM OF WALL

1'-6"

A

A

OF WALLBACK FACE

MOD. RW-3

SECTION A-A

ELEV. 534.90

ELEV. 532.50

7'-0"

4'-10"

ELEV. 525.50

20'-0" 28'-6"

FRONT FACE OF WALLFINISHED GRADE AT

BACK FACE OF WALLGRADE AT FINISHED

15"

INV 523.26PROP. 15" RCP

FRONT FACE OF WALL

TOE AT WALL

PIER C

STA. 10+31.31

L PIER C

STA. 10+45.07

L

PIER C

STA. 10+59.44

L

PIER C

STA. 10+77.51

L

0

VERTICAL SCALE

2.5' 5'

WEEPHOLES SHALL BE IN ACCORDANCE WITH VDOT STANDARD RW-3.5.

FURTHER DETAILSCONSTRUCTION.SEE RETAINING WALL GEOTECHNICAL REPORT FORSHALL CONFIRM SOIL CONDITIONS ON SITE DURINGALLOWABLE SOIL BEARING CAPACITY = 1500 PSF.CONTRACTOR4.

COMPACTED TO AT LEAST 95% OF AASHTO T-180 (ASTM D-1557). WITH VDOT SPECIFICATIONS. THE STRUCTURAL FILL SHALL BE AND REPLACED WITH SUITABLE STRUCTURAL FILL IN ACCORDANCE THERE SHALL BE 2' UNDERCUT BENEATH THE WALL FOUNDATIONS3.

SEE SHEETS 10(25) TO 10(33). FACE OF WALL OR PIER, UNLESS NOTED AS CENTERLINE. STATION DIMENSION AND OFFSET IS FROM OUTSIDE2.

AND MATERIALS. STONE MASONRY FOR WALL, PIERS, STAIRCASES, DIMENSIONS, SEE SHEETS 10(25) TO 10(33) FOR SITE DETAILS INVOLVING1.

NOTE:

3" WEEP HOLES TYP.

NA

11/26/18

NA

TR

AFFIC C

AL

MIN

GC

HA

RLES T

OW

N PIK

E (

RTE. 9)

www.volkert.com

703.642.8100 (office)

Springfield, VA 22150

Suite 540

6225 Brandon Avenue

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2018

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3

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d7058716(0

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Stone Wall

RETAINING WALL 6-2 DEVELOPED ELEVATION

ELEV. 529.60

ELEV. 524.60

B CONSTRUCTIONGAVER MILL ROAD

L

OFFSET 27.39'

STA. 11+00.00

RETAINING WALL 6-2 PLAN OFFSET 23.62'

STA. 11+92.00

SIDEWALK

CURB6" GRANITE

RET

AININ

G W

ALL P

LA

N

16(7)

11

ELEV. 534.00

STA. 11+00.00

ELEV. 530.00

STA. 11+30.00

ELEV. 527.00

ELEV. 525.50

1'-6"

ELEV. 523.00

1'-6"

ELEV. 524.50

BOTTOM OF WALL

30'-0" 58'-8"

88'-8"

ELEV. 529.00

STA. 11+92.00

BOTTOM OF WALL

BACK FACE OF WALLGRADE AT FINISHED

FRONT FACE OF WALLFINISHED GRADE AT

TOP OF WALL

MOD. RW-3

BACK FACE OF WALL

FRONT FACE OF WALL

ELEV. 527.60

A

A

SECTION A-A

ELEV. 530.20

ELEV. 527.90

ELEV. 525.502'-1/2"

2'-5"

0

HORIZONTAL SCALE

50' 100'

TOE AT WALL

15"

15"

PIER C

STA. 11+01.06

LPIER C

STA. 11+23.69

L

PIER C

STA. 11+91.18

L

PIER C

STA. 11+69.18

L

PIER C

STA. 11+46.48

L

0

VERTICAL SCALE

2.5' 5'

3" WEEP HOLES TYP.

WEEPHOLES SHALL BE IN ACCORDANCE WITH VDOT STANDARD RW-3.5.

FURTHER DETAILSCONSTRUCTION.SEE RETAINING WALL GEOTECHNICAL REPORT FORSHALL CONFIRM SOIL CONDITIONS ON SITE DURINGALLOWABLE SOIL BEARING CAPACITY = 1500 PSF.CONTRACTOR4.

COMPACTED TO AT LEAST 95% OF AASHTO T-180 (ASTM D-1557). WITH VDOT SPECIFICATIONS. THE STRUCTURAL FILL SHALL BE AND REPLACED WITH SUITABLE STRUCTURAL FILL IN ACCORDANCE THERE SHALL BE 2' UNDERCUT BENEATH THE WALL FOUNDATIONS3.

SEE SHEETS 10(25) TO 10(33). FACE OF WALL OR PIER, UNLESS NOTED AS CENTERLINE. STATION DIMENSION AND OFFSET IS FROM OUTSIDE2.

AND MATERIALS. STONE MASONRY FOR WALL, PIERS, STAIRCASES, DIMENSIONS, SEE SHEETS 10(25) TO 10(33) FOR SITE DETAILS INVOLVING1.

NOTE:

NA

11/26/18

NA

TR

AFFIC C

AL

MIN

GC

HA

RLES T

OW

N PIK

E (

RTE. 9)

www.volkert.com

703.642.8100 (office)

Springfield, VA 22150

Suite 540

6225 Brandon Avenue

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2018

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AM

d7058716(0

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Stone Wall

16(8)

R

ET

AININ

G W

ALL P

LA

N

RETAINING WALL 6-3 DEVELOPED ELEVATION

OFFSET 26.42'

STA. 124+80.00

LB CONSTRUCTIONCHARLES TOWN PIKE

MOD. RW-3

SIDEWALK

FRONT FACE OF WALL

& CONCRETE GUTTER6" GRANITE CURB

OFFSET 21.09'

STA. 123+34.68

ELEV. 537.80

STA. 123+30.00

ELEV. 535.30

STA. 123+65.00

ELEV. 533.40ELEV. 533.00

BOTTOM OF WALL

1'-6"

ELEV. 527.90

ELEV. 529.40

ELEV. 523.70

ELEV. 525.20

ELEV. 534.00

STA. 124+80.00

ELEV. 531.40

124

1'-6"

BOTTOM OF WALL

TOP OF WALL

RETAINING WALL 6-3 PLAN

A

A

ELEV. 532.80

SECTION A-A

ELEV. 535.13

ELEV. 525.50

7'-3"

4'-11"0

HORIZONTAL SCALE

50' 100'

OF WALLBACK FACE

30'-0"

201'-6"

WALLTOE AT

6" GRANITE CURB

OFFSET 29.26'

STA. 123+65.00

BACK FACE OF WALLAT FINISHED GRADE

FRONT FACE OF WALLAT FINISHED GRADE

INV 526.20PROP. 18" RCP

ELEV. 525.50

ELEV. 527.00

1'-6"

1'

ELEV. 534.30

STA. 124+55.00

BOTTOM OF WALL

OFFSET 26.07'

STA. 124+55.00

90'-0" 25'-10"

15"18"

18"

PIER C

STA. 123+35.47

L

PIER C

STA. 123+43.28

L PIER C

STA. 123+57.48

L PIER C

STA. 123+71.73

L PIER C

STA. 123+85.97

L PIER C

STA. 124+00.22

L PIER C

STA. 124+14.46

L PIER C

STA. 124+28.71

L PIER C

STA. 124+42.83

L PIER C

STA. 124+48.97

L PIER C

STA. 124+63.88

L PIER C

STA. 124+78.32

L

PIER (BEYOND)

0

VERTICAL SCALE

2.5' 5'WEEPHOLES SHALL BE IN ACCORDANCE WITH VDOT STANDARD RW-3.5.

FURTHER DETAILSCONSTRUCTION.SEE RETAINING WALL GEOTECHNICAL REPORT FORSHALL CONFIRM SOIL CONDITIONS ON SITE DURINGALLOWABLE SOIL BEARING CAPACITY = 2500 PSF.CONTRACTOR4.

COMPACTED TO AT LEAST 95% OF AASHTO T-180 (ASTM D-1557). WITH VDOT SPECIFICATIONS. THE STRUCTURAL FILL SHALL BE AND REPLACED WITH SUITABLE STRUCTURAL FILL IN ACCORDANCE THERE SHALL BE 2' UNDERCUT BENEATH THE WALL FOUNDATIONS3.

SEE SHEETS 10(25) TO 10(33). FACE OF WALL OR PIER, UNLESS NOTED AS CENTERLINE. STATION DIMENSION AND OFFSET IS FROM OUTSIDE2.

AND MATERIALS. STONE MASONRY FOR WALL, PIERS, STAIRCASES, DIMENSIONS, SEE SHEETS 10(25) TO 10(33) FOR SITE DETAILS INVOLVING1.

NOTE:

3" WEEP HOLES TYP.

NA

11/26/18

NA

TR

AFFIC C

AL

MIN

GC

HA

RLES T

OW

N PIK

E (

RTE. 9)

www.volkert.com

703.642.8100 (office)

Springfield, VA 22150

Suite 540

6225 Brandon Avenue

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7

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LB CONSTRUCTIONCHARLES TOWN PIKE

ELEV. 536.00

STA. 125+36.62

ELEV. 531.50

ELEV. 531.40

MOD. RW-3

RETAINING WALL 6-3 PLAN

SIDEWALK

& CONCRETE GUTTER6" GRANITE CURB

OF WALLFRONT FACE OFFSET 26.50'

STA. 125+36.62

ELEV. 534.00

STA. 124+80.00

OFFSET 26.42'

STA. 124+80.00

16(9)

RET

AININ

G W

ALL P

LA

N

A

A

1'-6"

BOTTOM OF WALL ELEV. 525.50

ELEV. 527.00

TOP OF WALL

RETAINING WALL 6-3 DEVELOPED ELEVATION

125

0

HORIZONTAL SCALE

50' 100'

SECTION A-A

6'-0"

ELEV. 525.50

ELEV. 531.50

ELEV. 533.90

4'-2 1/2"

OF WALLBACK FACE

TOE AT WALL

BACK FACE OF WALLFINISHED GRADE AT

FRONT FACE OF WALLFINISHED GRADE AT

201'-6"

4'-2"

ELEV. 523.70

ELEV. 525.20

1'-6"

ELEV. 534.00

STA. 124+85.00

51'-6"

PIER (BEYOND)

PIER C

STA. 124+92.82

L PIER C

STA. 125+07.32

L PIER C

STA. 125+21.82

L

PIER C

STA. 125+35.92

L

0

VERTICAL SCALE

2.5' 5'

WEEPHOLES SHALL BE IN ACCORDANCE WITH VDOT STANDARD RW-3.5.

FURTHER DETAILSCONSTRUCTION.SEE RETAINING WALL GEOTECHNICAL REPORT FORSHALL CONFIRM SOIL CONDITIONS ON SITE DURINGALLOWABLE SOIL BEARING CAPACITY = 2500 PSF.CONTRACTOR4.

COMPACTED TO AT LEAST 95% OF AASHTO T-180 (ASTM D-1557). WITH VDOT SPECIFICATIONS. THE STRUCTURAL FILL SHALL BE AND REPLACED WITH SUITABLE STRUCTURAL FILL IN ACCORDANCE THERE SHALL BE 2' UNDERCUT BENEATH THE WALL FOUNDATIONS3.

SEE SHEETS 10(25) TO 10(33). FACE OF WALL OR PIER, UNLESS NOTED AS CENTERLINE. STATION DIMENSION AND OFFSET IS FROM OUTSIDE2.

AND MATERIALS. STONE MASONRY FOR WALL, PIERS, STAIRCASES, DIMENSIONS, SEE SHEETS 10(25) TO 10(33) FOR SITE DETAILS INVOLVING1.

NOTE:

3" WEEP HOLES TYP.

NA

11/26/18

NA

TR

AFFIC C

AL

MIN

GC

HA

RLES T

OW

N PIK

E (

RTE. 9)

www.volkert.com

703.642.8100 (office)

Springfield, VA 22150

Suite 540

6225 Brandon Avenue

LO

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RETAINING WALL 3-1 DEVELOPED ELEVATION

RETAINING WALL 3-1 PLAN

ELEV. 512.20

ELEV. 510.70

OF WALL

FRONT FACE

TOP OF WALL

TOE AT WALL

BACK FACE OF WALL

FINISHED GRADE AT

96'-8"

FACE OF WALL

AT FRONT

FINISHED GRADE

127'-2"

OFFSET 64.63'

STA. 105+50.00

CHARLES TOWN PIKEOFFSET 37.24'

STA. 100+88.12

STONY POINT RD

ELEV. 520.00

STA. 105+50.00

CHARLES TOWN PIKE

RW-3

TIE TO EX. CULVERT

ELEV. 524.20

STA. 100+89.20

STONY POINT RD

ELEV. 530.50

ELEV. 526.70

1'-6"

BOTTOM OF WALL

ELEV. 513.60

ELEV. 515.101'-6"

1'-6"

BOTTOM OF WALL

OFFSET 54.05'

STA. 100+73.21

STONY POINT RD

9'-5"

OF WALL

BACK FACE

16(10)0

HORIZONTAL SCALE

50' 100'

RET

AININ

G W

ALL P

LA

N

A

A

SECTION A-A

9'-0"

15'-0"

0

VERTICAL SCALE

2.5' 5'

CONSTRUCTION JOINT

WEEPHOLES SHALL BE IN ACCORDANCE WITH VDOT STANDARD RW-3.5.

FURTHER DETAILS

CONSTRUCTION.SEE RETAINING WALL GEOTECHNICAL REPORT FOR

SHALL CONFIRM SOIL CONDITIONS ON SITE DURING

ALLOWABLE SOIL BEARING CAPACITY = 1500 PSF.CONTRACTOR4.

APPLICATION TO THE WALL FACE.

IS FOR THE TOP OF WALL EXTENSION AND STONE MASONRY

WALL IS A MOD RW-3. THE RW-3 MODIFICATION3.

SEE SHEETS 10(25) TO 10(33).

FACE OF WALL OR PIER, UNLESS NOTED AS CENTERLINE.

STATION DIMENSION AND OFFSET IS FROM OUTSIDE2.

AND MATERIALS.

STONE MASONRY FOR WALL, PIERS, STAIRCASES, DIMENSIONS,

SEE SHEETS 10(25) TO 10(33) FOR SITE DETAILS INVOLVING1.

NOTE:

INV 516.00

PROP. 36" RCP

500 YR WSEL = 525.47

100 YR WSEL = 522.36

D = 3'

CLASS I RIPRAP

ELEV. 528.60

ELEV. 526.92

CONSTRUCTION JOINT

CONSTRUCTION JOINT

CONSTRUCTION JOINT

3" WEEP HOLES TYP.

ELEV. 512.63

ELEV. 514.13

ELEV. 511.92

ELEV. 513.42

ELEV. 527.63

ELEV. 525.69

ELEV. 517.00

ELEV. 515.50

7'-1" 7'-0" 7'-0"

NA

11/26/18

NA

TR

AFFIC C

AL

MIN

G

CH

ARLES T

OW

N PIK

E (

RTE. 9)

www.volkert.com

703.642.8100 (office)

Springfield, VA 22150

Suite 540

6225 Brandon Avenue

LO

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Route 7

19

Stony P

oint R

oad

Asp

halt

Conc. H

eadw

all

(c)

(d)

(b)

36"

15"

15"

30"

SECTION A-A

ELEV. 537.70

STA. 107+19.00

ELEV. 535.10

A

A

0

HORIZONTAL SCALE

50' 100'

3'-6"

3'-0"

16(11)

TOP OF WALL ELEV. 540.46

RET

AININ

G W

ALL P

LA

N

FRONT FACE OF WALLFINISHED GRADE AT

LB CONSTRUCTIONCHARLES TOWN PIKE

OFFSET 19.50'

STA. 106+25.00

OFFSET 19.50'

STA. 107+19.00

RETAINING WALL 3-2 PLAN

ELEV. 538.70ELEV. 539.00

ELEV. 540.80

ELEV. 541.60

ELEV. 536.60

STA. 106+25.00

ELEV. 535.10

1'-6"

BOTTOM OF WALL

ELEV. 536.60

RETAINING WALL 3-2 DEVELOPED ELEVATION

96'-10"

25'-0"25'-5"27'-5" 18'-11"

TOE AT WALL

ELEV. 535.10

ELEV. 539.00

ELEV. 536.90

106

107

OF WALLBACK FACE

OF WALLFRONT FACE

BACK FACE OF WALLFINISHED GRADE AT

RW-3

0

VERTICAL SCALE

2.5' 5'

WEEPHOLES SHALL BE IN ACCORDANCE WITH VDOT STANDARD RW-3.5.

FURTHER DETAILSCONSTRUCTION.SEE RETAINING WALL GEOTECHNICAL REPORT FORSHALL CONFIRM SOIL CONDITIONS ON SITE DURINGALLOWABLE SOIL BEARING CAPACITY = 1500 PSF.CONTRACTOR4.

COMPACTED TO AT LEAST 95% OF AASHTO T-180 (ASTM D-1557). WITH VDOT SPECIFICATIONS. THE STRUCTURAL FILL SHALL BE AND REPLACED WITH SUITABLE STRUCTURAL FILL IN ACCORDANCE THERE SHALL BE 2' UNDERCUT BENEATH THE WALL FOUNDATIONS3.

SEE SHEETS 10(25) TO 10(33). FACE OF WALL OR PIER, UNLESS NOTED AS CENTERLINE. STATION DIMENSION AND OFFSET IS FROM OUTSIDE2.

AND MATERIALS. STONE MASONRY FOR WALL, PIERS, STAIRCASES, DIMENSIONS, SEE SHEETS 10(25) TO 10(33) FOR SITE DETAILS INVOLVING1.

NOTE:

3" WEEP HOLES TYP.

NA

11/26/18

NA

TR

AFFIC C

AL

MIN

GC

HA

RLES T

OW

N PIK

E (

RTE. 9)

www.volkert.com

703.642.8100 (office)

Springfield, VA 22150

Suite 540

6225 Brandon Avenue

LO

UD

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8

AM

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w/ Conc. HeadwallsInv. Out = 531. 11'Inv. In = 532. 28'In Pl. 18" CMP

OFFSET 53.10'

STA. 126+30.00

OFFSET 51.80'

STA. 126+41.00

B

ELEV. 535.70

STA. 126+30.00

ELEV. 531.60

STA. 126+61.00

ELEV. 530.10

OF WALLFRONT FACE

1'-6"

BOTTOM OF WALL

B

0

HORIZONTAL SCALE

50' 100'16(12)

TOP OF WALLELEV. 534.90

RET

AININ

G W

ALL P

LA

N

FRONT FACE OF WALLFINISHED GRADE AT

ELEV. 536.00

STA. 126+41.00

ELEV. 531.60

STA. 126+21.00

OFFSET 39.60'

STA. 126+21.00

OFFSET 33.20'

STA. 126+61.00

OFFSET 38.40'

STA. 126+37.40

OFFSET 52.90'

STA. 126+32.00

OFFSET 52.00'

STA. 126+39.00

ELEV. 535.40ELEV. 534.90

ELEV. 535.80

ELEV. 534.80

ELEV. 530.10

ELEV. 531.60

ELEV. 535.90

1'-6"

ELEV. 530.10ELEV. 530.10

ELEV. 531.60

BOTTOM OF WALL

ELEV. 531.60

RETAINING WALL 7-1 DEVELOPED ELEVATION RETAINING WALL 7-2 DEVELOPED ELEVATION

A

A

RW-3

OF WALLBACK FACE

OF WALLFRONT FACE

RW-3

OF WALLBACK FACE

WALL 7-2

24'-5"

13'-6" 8'-11"2'

40'-1"

2' 24'-4"13'-9"

SECTION A-A

2'-6"

4'-2"

OFFSET 39.50'

STA. 126+30.00

SECTION B-B

4'-10"

2'-11"

TOE AT WALL

TOP OF WALL

TOE AT WALL

WALL 7-1

FACE OF WALLAT BACKFINISHED GRADE

FACE OF WALLAT BACKFINISHED GRADE

FRONT FACE OF WALLFINISHED GRADE AT

ELEV. 531.74

0

VERTICAL SCALE

2.5' 5'

WEEPHOLES SHALL BE IN ACCORDANCE WITH VDOT STANDARD RW-3.5.

FURTHER DETAILSCONSTRUCTION.SEE RETAINING WALL GEOTECHNICAL REPORT FORSHALL CONFIRM SOIL CONDITIONS ON SITE DURINGALLOWABLE SOIL BEARING CAPACITY = 2500 PSF.CONTRACTOR4.

COMPACTED TO AT LEAST 95% OF AASHTO T-180 (ASTM D-1557). WITH VDOT SPECIFICATIONS. THE STRUCTURAL FILL SHALL BE AND REPLACED WITH SUITABLE STRUCTURAL FILL IN ACCORDANCE THERE SHALL BE 2' UNDERCUT BENEATH THE WALL FOUNDATIONS3.

SEE SHEETS 10(25) TO 10(33). FACE OF WALL OR PIER, UNLESS NOTED AS CENTERLINE. STATION DIMENSION AND OFFSET IS FROM OUTSIDE2.

AND MATERIALS. STONE MASONRY FOR WALL, PIERS, STAIRCASES, DIMENSIONS, SEE SHEETS 10(25) TO 10(33) FOR SITE DETAILS INVOLVING1.

NOTE:

3" WEEP HOLES TYP. 3" WEEP HOLES TYP.

NA

11/26/18

NA

TR

AFFIC C

AL

MIN

GC

HA

RLES T

OW

N PIK

E (

RTE. 9)

www.volkert.com

703.642.8100 (office)

Springfield, VA 22150

Suite 540

6225 Brandon Avenue

LO

UD

OU

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OU

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GINIA

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11/21/

2018

7:3

5:0

5

AM

d7058716(12).dgn

295

Woo

d

Brid

ge

0

HORIZONTAL SCALE

50' 100'16(13)

RET

AININ

G W

ALL P

LA

N

OFFSET 25.37'

STA. 127+01.76

OFFSET 46.26'

STA. 127+50.92

A

A

SECTION A-A

3'6"

ELEV. 531.96

ELEV. 535.46FACE OF WALLAT BACKFINISHED GRADE

ELEV. 533.87

2'-2"

ELEV. 533.77

55'-6"

23'-9"

FACE OF WALLAT FRONTFINISHED GRADE

BOTTOM OF WALL

TOP OF WALL

1'-6"

ELEV. 531.96

ELEV. 533.46

ELEV. 533.46

ELEV. 534.14

STA. 127+50.92

ELEV. 534.18

STA. 127+01.76

0

VERTICAL SCALE

2.5' 5'

WEEPHOLES SHALL BE IN ACCORDANCE WITH VDOT STANDARD RW-3.5.

FURTHER DETAILSCONSTRUCTION.SEE RETAINING WALL GEOTECHNICAL REPORT FORSHALL CONFIRM SOIL CONDITIONS ON SITE DURINGALLOWABLE SOIL BEARING CAPACITY = 2500 PSF.CONTRACTOR4.

COMPACTED TO AT LEAST 95% OF AASHTO T-180 (ASTM D-1557). WITH VDOT SPECIFICATIONS. THE STRUCTURAL FILL SHALL BE AND REPLACED WITH SUITABLE STRUCTURAL FILL IN ACCORDANCE THERE SHALL BE 2' UNDERCUT BENEATH THE WALL FOUNDATIONS3.

SEE SHEETS 10(25) TO 10(33). FACE OF WALL OR PIER, UNLESS NOTED AS CENTERLINE. STATION DIMENSION AND OFFSET IS FROM OUTSIDE2.

AND MATERIALS. STONE MASONRY FOR WALL, PIERS, STAIRCASES, DIMENSIONS, SEE SHEETS 10(25) TO 10(33) FOR SITE DETAILS INVOLVING1.

NOTE:

3" WEEP HOLES TYP.

NA

11/26/18

NA

TR

AFFIC C

AL

MIN

GC

HA

RLES T

OW

N PIK

E (

RTE. 9)

www.volkert.com

703.642.8100 (office)

Springfield, VA 22150

Suite 540

6225 Brandon Avenue

LO

UD

OU

N C

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VIR

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11/21/

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d7058716(13).dgn

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Woo

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9/14/2017 Catoctin Formation - Metabasalt (VACAZc;0)

https://mrdata.usgs.gov/geology/state/sgmc-unit.php?unit=VACAZc;0 1/2

Mineral Resources (https://minerals.usgs.gov/) / Online Spatial Data (/) / Geology (/geology/) / by state (/geology/state/) / Virginia (/geology/state/state.php?state=VA)

Catoctin Formation - Metabasalt.

State Virginia

Name Catoctin Formation - Metabasalt

Geologicage

Proterozoic Z-Cambrian

Comments Blue Ridge Anticlinorium, Central. From expanded explanation (ref. VA002): Metabasalt. Grayish-green to dark-yellowish-green, fine-grained, schistose chlorite- and actinolite-bearing metabasalt, commonly associated withepidosite segregations. Mineralogy: chlorite + actinolite + albite + epidote + titanite +/- quartz + magnetite. Relictclinopyroxene is common; biotite porphyroblasts occur locally in southeastern outcrop belts. Geophysical signature:The Catoctin as a whole has a strong positive magnetic signature. However, between Warrenton and Culpeper thelowest part of the Catoctin, which consists of low-titanium metabasalt and low-titanium metabasalt breccia, is non-magnetic, and displays a strong negative anomaly. Metabasalt (CZc) is by far the most widespread unit comprising3000 feet or more of section (Gathright and others, 1977). Primary volcanic features are well preserved in manyplaces. In the north west ern outcrop belt, these include vesicles and amygdules, sedimentary dikes, flow-topbreccia, and columnar joints (Reed, 1955; Gathright, 1976; Bartholomew, 1977); relict pillow structures have beenreported in Catoctin greenstones east of Buena Vista (Spencer and others, 1989). In the southeastern outcrop belt,amygdaloidal metabasalts are common, as are volcanoclastic rocks interbedded with basaltic fl ows (Rossman,1991). Fragmental zones occur locally between individual lava fl ows; map-scale hyaloclastite pillow breccias occur atthree strati raphic levels within the southeastern outcrop belt (CZcb, CZhb, CZlb; Espenshade, 1986; Kline andothers, 1990).

Primaryrock type

meta-basalt

Secondaryrock type

Other rocktypes

Lithologicconstituents

MajorMetamorphic > Metaigneous > Metavolcanic > Metabasalt meta-basalt

Mapreferences

Digital Representation of the 1993 Geologic Map of Virginia", 2003, CD ROM (ISO-9660) contains image file,expanded explanation in pdf, and ESRI shapefiles, viewing software not included. This is a digital version of"Geologic Map of Virginia" published in 1993. Available from: https://www.dmme.virginia.gov/commerce/

Unitreferences

Virginia Division of Mineral Resources, 1993, Geologic Map of Virginia: Virginia Division of Mineral Resources, scale1:500,000

Digital Representation of the 1993 Geologic Map of Virginia - expanded explanation: 2003, Commonwealth ofVirginia, Department of Mines, Minerals, and Energy, Divsion of Mineral Resources, Publication 147, 85 pp

Digital Representation of the 1993 Geologic Map of Virginia", 2003, CD ROM (ISO-9660) contains image file,expanded explanation in pdf, and ESRI shapefiles, viewing software not included. This is a digital version of"Geologic Map of Virginia" published in 1993. Available from: https://www.dmme.virginia.gov/commerce/

Mineral Resources On-Line Spatial Data

Catoctin Formation - Metabasalt

9/14/2017 Catoctin Formation - Metabasalt (VACAZc;0)

https://mrdata.usgs.gov/geology/state/sgmc-unit.php?unit=VACAZc;0 2/2

Counties Albemarle (/geology/state/fips-unit.php?code=f51003) - Amherst (/geology/state/fips-unit.php?code=f51009) -Culpeper (/geology/state/fips-unit.php?code=f51047) - Fauquier (/geology/state/fips-unit.php?code=f51061) -Greene (/geology/state/fips-unit.php?code=f51079) - Loudoun (/geology/state/fips-unit.php?code=f51107) -Madison (/geology/state/fips-unit.php?code=f51113) - Nelson (/geology/state/fips-unit.php?code=f51125) - Orange(/geology/state/fips-unit.php?code=f51137) - Page (/geology/state/fips-unit.php?code=f51139) - Prince William(/geology/state/fips-unit.php?code=f51153) - Rappahannock (/geology/state/fips-unit.php?code=f51157) -Rockingham (/geology/state/fips-unit.php?code=f51165) - Warren (/geology/state/fips-unit.php?code=f51187) -Charlottesville (/geology/state/fips-unit.php?code=f51540)

(https://usa.gov/)U.S. Department of the Interior (https://www.doi.gov/) | U.S. Geological Survey (https://www.usgs.gov/)Page Contact Information: Peter Schweitzer (mailto:[email protected])Last Modified: 27 October 2015

9/14/2017 Garnetiferous Leucocratic Metagranite (VAYgt;0)

https://mrdata.usgs.gov/geology/state/sgmc-unit.php?unit=VAYgt;0 1/1

Mineral Resources (https://minerals.usgs.gov/) / Online Spatial Data (/) / Geology (/geology/) / by state (/geology/state/) / Virginia (/geology/state/state.php?state=VA)

Garnetiferous leucocratic metagranite

State Virginia

Name Garnetiferous Leucocratic Metagranite

Geologicage

Proterozoic Y

Comments Blue Ridge Basement Complex, Middle Proterozoic (Grenville-Age) Plutonic Rocks. From expanded explanation (ref.VA002): Garnetiferous leucocratic metagranite. Leucocratic, medium- to fine-grained, equigranular to granoblasticmonzogranite contains very-light-gray to light-gray feldspar, medium-gray quartz as much as 0.5 cm in diameter,and dusky-red euhedral to anhedral almandine garnet as much as 1 cm in diameter. Mineralogy includes quartz,microperthite, microcline, myrmekite, plagioclase, symplectitc biotite and minor chlorite, ilmenite, zircon, titanite,epidote, leucoxene, and clinozoisite. Modal composition ranges from 28 to 29 percent quartz, 35 to 40 percentpotassium feldspar, 28 to 32 percent plagioclase feldspar, 2 to 5 percent almandine garnet. U-Pb zircon data suggesta crystallization age of approximately 1070 Ma (Aleinikoff and others, 1993). In northern Virginia there arenumerous localities where dikes of this unit cut porphyroblastic granite gneiss (Ybp).

Primaryrock type

granite

Secondaryrock type

Other rocktypes

Lithologicconstituents

MajorMetamorphic > Metaigneous > Metaintrusive > Metagranite

Mapreferences

Digital Representation of the 1993 Geologic Map of Virginia", 2003, CD ROM (ISO-9660) contains image file,expanded explanation in pdf, and ESRI shapefiles, viewing software not included. This is a digital version of"Geologic Map of Virginia" published in 1993. Available from: https://www.dmme.virginia.gov/commerce/

Unitreferences

Virginia Division of Mineral Resources, 1993, Geologic Map of Virginia: Virginia Division of Mineral Resources, scale1:500,000

Digital Representation of the 1993 Geologic Map of Virginia - expanded explanation: 2003, Commonwealth ofVirginia, Department of Mines, Minerals, and Energy, Divsion of Mineral Resources, Publication 147, 85 pp

Digital Representation of the 1993 Geologic Map of Virginia", 2003, CD ROM (ISO-9660) contains image file,expanded explanation in pdf, and ESRI shapefiles, viewing software not included. This is a digital version of"Geologic Map of Virginia" published in 1993. Available from: https://www.dmme.virginia.gov/commerce/

Counties Fauquier - Loudoun

Mineral Resources On-Line Spatial Data

Garnetiferous Leucocratic Metagranite

(https://usa.gov/)U.S. Department of the Interior (https://www.doi.gov/) | U.S. Geological Survey (https://www.usgs.gov/)Page Contact Information: Peter Schweitzer (mailto:[email protected])Last Modified: 27 October 2015

9/14/2017 Hornblende Gneiss (VAYgh;0)

https://mrdata.usgs.gov/geology/state/sgmc-unit.php?unit=VAYgh;0 1/1

Mineral Resources (https://minerals.usgs.gov/) / Online Spatial Data (/) / Geology (/geology/) / by state (/geology/state/) / Virginia (/geology/state/state.php?state=VA)

Hornblende gneiss

State Virginia

Name Hornblende Gneiss

Geologicage

Proterozoic Y

Comments Blue Ridge Basement Complex, Middle Proterozoic (Early or Pre-Grenville-Age) Gneisses. From expanded explanation(ref. VA002): Hornblende gneiss. Gray-weathering, medium- to fine grained, massive to strongly-foliatedhornblende-quartz-microcline- plagioclase gneiss with rare biotite and orthopyroxene. This lithology is very similar tolayered pyroxene granulite (Ypg), and is considered equivalent.

Primaryrock type

mafic gneiss

Secondaryrock type

Other rocktypes

Lithologicconstituents

MajorMetamorphic > Gneiss > Hornblende-gneiss hornblende gneiss

Mapreferences

Digital Representation of the 1993 Geologic Map of Virginia", 2003, CD ROM (ISO-9660) contains image file,expanded explanation in pdf, and ESRI shapefiles, viewing software not included. This is a digital version of"Geologic Map of Virginia" published in 1993. Available from: https://www.dmme.virginia.gov/commerce/

Unitreferences

Virginia Division of Mineral Resources, 1993, Geologic Map of Virginia: Virginia Division of Mineral Resources, scale1:500,000

Digital Representation of the 1993 Geologic Map of Virginia - expanded explanation: 2003, Commonwealth ofVirginia, Department of Mines, Minerals, and Energy, Divsion of Mineral Resources, Publication 147, 85 pp

Digital Representation of the 1993 Geologic Map of Virginia", 2003, CD ROM (ISO-9660) contains image file,expanded explanation in pdf, and ESRI shapefiles, viewing software not included. This is a digital version of"Geologic Map of Virginia" published in 1993. Available from: https://www.dmme.virginia.gov/commerce/

Counties Loudoun

Mineral Resources On-Line Spatial Data

Hornblende Gneiss

(https://usa.gov/)U.S. Department of the Interior (https://www.doi.gov/) | U.S. Geological Survey (https://www.usgs.gov/)Page Contact Information: Peter Schweitzer (mailto:[email protected])Last Modified: 27 October 2015

Page 1

GEOLOGY AND MINERAL RESOURCES OF LOUDOUN COUNTY, VIRGINIA Description of Geologic Map Units Source: Rader, E.K., and Evans, N.H., editors, 1993, Geologic Map of Virginia – Expanded

Explanation: Virginia Division of Mineral Resources, 80p. MAPPED UNITS OF THE MESOZOIC BASINS INTRUSIVE IGNEOUS ROCKS Jd diabase. (Lower Jurassic). Fine- to coarsely-crystalline, subaphanitic or porphyritic with aphanitic margins; dark-gray mosaic of plagioclase laths and clinopyroxene, with some masses characterized by olivine or bronzite, others granophyric. Also occurs as dikes and sills in the Valley and Ridge, Piedmont, and Blue Ridge physiographic provinces. EXTRUSIVE IGNEOUS ROCKS Jb basalt. Fine- to medium-crystalline, equigranular, porphyritic, vesicular, or amygdaloidal; medium- to dark-gray subophitic intergrowths of plagioclase laths and clinopyroxene with amygdules of calcite, zeolites, and prehnite. Occurs only in the Culpeper basin as three principle basalt flows separated by sedimentary rocks. NEWARK SUPERGROUP ( LOWER JURASSIC) Jss sandstone and siltstone. Interbedded fine- to coarse grained, pebbly, reddish-brown, and arkosic sandstone and reddish-brown siltstone; rhythmically interbedded with siltstone and shale unit (sh). Occurs only in the Culpeper basin. NEWARK SUPERGROUP (UPPER TRIASSIC) TRc conglomerate, mixed clasts. Rounded to subangular pebbles, cobbles, and boulders of mixed lithologies including quartz, phyllite, quartzite, gneiss, schist, greenstone, and marble in a matrix of medium- to very-coarse-grained, reddish-brown to gray, locally arkosic, sandstone. TRc1 conglomerate, carbonate clasts. Rounded to subrounded pebbles, cobbles, and boulders of predominantly Cambrian and Ordovician limestone and dolostone in a matrix of fine- to coarse-grained, calcite-cemented, light-gray, silty sandstone. Occurs only in the Culpeper basin. TRs sandstone, undifferentiated. Fine- to coarse-grained, reddish-brown to gray, primary bedding features such as crossbeds, channel lags, and ripple marks, minor conglomerate, siltstone, and shale beds. TRss sandstone, siltstone, and shale, interbedded. Sandstone, very fine- to course-grained, reddish-brown to gray, micaceous, minor conglomerate beds. Siltstone, reddish-brown to gray, micaceous. Shale, reddish-brown, greenish-gray, gray, yellowish-brown, laminated, fossiliferous. Upward-fining sequences, discontinuous vertically and horizontally. TRsh shale and siltstone, interbedded. Shale, light-greenish gray, light- to dark-gray, carbonaceous, and reddish-brown in cyclic sequences, laminated, silty to sandy, fossiliferous. Siltstone, typically reddish-brown to gray, sandy, micaceous, with minor fine-grained sandstone beds.

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BLUE RIDGE ANTICLINORIUM STRATIFIED ROCKS OF THE BLUE RIDGE ANTICLINORIUM Cf Frederick Limestone. Medium-gray to medium-bluish-gray laminated, thinly bedded limestone. Ct Tomstown Dolomite. Very-pale-orange, purplish-gray, bluish-white, or medium-bluish-gray, fine- to medium-grained massive dolomite. Cch Chilhowee Group, undivided. Quartz pebble conglomerate, quartzite, metasiltstone, and phyllite. Catoctin Formation (CZc, CZcs, CZcr, CZhb) CZc metabasalt. Grayish-green to dark-yellowish-green, fine-grained, schistose chlorite- and actinolite-bearing metabasalt, commonly associated with epidosite segregations. Mineralogy: chlorite + actinolite + albite + epidote + titanite ± quartz + magnetite. Relict clinopyroxene is common; biotite porphyroblasts occur locally in south eastern outcrop belts. Geophysical signature: The Catoctin as a whole has a strong positive magnetic signature. However, between Warrenton and Culpeper the lowest part of the Catoctin, which consists of low-titanium metabasalt and low-titanium metabasalt breccia, is non-magnetic, and displays a strong negative anomaly. Metabasalt (CZc) is by far the most widespread unit comprising 3000 feet or more of section (Gathright and others, 1977). Primary volcanic features are well preserved in many places. In the northwestern outcrop belt, these include vesicles and amygdules, sedimentary dikes, flow-top breccia, and columnar joints (Reed, 1955; Gathright, 1976; Bartholomew, 1977); relict pillow structures have been reported in Catoctin greenstones east of Buena Vista (Spencer and others, 1989). In the southeastern outcrop belt, amygdaloidal metabasalts are common, as are volcanoclastic rocks interbedded with basaltic flows (Rossman, 1991). Fragmental zones occur locally between individual lava flows; map-scale hyaloclastite pillow breccias occur at three stratigraphic levels within the southeastern outcrop belt (CZcb, CZhb, CZlb; Espenshade, 1986; Kline and others, 1990). CZcs metasedimentary rocks. Quartzite, feldspathic metasandstone, metasiltstone, and phyllite; occurs in discontinuous beds that are generally less than 50 feet thick, interbedded with Catoctin metabasalt (CZc). CZcr metarhyolite. Includes light-gray to medium-light gray, aphanitic to fine-grained metarhyolite containing grayish-yellow potassium feldspar phenocrysts; and, medium-gray to medium-dark-gray tuffaceous metarhyolite containing potassium feldspar phenocrysts and quartz-filled amygdules. Metarhyolite occurs as dikes up to 50 m thick, cutting Grenville basement and the Swift Run Formation (Southworth, 1991); also as cream-colored rhyolitic metatuff which is interbedded with metabasalt (CZc) stratigraphically near the base of that unit

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in Loudoun and northwestern Fauquier Counties (Nickelsen, 1956; Gathright and Nystrom, 1974). Metarhyolite at two localities in Loudoun County has been dated at 564 ± 9 Ma and 572 ± 5 Ma (U-Pb zircon; Aleinikoff and others, 1991). CZhb metabasalt breccia (high-titanium) (Espenshade, 1986). Dark-green, amygdular ellipsoids ranging from about 5 to 40 cm in length in a matrix of dark-green, dense angular fragments about 0.5 to 5 cm across; epidote is commonly abundant in the matrix; ellipsoidal amygdules contain quartz and epidote. Titanite constitutes several per cent of the mode. This unit, where present, may be as thick as 2800 feet, and occurs stratigraphically above the low-titanium breccia (CZlb). Zsr Swift Run Formation (Jonas and Stose, 1939; King, 1950; Gathright, 1976). Heterogeneous assemblage includes: pebbly to cobbly quartzite and feldspathic metaconglomerate; gray, grayish-pink, or grayish-green, feldspathic quartzite and metasandstone, locally crossbedded; greenish-gray, silvery quartz-sericite-chlorite sandy schist; and, greenish-gray to grayish-red- purple chlorite-sericite tuffaceous phyllite and slate. In Loudoun County, contains pinkish-gray and yellowish-gray to light brownish-gray, fine-grained dolomitic marble (Southworth, 1991). Individual lithologies are laterally discontinuous; formation ranges up to 350 feet in total thickness, but is locally very thin or absent (Gathright, 1976). The Swift Run was originally defined on the northwest limb of the Blue Ridge anticlinorium (Stose and Stose, 1946), where the unit rests unconformably on Grenville-age rocks, and is overlain conformably by the Catoctin Formation; the upper contact is mapped at the bottom of the lowest massive metabasalt. In places Swift Run lithologies are interbedded with Catoctin metabasalts, and the contact between the two units is gradational (Gathright, 1976). Swift Run metasedimentary rocks on the northwest limb have been interpreted as deposited in alluvial fan, floodplain, and lacustrine environments (Schwab, 1986); these are interbedded with metamorphosed tuffaceous and volcanoclastic units (Gathright, 1976; Bartholomew, 1977). Although the Swift Run has been interpreted as a thin western equivalent of the Lynchburg Group in the southeastern Blue Ridge (Stose and Stose, 1946; Brown, 1970), some workers have correlated the Swift Run with discontinuous lenses of feldspathic sandstone interbedded with felsic metatuff that occur immediately below the Catoctin on the southeast limb of the anticlinorium (Nelson, 1962; Conley, 1978; 1989; Wehr, 1985). On the Geologic Map of Virginia (1993), the Swift Run is terminated along an east-west-trending normal fault just west of Leesburg, and is not mapped farther southwest on the southeast limb of the Blue Ridge anticlinorium. Zm marble. Includes white and light-gray to grayish-blue, fine-grained dolomitic marble and siliceous marble, dolomitic meta-arkose, dolomitic quartz-muscovite schist, and calcitic marble; may contain quartz, feldspar, muscovite, phlogopite, and tremolite. Marble is poorly exposed in discontinuous lenses either just below the top of the Fauquier Formation laminated metasiltstone (Zfl ) or just above the base of the Catoctin (CZc); a lens of dolomitic marble occurs within the Swift Run Formation in Loudoun County. Along the Hazel River, a marble clast conglomerate with a biotite-rich feldspathic matrix occurs just below the base of the Catoctin Formation. Fauquier Formation (Zfl , Zfs, Zfa, Zfc; Furcron, 1939; Espenshade, 1986) Zfl laminated metasiltstone and phyllite. Medium- to dark-gray (fresh), very-pale-orange (weathered), very-fine grained, laminated metasiltstone, composed of alternating silty and micaceous layers on the order of a millimeter to several millimeters thick, and phyllite without

Page 4

discernable layers; major minerals are silt-size quartz and sericite; chlorite, biotite, and magnetite occur locally. Thiesmeyer (1939) described these rocks as “varved slates” interpreted as lacustrine deposits. Espenshade (1986) called this unit metarhythmite. The unit is on strike with, and in part equivalent to the Monumental Mills Formation of Wehr (1985), interpreted as deposited in a delta front-slope environment. Zfs meta-arkose and metasiltstone. Alternating beds of dark-gray, very-fine-grained meta-arkose and metasiltstone; composed dominantly of angular quartz grains, with lesser plagioclase and potassium feldspar, and minor biotite. Crossbedding and graded bedding are present; thickness ranges from 300 to 500 meters. Zfa arkosic metasandstone. Dark-gray, medium- to coarse-grained metasandstone contains quartz, plagioclase, perthitic potassium feldspar, and sericite, with minor biotite and epidote; thin beds of pebble conglomerate occur with coarse-grained metasandstone; commonly cross-bedded. Unit comprises the lowest part of the Fauquier; thickness is extremely variable. In the vicinity of Castleton, fine-grained volcanogenic rocks geochemically indistinguishable from nearby Battle Mountain Felsite (Zrbf) are interbedded with the basal Fauquier (Hutson, 1990). Zfc metaconglomerate. Pebbles, cobbles, and occasional boulders of quartz, several varieties of granite, and feldspar, in a meta-arkosic matrix. Discontinuous lenses occur at or near the base of the Fauquier. Meta-arkose, metasiltstone, and metaconglomerate of the Fauquier (Zfs, Zfa, Zfc) are interpreted as non-marine, fluvial sediments, deposited unconformably on Grenville-age basement (Espenshade, 1986). These units have been mapped on a lithologic basis in metasedimentary outliers west of the principal Fauquier strike-belt, and include some rocks previously mapped as Mechums River Formation (Gooch, 1958). Stratigraphic and facies relations between Fauquier lithologic units and laterally equivalent Monumental Mills and other Lynchburg Group units are discussed by Wehr (1985), Wehr and Glover (1985), Conley (1989), and Kasselas (1993). BLUE RIDGE BASEMENT COMPLEX LATE PROTEROZOIC IGNEOUS ROCKS Zrc Cobbler Mountain Alkali Feldspar Quartz Syenite. Light- to dark-gray, medium- to coarse-grained, porphyritic (mesoperthite phenocrysts) to seriate-equigranular alkali feldspar-quartz syenite composed of microcline mesoperthite, quartz, and plagioclase, with hastingsitic amphibole, biotite, stilpnomelane, zircon, allanite, fluorite, and rare aegirine-augite. Euhedral to subhedral feldspar phenocrysts are diagnostic. Syenite locally displays miarolitic cavities containing quartz. The rock has been dated at 722± 3 Ma (U-Pb zircon; Tollo and Aleinikoff, in press). MIDDLE PROTEROZOIC (GRENVILLE-AGE) PLUTONIC ROCKS Ygt garnetiferous leucocratic metagranite. Leucocratic, medium- to fine-grained, equigranular to granoblastic monzogranite contains very-light-gray to light-gray feldspar, medium-gray quartz

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as much as 0.5 cm in diameter, and dusky-red euhedral to anhedral almandine garnet as much as 1 cm in diameter. Mineralogy includes quartz, microperthite, microcline, myrmekite, plagioclase, symplectitc biotite and minor chlorite, ilmenite, zircon, titanite, epidote, leucoxene, and clinozoisite. Modal composition ranges from 28 to 29 percent quartz, 35 to 40 percent potassium feldspar, 28 to 32 percent plagioclase feldspar, 2 to 5 percent almandine garnet. U-Pb zircon data suggest a crystallization age of approximately 1070 Ma (Aleinikoff and others, 1993). In northern Virginia there are numerous localities where dikes of this unit cut porphyroblastic granite gneiss (Ybp). Yg leucocratic metagranite. White to light-olive-gray, to pink, fine- to medium-grained, massive monzogranite composed of 22 to 38 percent quartz (white, clear, or blue), 33 to 34 percent orthoclase, microcline, and rod and bleb microperthite, and 38 to 44 percent oligoclase and albite, and minor biotite. Locally, potassium feldspar porphyroblasts are 1 to 2 cm in diameter. In Loudoun County this unit becomes coarser-grained and richer in biotite from west to east across the outcrop belt. U-Pb zircon data from two localities in Loudoun County indicate crystallization ages of 1058±3 Ma and 1060±2 Ma (Aleinikoff and others, 1993). Ygr biotite granite gneiss. Pink to gray, medium-grained, well-foliated or lineated biotite-plagioclase-quartz-microcline gneiss. Yt metatrondhjemite. White, medium- to fine-grained, weakly to moderately well-foliated biotite-quartz-plagioclase gneiss; potassium feldspar is rare or absent. Marshall Metagranite (Ymc, Ymm; Espenshade, 1986) Ymc coarse-grained metagranite. Medium-gray to brownish- gray, medium- to coarse-grained monzogranite composed of 30 percent quartz (clear or blue), 28 percent rod and bleb perthite, microcline, and orthoclase, and 42 percent saussuritized oligoclase. Sheared rock commonly has as much as 20 percent biotite. Porphyroblastic augen, commonly 1 to 2 cm in length, consist of aggregates of potassium feldspar, plagioclase, and quartz. U-Pb zircon data indicate a crystallization age of 1127±7 Ma (Aleinikoff and others, 1993). Ymm medium-grained biotite metagranite. Medium- to dark-gray, fine- to medium-grained, mostly equigranular, but rarely inequigranular granite. Principal minerals are bluish-gray quartz, oligoclase, microcline, and biotite, with lesser amounts of muscovite, opaque minerals, epidote, chlorite, and rare garnet. Gneissic layering, commonly absent, is well developed locally. This unit commonly occurs as dikes intruding porphyroblastic granite gneiss (Ybp), and contains xenoliths of Ybp. U-Pb zircon data indicate crystallization ages of 1110±4 Ma and 1112±3 Ma (Aleinikoff and others, 1993). Single crystals of monazite give an age of 1051±3 Ma, interpreted to be a metamorphic age related to intrusion of adjacent granites that yield ages ranging from 1055 to 1070 Ma (Yg, Ygt, Ybg). Yc charnockite. Includes dusky-green, mesocratic, coarse- to very-coarse-grained, equigranular to porphyritic, massive to vaguely foliated pyroxene-bearing granite to granodiorite; contains clinopyroxene and orthopyroxene, intermediate-composition plagioclase, potassium feldspar, and blue quartz. Reddish-brown biotite, hornblende, and poikilitic garnet are present locally; accessory minerals include apatite, magnetite-ilmenite, rutile, and zircon.

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Page 6

Geophysical signature: charnockite pods in the southeastern Blue Ridge produce a moderate positive magnetic anomaly relative to adjacent biotite gneisses, resulting in spotty magnetic highs. This unit includes a host of plutons that are grouped on the basis of lithology, but are not necessarily consanguineous. These include Pedlar charnockite, dated at 1075 Ma (U-Pb zircon, Sinha and Bartholomew, 1984) and Roses Mill charnockite (Herz and Force, 1987), dated at 1027±101 Ma (Sm-Nd, Pettingill and others, 1984). Ybp porphyroblastic granite gneiss: Dark-yellowish brown to moderate-yellowish-brown, medium-grained, granoblastic to megacrystic, mafic-rich monzogranite composed of 27 to 38 percent quartz, 28 to 39 percent orthoclase, rod and bleb perthite, microcline, and myrmekite, and 33 to 40 percent oligoclase and andesine. Porphyroblasts of potassium feldspar range from 1 to 10 cm while plagioclase and quartz are generally 2 cm or less in maximum dimension. Mafic minerals, including almandine, biotite, chlorite, hornblende, and opaque minerals, are, in places, concentrated in layers. Almandine (up to 1 cm in diameter) makes up as much as 3 percent of the mode, while hornblende, commonly 0.5 to 0.75 cm in length, constitutes less than 1 percent. The rock breaks along cleavage surfaces that are commonly rich in chlorite, giving the whole rock a light green color. A U-Pb zircon age from this rock is 1144±2 Ma; two different populations of monazite give ages of 1106±1 Ma and 1063±1 Ma, respectively (Aleinikoff and others, 1993). This unit is the oldest dated granitic rock in the northern Virginia Blue Ridge, and is very commonly intruded by dikes of the Marshall Metagranite (Ym) and garnetiferous leucocratic metagranite (Ygt), and less commonly by leucocratic metagranite (Yg). These field relations suggest that the monazite ages are not cooling ages but represent the times of metamorphic growth during subsequent intrusive events. Ybg porphyroblastic biotite-plagioclase augen gneiss. Mesocratic, medium- to coarse-grained, biotite-rich quartzofeldspathic gneiss contains prominent subhedral to euhedral monocrystalline feldspar augen. The ratio plagioclase: potassium feldspar may be as high as 10:1; color index ranges from 30 to 50. Apatite, epidote, muscovite, ilmenite, and titanite are ubiquitous accessories. Plagioclase contains abundant prismatic epidote and white mica; ilmenite is rimmed with masses of anhedral titanite; subhedral hornblende and subhedral to euhedral almandine-grossular garnet occur locally. In the vicinity of adjacent charnockite, anhedral actinolitic amphibole pseudomorphs after pyroxene or rims thoroughly uralitized relict pyroxene. Rock fabric is gradational from granofels to mylonite gneiss. Geophysical signature: negative magnetic signature relative to adjacent charnockite. In northern Virginia, this unit strongly resembles prophyroblastic granite gneiss (Ybp); however, the augen in Ybp are more commonly polycrystalline aggregates rather than single-crystal porphyroblasts. This unit is widespread in the central and southeastern Blue Ridge, encompassing a number of lithologically similar metaplutonic entities: the “biotitic facies” of the Roses Mill and Turkey Mountain ferrodiorites of Herz and Force (1987), the Archer Mountain quartz monzonite of Bartholomew and others (1981), biotite granofels and augen gneiss of Evans (1984, 1991), biotite augen gneiss of Conley (1989), and augen-bearing gneiss of Lukert and Halladay (1980), and Lukert and Nuckols (1976). Historically, most workers have interpreted these rocks as

Page 7

Grenville-age plutons in which the present-day biotite-rich mineral assemblage is a primary igneous assemblage that crystallized from a melt (for example, Bartholomew and others, 1981). Herz and Force (1987) and Evans (1991) presented evidence that these biotite gneisses were derived from charnockite plutons by retrograde hydration reactions. Pettingill and others (1984) reported ages of 1009±26 Ma (Rb-Sr whole-rock) and 1004±36 Ma (Sm-Nd whole-rock) for ferrodiorite to quartzmonzonite in the Roseland district. Where this unit has been mapped in the Upperville quadrangle (A.E. Nelson, unpublished data), U-Pb zircon data suggest a crystallization age of 1055±2 Ma (Aleinikoff and others, 1993). Yn metanorite and metadiorite. Gray-weathering, medium- to coarse-grained, massive to weakly foliated hornblende-orthopyroxene-plagioclase metanorite and medium- to fine-grained biotite-hornblende-plagioclase metadiorite. Occurs as lenses and thin belts, commonly in proximity to garnet graphite paragneiss (Yp). Yum metaperidotite, hornblende metagabbro, and metapyroxenite. Metaperidotite, greenish-black, dark-yellowish brown weathering, medium-grained, massive; consists of serpentine, amphibole, dark chlorite, and magnetite; serpentine replaces subhedral olivine; non-pleochroic amphibole occurs as single crystals, presumably pseudomorphic after subhedral to anhedral pyroxene; some amphibole occurs as large poikilitic crystals. Hornblende metagabbro, greenish-black, medium grained, speckled-white-weathering, massive, with a weak foliation and well-preserved primary igneous fabric; subhedral plagioclase is replaced by clinozoisite and albite; anhedral pyroxene is replaced by fibrous tremolite; brown hornblende occurs as subhedral single crystals. Metapyroxenite, dark-greenish-gray to greenish-black, light-greenish-gray weathering, medium-grained, weakly-foliated actinolite-rich rock contains lesser chlorite; amphibole is pseudomorphic after pyroxene. MIDDLE PROTEROZOIC GNEISSES Ygg layered leucocratic granite gneiss. Pale-red, pinkish-gray to light-gray leucocratic syenogranite with medium light-gray to greenish-gray melanocratic layers (0.25 to 1 cm thick) that are commonly migmatitic. Mineralogy consists of 26 to 39 percent quartz, 49 to 51 percent rod and bleb perthite, microcline, and orthoclase, 12 to 23 percent oligoclase, and minor garnet and biotite. Layering consists of 0.5- to 2-cm thick segregations of alkali feldspar, plagioclase, and quartz. Garnet and biotite are commonly restricted to melanocratic layers containing plagioclase and quartz. Isotopic data from multigrain fractions and single zircons are scattered, with Pb-Pb ages ranging from 1092 to 1139 Ma (Aleinikoff and others, 1993). Field relations are complex and suggest that the protolith for this unit may have been a composite of Ybp and younger granite(s) that was highly tectonized and homogenized during the Grenville orogeny. Ygh hornblende gneiss. Gray-weathering, medium- to fine grained, massive to strongly-foliated hornblende-quartz-microcline-plagioclase gneiss with rare biotite and orthopyroxene. This lithology is very similar to layered pyroxene granulite (Ypg), and is considered equivalent. Yp garnet graphite gneiss. Light-brown-weathering, medium- to fine-grained graphite-biotite-garnet-plagioclase quartz paragneiss; includes quartz-chlorite-magnetite schist and carbonaceous phyllonite; graphite makes up 10 percent of the rock in places and garnet, up to 25 percent

TLB-Microstation
Rectangle

Page 8

locally. The protolith of this unit is interpreted to be metasedimentary country rock that Grenville-age plutonic rocks intruded. The rock is similar in appearance to parts of the border gneiss (Ybr). Yq quartzite and quartz-sericite tectonite. Light-gray to white, fine- to medium-grained, massive; contains rounded zircons, thin lenses of graphite, and pods of paragneiss (Yp); unit is considered part of a metasedimentary suite. STRATIFIED ROCKS OF THE WESTERN PIEDMONT Mather Gorge Formation (CZms, CZmg; Drake and Froelich, in press) CZms schist, greenish-gray to gray, reddish-brown-weathering, fine- to coarse-grained, lustrous, quartz-rich; and much lesser mica gneiss; contains interbedded metagraywacke and some calc-silicate rock; also contains abundant mafic and ultramafic rock debris. Typical mineral assemblages from west to east and from low to high metamorphic grade are: (1) quartz + muscovite + chlorite + plagioclase + epidote + magnetite-hematite; (2) quartz + muscovite + biotite + garnet + staurolite + plagioclase + magnetite ± andalusite; (3) quartz + muscovite + garnet + kyanite + plagioclase + staurolite + magnetite; and (4) quartz + biotite + plagioclase + sillimanite ± microcline + magnetite. Higher-grade schists are migmatitic, and in many places show effects of a retrograde metamorphic over print. CZmg metagraywacke, light- to medium-gray, yellowish- to reddish-brown-weathering, fine- to medium-grained, generally well-bedded, and lesser semi-pelitic schist; contains interbedded quartzose schist and some calc-silicate rock; mineral assemblages as in schist (CZms). Beds range from about 3 cm to 3 m, averaging about 20 cm; graded bedding, sole marks, and slump features are abundant. Mather Gorge is unconformable beneath Popes Head Formation, which is intruded by Occoquan Granite; includes rocks previously mapped in northern Virginia as Peters Creek Schist.

Retaining Wall Cross Sectional Drawings

APPENDIX A

RESULTS OF FIELD TESTING

Records of Soils Exploration

GENERAL CLASSIFICATION SUMMARY FOR SOIL AND ROCK EXPLORATION SOIL Particle Size Identification Relative Proportions_________

Boulders - 12 inch diameter or more Cobbles - 3 to 12 inch diameter In accordance with ASTM D 2487 and Gravel - Coarse - 3/4 to 3 inches ASTM D 2488 - Fine - 4.75mm to 3/4 inch Sand - Coarse - 2.00mm to 4.75 mm [Sieve #10 to #4] - Medium - 0.4mm to 2.00mm [Sieve #40 to #10] - Fine - 0.075mm to 0.4mm [Sieve #200 to #40] Silt/Clay - less than 0.075mm (Cannot see particles) Silt - Atterberg limits plot below "A" line Clay - Atterberg limits plot above "A" line

COHESIONLESS SOILS COHESIVE SOILS Density N-Value Consistency N-Value Very loose 0-4 blows/ft. Very Soft 0-1 blows/ft Loose 5-10 blows/ft. Soft 2-4 blows/ft. Medium Dense 11-30 blows/ft. Medium Stiff 5- 8 blows/ft. Dense 31-50 blows/ft. Stiff 9-15 blows/ft. Very Dense > 50 blows/ft. Very Stiff 16-30 blows/ft. Hard > 30 blows/ft. Classifications on logs are made by visual inspection. Standard Penetration Test - Driving a 2.0" O.D., 1 3/8" I.D., sampler a distance of 1.0 foot into undisturbed soil with a 140 pound hammer free failing a distance of 30.0 inches. It is customary for us to drive the spoon 6.0 inches of penetration to seat into undisturbed soil, and then perform the test. The number of hammer blows for seating the spoon and making the tests are recorded for each 6.0 inches of penetration on the drill log (Example: 6-8-9). The standard penetration test resistance or "N"-value can be obtained by adding the last two figures (i.e., 8 + 9 = 17 blows/ft.). Strata Changes - In the column "Soil Descriptions" on the drill log, the horizontal lines represent estimated strata changes. Groundwater observations were made at the times indicated. Porosity of soil strata, weather conditions, site topography, etc., may cause changes in the water levels indicated on the logs. ROCK Rock Quality Designation (RQD) - The sum of the lengths of pieces of recovered core which are greater than four inches in length, expressed as a percentage of the total length of the core run. If the core has been broken by the drilling process, it is considered to be intact provided the broken fragments are cumulatively greater than 4 inches in length. For this investigation, vertical separations which split the core have not been considered discontinuities when determining RQD. Recovery (REC) - The total length of core recovered expressed as a percentage of the total length of that coring run. ROCK CLASSIFICATION Residual Soil – reduced to soil. Rock fabric not discernible. Can be easily broken by hand. Completely weathered (Saprolite) – Rock fabric discernible in a few scattered locations. Effectively reduced to soil and can be broken by hand. Highly weathered – Almost all of the rock shows severe discoloration and weathering. Rock fabric evident in majority of the rock. Moderately weathered – Significant portions show discoloration and weakening (softening, lighter color). Shows loss of weight. Rock fabric evident. Slightly weathered – Slightly discolored. Lower in strength than fresh rock. Dull under hammer. Fresh - No visible signs of discoloration or decomposition.

SaLUT-TLB

Geotechnical Consulting Engineers

Banyar Aung
Typewritten Text
Banyar Aung
Typewritten Text

1. Drill Rig: Acker Scout

2. Surface covered ingrass

3. Bag Sample collected:1.0'-5.0'

4. No water encountered

5. Upon completion ofdrilling this bore hole isbackfilled with excessauger cuttings andrestored to existinggrade.

6. Surface Elevation isapproximated fromGoogle Earth

6" of TOPSOILGrey, dry, very stiff, SILT, withGravel,(FILL (ML))

Grey to brown, dry, very stiff to hard,SILT,(ML)

Bottom of Boring at 14.8 ft

0.5

5.0

14.8

7-11-9

9-10-7

15-19-12

8-8-10

30-33-50

DS

DS

DS

DS

DS

1

2

3

4

5

D

I/D

D

D

D

8

9

12

12

10

536.5

532.0

522.2

140 lb30 in

SAMPLER TYPE

BORING & SAMPLENOTES

Hammer DropHammer Wt.

SAMPLE CONDITIONS

Hole Diameter

Spoon Size Boring MethodRock Core Dia.

----

HSA

RECORD OF SOIL / ROCK EXPLORATION

N/A8 in

SAMPLER

DISINTEGRATEDINTACTUNDISTURBEDLOST

----

DRIVEN SPLIT SPOONPRESSED SHELBY TUBECONTINUOUS FLIGHT AUGERROCK CORE

SAMPLE

DIUL

2 in

DSPTCARC

STANDARD PENETRATION TEST DRIVING 2" OD SAMPLER 1' WITH 140# HAMMER FALLING 30": COUNT MADE AT 6" INTERVALS

5

10

15

20

25

30

35

40

DEP

THSC

ALE

SOIL

SYM

BOL

2/27/18Date Started

Datum537.0 ± ft

HRS.

6.5

ftft

ftft

Dry

AFTER 24 HRS.AFTERAT COMPLETION

CAVED AT

STRADEPTH

(ft)

SOIL DESCRIPTIONColor, Moisture, Density, Plasticity, Size

Proportions

Surf. Elev.Date CompletedInspectorForeman

C. Pollard2/27/18

J. Freeman

HSACFADCMD

GROUNDWATER DEPTH BORING METHOD----

HOLLOW STEM AUGERSCONTINUOUS FLIGHT AUGERSDRIVING CASINGMUD DRILLING

Page 1 of 1

Job #Boring #

LocationProject NameContracted With RW-1

17-0042Volkert Engineering, Inc.Hillsboro Pedestrian Safety & Traffic Calming Project-Retaining WallsHillsboro, Virginia

ELEV.(ft)

REC

OR

D O

F SO

IL E

XPLO

RAT

ION

- W

SSC

RW

BO

RIN

GS

3-20

-201

8.G

PJ P

RO

JEC

T.G

DT

3/2

2/18

Blows/6" TypeNo. Rec(in)Cond

1. Drill Rig: Acker Scout

2. No water encountered

3. Bag Sample collected0.0'-15.0'. Not enoughcuttings to collect bulks

4. Upon completion ofdrilling this bore hole isbackfilled with excessauger cuttings andrestored to existinggrade.

5. Surface Elevation isapproximated fromGoogle Earth

6" of TOPSOIL,(TOPSOIL)Brown, stiff, fine to medium sandySILT, with Gravel,(FILL (ML))

Brown to Tan, very stiff, fine to coarsesandy SILT,(ML)

Reddish brown to brown, very stiff tohard, SILT, with fine to mediumSand,(ML)

- with Mica @13.5'-15.0'

Bottom of Boring at 15.0 ft

0.5

5.0

7.5

15.0

3-5-4

3-5-7

6-6-20

12-7-10

30-32-50

DS

DS

DS

DS

DS

1

2

3

4

5

D

D

I/D

I

I/D

10

12

10

12

15

537.5

533.0

530.5

523.0

140 lb30 in

SAMPLER TYPE

BORING & SAMPLENOTES

Hammer DropHammer Wt.

SAMPLE CONDITIONS

Hole Diameter

Spoon Size Boring MethodRock Core Dia.

----

HSA

RECORD OF SOIL / ROCK EXPLORATION

N/A8 in

SAMPLER

DISINTEGRATEDINTACTUNDISTURBEDLOST

----

DRIVEN SPLIT SPOONPRESSED SHELBY TUBECONTINUOUS FLIGHT AUGERROCK CORE

SAMPLE

DIUL

2 in

DSPTCARC

STANDARD PENETRATION TEST DRIVING 2" OD SAMPLER 1' WITH 140# HAMMER FALLING 30": COUNT MADE AT 6" INTERVALS

5

10

15

20

25

30

35

40

DEP

THSC

ALE

SOIL

SYM

BOL

2/27/18Date Started

Datum538.0 ± ft

HRS.

5.0

ftft

ftft

Dry

AFTER 24 HRS.AFTERAT COMPLETION

CAVED AT

STRADEPTH

(ft)

SOIL DESCRIPTIONColor, Moisture, Density, Plasticity, Size

Proportions

Surf. Elev.Date CompletedInspectorForeman

C. Pollard2/27/18

J. Freeman

HSACFADCMD

GROUNDWATER DEPTH BORING METHOD----

HOLLOW STEM AUGERSCONTINUOUS FLIGHT AUGERSDRIVING CASINGMUD DRILLING

Page 1 of 1

Job #Boring #

LocationProject NameContracted With RW-2

17-0042Volkert Engineering, Inc.Hillsboro Pedestrian Safety & Traffic Calming Project-Retaining WallsHillsboro, Virginia

ELEV.(ft)

REC

OR

D O

F SO

IL E

XPLO

RAT

ION

- W

SSC

RW

BO

RIN

GS

3-20

-201

8.G

PJ P

RO

JEC

T.G

DT

3/2

2/18

Blows/6" TypeNo. Rec(in)Cond

1. Drill Rig: Mobile B-57

2. No water encountered

3. No base material

4. Bag Sample collected:2.0'-5.0'

5. Slight petroleum odorfrom 1.0' to 3.5'

6. Upon completion ofdrilling this bore hole isbackfilled with excessauger cuttings to the top1.0' and then patchedwith early setting highstrenght concrete(quikrete).

7. Surface Elevation isapproximated fromGoogle Earth

4" of HOT MIX ASPHALTCONCRETE,(HMAC)Brown, moist, stiff, fine to mediumsandy SILT, with Gravel,(FILL (ML))

Brown to Tan, dry, hard, SILT, withfine Sand,(ML)

-with Mica @13.0'-14.5'

Bottom of Boring at 14.5 ft

0.3

5.0

14.5

3-7-4

2-2-7

14-25-40

19-22-41

16-50

DS

DS

DS

DS

DS

1

2

3

4

5

D

I

I/D

I/D

I/D

10

10

18

18

12

535.7

531.0

521.5

140 lb30 in

SAMPLER TYPE

BORING & SAMPLENOTES

Hammer DropHammer Wt.

SAMPLE CONDITIONS

Hole Diameter

Spoon Size Boring MethodRock Core Dia.

----

HSA

RECORD OF SOIL / ROCK EXPLORATION

N/A8 in

SAMPLER

DISINTEGRATEDINTACTUNDISTURBEDLOST

----

DRIVEN SPLIT SPOONPRESSED SHELBY TUBECONTINUOUS FLIGHT AUGERROCK CORE

SAMPLE

DIUL

2 in

DSPTCARC

STANDARD PENETRATION TEST DRIVING 2" OD SAMPLER 1' WITH 140# HAMMER FALLING 30": COUNT MADE AT 6" INTERVALS

5

10

15

20

25

30

35

40

DEP

THSC

ALE

SOIL

SYM

BOL

2/28/18Date Started

Datum536.0 ± ft

HRS.

11.3

ftft

ftft

Dry

AFTER 24 HRS.AFTERAT COMPLETION

CAVED AT

STRADEPTH

(ft)

SOIL DESCRIPTIONColor, Moisture, Density, Plasticity, Size

Proportions

Surf. Elev.Date CompletedInspectorForeman

C. Pollard2/28/18

W. Massey

HSACFADCMD

GROUNDWATER DEPTH BORING METHOD----

HOLLOW STEM AUGERSCONTINUOUS FLIGHT AUGERSDRIVING CASINGMUD DRILLING

Page 1 of 1

Job #Boring #

LocationProject NameContracted With RW-3

17-0042Volkert Engineering, Inc.Hillsboro Pedestrian Safety & Traffic Calming Project-Retaining WallsHillsboro, Virginia

ELEV.(ft)

REC

OR

D O

F SO

IL E

XPLO

RAT

ION

- W

SSC

RW

BO

RIN

GS

3-20

-201

8.G

PJ P

RO

JEC

T.G

DT

3/2

2/18

Blows/6" TypeNo. Rec(in)Cond

1. Perched watrerencountered at 8.5'

2. Drill Rig: Mobile B-57

3. Strong petroleum odor1.0'-3.5'

4. Bag Sample collected:2.0'-5.0'

5. Upon completion ofdrilling this bore hole isbackfilled with excessauger cuttings to the top1.0' and then patchedwith early setting highstrenght concrete(quikrete).

6. Surface Elevation isapproximated fromGoogle Earth

5" of HOT MIX ASPHALTCONCRETE,(HMAC)24" of AGGREGATE BASECOURSE,(ABC)Tan to Brown, moist, soft, LEANCLAY, with fine to medium Sand,(FILL (CL))Greenish grey to brown, dry, very stiff,SILT, with fine to medium Sand andMica,(ML)

Bottom of Boring at 15.0 ft

0.4

2.5

5.5

15.0

4-5-6

1-2-5

10-18-17

9-12-16

10-12-16

DS

DS

DS

DS

DS

1

2

3

4

5

D

I/D

D

D

D

8

18

18

18

18

546.6

544.5

541.5

532.0

140 lb30 in

SAMPLER TYPE

BORING & SAMPLENOTES

Hammer DropHammer Wt.

SAMPLE CONDITIONS

Hole Diameter

Spoon Size Boring MethodRock Core Dia.

----

HSA

RECORD OF SOIL / ROCK EXPLORATION

N/A8 in

SAMPLER

DISINTEGRATEDINTACTUNDISTURBEDLOST

----

DRIVEN SPLIT SPOONPRESSED SHELBY TUBECONTINUOUS FLIGHT AUGERROCK CORE

SAMPLE

DIUL

2 in

DSPTCARC

STANDARD PENETRATION TEST DRIVING 2" OD SAMPLER 1' WITH 140# HAMMER FALLING 30": COUNT MADE AT 6" INTERVALS

5

10

15

20

25

30

35

40

DEP

THSC

ALE

SOIL

SYM

BOL

2/28/18Date Started

Datum547.0 ± ft

HRS.

11.3

ftft

ftft

Dry

AFTER 24 HRS.AFTERAT COMPLETION

CAVED AT

STRADEPTH

(ft)

SOIL DESCRIPTIONColor, Moisture, Density, Plasticity, Size

Proportions

Surf. Elev.Date CompletedInspectorForeman

N. Ganji2/28/18

W. Massey

HSACFADCMD

GROUNDWATER DEPTH BORING METHOD----

HOLLOW STEM AUGERSCONTINUOUS FLIGHT AUGERSDRIVING CASINGMUD DRILLING

Page 1 of 1

Job #Boring #

LocationProject NameContracted With RW-5

17-0042Volkert Engineering, Inc.Hillsboro Pedestrian Safety & Traffic Calming Project-Retaining WallsHillsboro, Virginia

ELEV.(ft)

REC

OR

D O

F SO

IL E

XPLO

RAT

ION

- W

SSC

RW

BO

RIN

GS

3-20

-201

8.G

PJ P

RO

JEC

T.G

DT

3/2

2/18

Blows/6" TypeNo. Rec(in)Cond

1. Perched watrerencountered at 8.5'

2. Drill Rig: Mobile B-57

3. Strong petroleum odor1.0'-3.5'

4. Bag Sample collected:2.0'-5.0'

5. Upon completion ofdrilling this bore hole isbackfilled with excessauger cuttings andrestored to existinggrade.

6. Surface Elevation isapproximated fromGoogle Earth

3" of HOT MIX ASPHALTCONCRETE,(HMAC)9" of AGGREGATE BASE COURSE,(ABC)Grey to Black, dry, hard, silty fine tocoarse SAND, with Gravel,(FILL)Brown, moist, medium stiff, SILT,with fine Sand,(FILL (ML))Reddish Brown to brown and tan,moist, stiff to hard, SILT, with fine tomedium Sand,(ML)

Bottom of Boring at 14.3 ft

0.31.0

3.0

5.5

14.3

12-20-24

4-3-4

4-5-5

2-3-8

33-50

DS

DS

DS

DS

DS

1

2

3

4

5

D

I/D

I

I/D

I/D

7

8

12

18

6

539.8539.0

537.0

534.5

525.7

140 lb30 in

SAMPLER TYPE

BORING & SAMPLENOTES

Hammer DropHammer Wt.

SAMPLE CONDITIONS

Hole Diameter

Spoon Size Boring MethodRock Core Dia.

----

HSA

RECORD OF SOIL / ROCK EXPLORATION

N/A8 in

SAMPLER

DISINTEGRATEDINTACTUNDISTURBEDLOST

----

DRIVEN SPLIT SPOONPRESSED SHELBY TUBECONTINUOUS FLIGHT AUGERROCK CORE

SAMPLE

DIUL

2 in

DSPTCARC

STANDARD PENETRATION TEST DRIVING 2" OD SAMPLER 1' WITH 140# HAMMER FALLING 30": COUNT MADE AT 6" INTERVALS

5

10

15

20

25

30

35

40

DEP

THSC

ALE

SOIL

SYM

BOL

2/28/18Date Started

Datum540.0 ± ft

HRS.

11.1

ftft

ftft

Dry

AFTER 24 HRS.AFTERAT COMPLETION

CAVED AT

STRADEPTH

(ft)

SOIL DESCRIPTIONColor, Moisture, Density, Plasticity, Size

Proportions

Surf. Elev.Date CompletedInspectorForeman

C. Pollard2/28/18

W. Massey

HSACFADCMD

GROUNDWATER DEPTH BORING METHOD----

HOLLOW STEM AUGERSCONTINUOUS FLIGHT AUGERSDRIVING CASINGMUD DRILLING

Page 1 of 1

Job #Boring #

LocationProject NameContracted With RW-6

17-0042Volkert Engineering, Inc.Hillsboro Pedestrian Safety & Traffic Calming Project-Retaining WallsHillsboro, Virginia

ELEV.(ft)

REC

OR

D O

F SO

IL E

XPLO

RAT

ION

- W

SSC

RW

BO

RIN

GS

3-20

-201

8.G

PJ P

RO

JEC

T.G

DT

3/2

2/18

Blows/6" TypeNo. Rec(in)Cond

1. Perched watrerencountered at 8.5'

2. Drill Rig: Mobile B-57

3. Strong petroleum odor1.0'-4.0'

4. Bag Sample collected:2.0'-5.0'

5. Upon completion ofdrilling this bore hole isbackfilled with excessauger cuttings to the top1.0' and then patchedwith early setting highstrenght concrete(quikrete).

6. Surface Elevation isapproximated fromGoogle Earth

3" of HOT MIX ASPHALTCONCRETE,(HMAC)11" of AGGREGATE BASECOURSE,(ABC)Grey to Brown, moist, hard, fine tomedium sandy SILT, with Gravel,(FILL (ML))Greenish Grey to brown, moist to wet,stiff to soft, SILT, with fine to mediumSand,(ML)Grey, dry, hard, fine to coarse sandySILT, with Gravel,(ML)

Bottom of Boring at 14.0 ft

0.31.2

3.0

9.0

14.0

8-49-16

10-6-7

3-5-5

-1-1

50

DS

DS

DS

DS

DS

1

2

3

4

5

D

I/D

I

I

D

9

13

18

10

5

533.8532.8

531.0

525.0

520.0

140 lb30 in

SAMPLER TYPE

BORING & SAMPLENOTES

Hammer DropHammer Wt.

SAMPLE CONDITIONS

Hole Diameter

Spoon Size Boring MethodRock Core Dia.

----

HSA

RECORD OF SOIL / ROCK EXPLORATION

N/A8 in

SAMPLER

DISINTEGRATEDINTACTUNDISTURBEDLOST

----

DRIVEN SPLIT SPOONPRESSED SHELBY TUBECONTINUOUS FLIGHT AUGERROCK CORE

SAMPLE

DIUL

2 in

DSPTCARC

STANDARD PENETRATION TEST DRIVING 2" OD SAMPLER 1' WITH 140# HAMMER FALLING 30": COUNT MADE AT 6" INTERVALS

5

10

15

20

25

30

35

40

DEP

THSC

ALE

SOIL

SYM

BOL

2/28/18Date Started

Datum534.0 ± ft

HRS.

11.3

ftft

ftft

Dry

AFTER 24 HRS.AFTERAT COMPLETION

CAVED AT

STRADEPTH

(ft)

SOIL DESCRIPTIONColor, Moisture, Density, Plasticity, Size

Proportions

Surf. Elev.Date CompletedInspectorForeman

C. Pollard2/28/18

W. Massey

HSACFADCMD

GROUNDWATER DEPTH BORING METHOD----

HOLLOW STEM AUGERSCONTINUOUS FLIGHT AUGERSDRIVING CASINGMUD DRILLING

Page 1 of 1

Job #Boring #

LocationProject NameContracted With RW-7

17-0042Volkert Engineering, Inc.Hillsboro Pedestrian Safety & Traffic Calming Project-Retaining WallsHillsboro, Virginia

ELEV.(ft)

REC

OR

D O

F SO

IL E

XPLO

RAT

ION

- W

SSC

RW

BO

RIN

GS

3-20

-201

8.G

PJ P

RO

JEC

T.G

DT

3/2

2/18

Blows/6" TypeNo. Rec(in)Cond

1. Drill Rig: Acker Scout

2. No water encounteredduring drilling

3. Refusal at 9.0'

4. Bag Sample collected:1.0'-5.0'

5. Upon completion ofdrilling this bore hole isbackfilled with excessauger cuttings andrestored to existinggrade.

6. Surface Elevation isapproximated fromGoogle Earth

1' of TOPSOIL,(TOPSOIL)Brown, moist, stiff, LEAN CLAY, withfine to coarse Sand,(CL)

Grey, dry, hard, fine to medium sandySILT,(ML)

Bottom of Boring at 9.0 ft

1.0

6.0

9.0

4-6-7

5-6-8

12-30-50

50

DS

DS

DS

DS

1

2

3

4

I

I/D

D

D

12

18

12

3

523.0

518.0

515.0

140 lb30 in

SAMPLER TYPE

BORING & SAMPLENOTES

Hammer DropHammer Wt.

SAMPLE CONDITIONS

Hole Diameter

Spoon Size Boring MethodRock Core Dia.

----

HSA

RECORD OF SOIL / ROCK EXPLORATION

N/A8 in

SAMPLER

DISINTEGRATEDINTACTUNDISTURBEDLOST

----

DRIVEN SPLIT SPOONPRESSED SHELBY TUBECONTINUOUS FLIGHT AUGERROCK CORE

SAMPLE

DIUL

2 in

DSPTCARC

STANDARD PENETRATION TEST DRIVING 2" OD SAMPLER 1' WITH 140# HAMMER FALLING 30": COUNT MADE AT 6" INTERVALS

5

10

15

20

25

30

35

40

DEP

THSC

ALE

SOIL

SYM

BOL

2/28/18Date Started

Datum524.0 ± ft

HRS.

5.2

ftft

ftft

Dry

AFTER 24 HRS.AFTERAT COMPLETION

CAVED AT

STRADEPTH

(ft)

SOIL DESCRIPTIONColor, Moisture, Density, Plasticity, Size

Proportions

Surf. Elev.Date CompletedInspectorForeman

C. Pollard2/28/18

J. Freeman

HSACFADCMD

GROUNDWATER DEPTH BORING METHOD----

HOLLOW STEM AUGERSCONTINUOUS FLIGHT AUGERSDRIVING CASINGMUD DRILLING

Page 1 of 1

Job #Boring #

LocationProject NameContracted With RW-8

17-0042Volkert Engineering, Inc.Hillsboro Pedestrian Safety & Traffic Calming Project-Retaining WallsHillsboro, Virginia

ELEV.(ft)

REC

OR

D O

F SO

IL E

XPLO

RAT

ION

- W

SSC

RW

BO

RIN

GS

3-20

-201

8.G

PJ P

RO

JEC

T.G

DT

3/2

2/18

Blows/6" TypeNo. Rec(in)Cond

1. Drill Rig: Acker Scout

2. No water encounteredduring drilling

4. Bag Sample collected:1.0'-5.0'

5. Upon completion ofdrilling this bore hole isbackfilled with excessauger cuttings andrestored to existinggrade.

6. Surface Elevation isapproximated fromGoogle Earth

6" of TOPSOIL,(TOPSOIL)Reddish brown, moist, medium stiff,LEAN CLAY,(CL)

Brown, moist, very stiff to stiff, fine tomedium sandy SILT, with Gravel,(ML)

Tan to Grey, dry, hard, fine to coarsesandy SILT, with Gravel,(ML)

Bottom of Boring at 14.3 ft

0.5

5.5

11.0

14.3

2-2-4

4-5-6

5-8-9

4-5-8

44-50

DS

DS

DS

DS

DS

1

2

3

4

5

I

I

I/D

I

D

10

18

16

15

9

528.5

523.5

518.0

514.7

140 lb30 in

SAMPLER TYPE

BORING & SAMPLENOTES

Hammer DropHammer Wt.

SAMPLE CONDITIONS

Hole Diameter

Spoon Size Boring MethodRock Core Dia.

----

HSA

RECORD OF SOIL / ROCK EXPLORATION

N/A8 in

SAMPLER

DISINTEGRATEDINTACTUNDISTURBEDLOST

----

DRIVEN SPLIT SPOONPRESSED SHELBY TUBECONTINUOUS FLIGHT AUGERROCK CORE

SAMPLE

DIUL

2 in

DSPTCARC

STANDARD PENETRATION TEST DRIVING 2" OD SAMPLER 1' WITH 140# HAMMER FALLING 30": COUNT MADE AT 6" INTERVALS

5

10

15

20

25

30

35

40

DEP

THSC

ALE

SOIL

SYM

BOL

2/27/18Date Started

Datum529.0 ± ft

HRS.

5.06.3

ftft

ftft

Dry

AFTER 24 HRS.AFTERAT COMPLETION

CAVED AT

STRADEPTH

(ft)

SOIL DESCRIPTIONColor, Moisture, Density, Plasticity, Size

Proportions

Surf. Elev.Date CompletedInspectorForeman

C. Pollard2/27/18

J. Freeman

HSACFADCMD

GROUNDWATER DEPTH BORING METHOD----

HOLLOW STEM AUGERSCONTINUOUS FLIGHT AUGERSDRIVING CASINGMUD DRILLING

Page 1 of 1

Job #Boring #

LocationProject NameContracted With RW-9

17-0042Volkert Engineering, Inc.Hillsboro Pedestrian Safety & Traffic Calming Project-Retaining WallsHillsboro, Virginia

ELEV.(ft)

REC

OR

D O

F SO

IL E

XPLO

RAT

ION

- W

SSC

RW

BO

RIN

GS

3-20

-201

8.G

PJ P

RO

JEC

T.G

DT

3/2

2/18

Blows/6" TypeNo. Rec(in)Cond

1. Drill Rig: Acker Scout

2. No water encounteredduring drilling

4. Bag Sample collected:1.0'-5.0'

5. Upon completion ofdrilling this bore hole isbackfilled with excessauger cuttings andrestored to existinggrade.

6. Surface Elevation isapproximated fromGoogle Earth

6" of TOPSOIL,(TOPSOIL)Brown, moist, medium stiff, LEANCLAY,(CL)Reddish Brown, moist, stiff to verystiff, LEAN CLAY,(CL)

Brown to Tan, moist, very stiff, fine tomedium sandy LEAN CLAY,(CL)

Bottom of Boring at 14.8 ft

0.5

3.0

8.0

14.8

2-2-3

3-4-5

5-6-11

3-6-13

20-31-50

DS

DS

DS

DS

DS

1

2

3

4

5

I

I

I

I/D

I/D

11

18

18

15

10

526.5

524.0

519.0

512.2

140 lb30 in

SAMPLER TYPE

BORING & SAMPLENOTES

Hammer DropHammer Wt.

SAMPLE CONDITIONS

Hole Diameter

Spoon Size Boring MethodRock Core Dia.

----

HSA

RECORD OF SOIL / ROCK EXPLORATION

N/A8 in

SAMPLER

DISINTEGRATEDINTACTUNDISTURBEDLOST

----

DRIVEN SPLIT SPOONPRESSED SHELBY TUBECONTINUOUS FLIGHT AUGERROCK CORE

SAMPLE

DIUL

2 in

DSPTCARC

STANDARD PENETRATION TEST DRIVING 2" OD SAMPLER 1' WITH 140# HAMMER FALLING 30": COUNT MADE AT 6" INTERVALS

5

10

15

20

25

30

35

40

DEP

THSC

ALE

SOIL

SYM

BOL

2/27/18Date Started

Datum527.0 ± ft

HRS.

5.51.8

ftft

ftft

Dry

AFTER 24 HRS.AFTERAT COMPLETION

CAVED AT

STRADEPTH

(ft)

SOIL DESCRIPTIONColor, Moisture, Density, Plasticity, Size

Proportions

Surf. Elev.Date CompletedInspectorForeman

C. Pollard2/27/18

J. Freeman

HSACFADCMD

GROUNDWATER DEPTH BORING METHOD----

HOLLOW STEM AUGERSCONTINUOUS FLIGHT AUGERSDRIVING CASINGMUD DRILLING

Page 1 of 1

Job #Boring #

LocationProject NameContracted With RW-10

17-0042Volkert Engineering, Inc.Hillsboro Pedestrian Safety & Traffic Calming Project-Retaining WallsHillsboro, Virginia

ELEV.(ft)

REC

OR

D O

F SO

IL E

XPLO

RAT

ION

- W

SSC

RW

BO

RIN

GS

3-20

-201

8.G

PJ P

RO

JEC

T.G

DT

3/2

2/18

Blows/6" TypeNo. Rec(in)Cond

APPENDIX B

LABORATORY TEST RESULTS

Summary of Laboratory Test Results

RW-1 8.5-10.0 NP NP NP 96 82 ML 10.5

RW-10 1.0-5.0 53 27 26 98 86 CH 28.6 115.5 15.8

RW-2 1.0-5.0 51 34 17 97 78 MH 15.4 130.4 9.2

RW-3 1.0-5.0 42 32 10 94 77 ML 18.2 124.1 15.0

RW-5 3.0-5.0 41 30 11 73 42 SM 13.5 132.5 8.0

RW-6 3.5-5.0 81 40 SM 22.1

RW-7 8.5-10.0 37 25 12 78 38 SM 33.8

RW-8 1.0-5.0 44 25 19 98 76 CL 24.4 123.0 13.0

RW-9 1.0-5.0 54 28 26 99 83 CH 28.2 117.4 15.7

Boring

Sheet 1 of 1

PlasticityIndex(%)

Depth(ft)

LiquidLimit(%)

ClassificationWater

Content(%)

DryDensity

(pcf)

OptimumWater

Content(%)

PlasticLimit(%)

% < #4 Sieve % < #200 Sieve

Summary of Laboratory Results Hillsboro, Virginia

Project Number: 17-0042Hillsboro Pedestrian Safety & Traffic Calming Project-Retaining Walls

TLB_

LAB_

SUM

MAR

Y_BA

SIC

_PR

OC

RW

BO

RIN

GS

3-20

-201

8.G

PJ P

RO

JEC

T.G

DT

3/2

3/18

Atterberg Limits

0

10

20

30

40

50

60

0 20 40 60 80 100

CL-ML

PLASTICITY

INDEX

Boring Depth LL PL PI Fines Classification

NP

53

51

42

41

37

44

54

82

86

78

77

42

38

76

83

NP

27

34

32

30

25

25

28

ML

CL

MH

CH

RW-1

RW-10

RW-2

RW-3

RW-5

RW-7

RW-8

RW-9

8.5-10.0

1.0-5.0

1.0-5.0

1.0-5.0

3.0-5.0

8.5-10.0

1.0-5.0

1.0-5.0

Grey to brown, dry, very stiff to hard SILT with SAND(ML)

Brown to reddish brown, moist, medium stiff to very stiff FAT CLAY(CH)

Brown, moist, stiff ELASTIC SILT with SAND(MH)

Brown, moist, stiff SILT with SAND(ML)

Tan to brown, moist, soft SILTY SAND with GRAVEL(SM)

Greenish grey to brown, moist to wet, stiff to soft SILTY SAND with GRAVEL(SM)

Brown, moist, stiff LEAN CLAY with SAND(CL)

Reddish brown, moist, medium stiff FAT CLAY with SAND(CH)

Date: 3/22/2018Tested By: JWTest Method: AASHTO T89/90

ATTERBERG LIMITS' RESULTS

NP

26

17

10

11

12

19

26

LIQUID LIMIT

Project: Hillsboro Pedestrian Safety & Traffic Calming Project-Retaining Walls

Location: Hillsboro, Virginia

Project Number: 17-0042

TLB_

ATTE

RBE

RG

_LIM

ITS

RW

BO

RIN

GS

3-20

-201

8.G

PJ T

LB20

09.G

DT

3/2

3/18

Gradation Analysis Curves

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

6 810 14 16 20 30 40

PER

CEN

T FI

NER

BY

WEI

GH

T

D10 D30 D100

%Sand%GravelDepthS No. %Silt LL PINP

53

51

42

41

2.7

85.8

77.7

77.0

42.4

79.713.8

11.9

19.5

16.5

30.9

3.8

2.3

2.8

6.4

26.7

8.5-10.0

1.0-5.0

1.0-5.0

1.0-5.0

3.0-5.0

%Clay MC(%)

Date: 3/22/2018

GRAIN SIZE IN MILLIMETERS

6 4 3 2 1.5 1/2

Sheet 1 of 2

1 3/4 3/8 3 4 50 60 100 140

0.009 0.014

D60

0.036

1.137

U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER

COBBLES GRAVEL SAND SILT OR CLAY

RW-1

RW-10

RW-2

RW-3

RW-5

coarse fine coarse medium fine

19.05

9.5

9.5

9.5

19

Boring Classification

200

4

1

1

1

Bag

Tested By: CP, WB

Test Method: T88

GRAIN SIZE DISTRIBUTION

10.5

28.6

15.4

18.2

13.5

NP

26

17

10

11

Grey to brown, dry, very stiff to hard SILT with SAND(ML)

Brown to reddish brown, moist, medium stiff to very stiff FAT CLAY(CH)

Brown, moist, stiff ELASTIC SILT with SAND(MH)

Brown, moist, stiff SILT with SAND(ML)

Tan to brown, moist, soft SILTY SAND with GRAVEL(SM)

Hillsboro, Virginia

Project Number: 17-0042Hillsboro Pedestrian Safety & Traffic Calming Project-Retaining Walls

TLB_

GR

AIN

_SIZ

E_LA

ND

SCAP

E_U

SCS

RW

BO

RIN

GS

3-20

-201

8.G

PJ S

ALU

T201

4.G

DT

3/2

3/18

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

6 810 14 16 20 30 40

PER

CEN

T FI

NER

BY

WEI

GH

T

D10 D30 D100

%Sand%GravelDepthS No. %Silt LL PI

37

44

54

10.8

4.3

76.2

83.2

28.9

33.4

41.4

39.8

21.6

16.1

18.9

22.5

2.2

0.7

3.5-5.0

8.5-10.0

1.0-5.0

1.0-5.0

%Clay MC(%)

Date: 3/22/2018

GRAIN SIZE IN MILLIMETERS

6 4 3 2 1.5 1/2

Sheet 2 of 2

1 3/4 3/8 3 4 50 60 100 140

0.004

0.011

0.043

0.054

D60

2.141

0.59

U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER

COBBLES GRAVEL SAND SILT OR CLAY

RW-6

RW-7

RW-8

RW-9

coarse fine coarse medium fine

19.05

19.05

9.5

9.5

Boring Classification

200

2

4

1

1

Tested By: CP, WB

Test Method: T88

GRAIN SIZE DISTRIBUTION

22.1

33.8

24.4

28.2

12

19

26

Grey to black, dry, hard, SILTY SAND with GRAVEL

Greenish grey to brown, moist to wet, stiff to soft SILTY SAND with GRAVEL(SM)

Brown, moist, stiff LEAN CLAY with SAND(CL)

Reddish brown, moist, medium stiff FAT CLAY with SAND(CH)

Hillsboro, Virginia

Project Number: 17-0042Hillsboro Pedestrian Safety & Traffic Calming Project-Retaining Walls

TLB_

GR

AIN

_SIZ

E_LA

ND

SCAP

E_U

SCS

RW

BO

RIN

GS

3-20

-201

8.G

PJ S

ALU

T201

4.G

DT

3/2

3/18

Moisture – Density Relations AASHTO T-180

90

95

100

105

110

115

120

125

130

135

140

145

150

0 5 10 15 20 25 30

53

51

42

41

Opt.MC % PIClassification

Brown to reddish brown, moist, medium stiff to very stiff FAT CLAY(CH)

Brown, moist, stiff ELASTIC SILT with SAND(MH)

Brown, moist, stiff SILT with SAND(ML)

Tan to brown, moist, soft SILTY SAND with GRAVEL(SM)

LL

Depth,Ft

1.0-5.0

1.0-5.0

1.0-5.0

3.0-5.0

RW-10

RW-2

RW-3

RW-5

DR

Y D

EN

SIT

Y, p

cf

Boring

Bag

Bag

Bag

Bag

SampleNo.

Date: 3/21/2018

Max. DryDensity

(pcf)

WATER CONTENT, %

MOISTURE-DENSITY RELATIONSHIP

115.5

130.4

123.5

132.5

15.8

9.2

12.0

8.0

* Oversize Correction

Test Method: AASHTO T180 Method C

Curve of 100% Saturationfor Specific Gravity Equal to: 2.75

Tested By:CP, SM

26

17

10

11

Project: Hillsboro Pedestrian Safety & Traffic Calming Project-Retaining Walls

Location: Hillsboro, Virginia

Project Number: 17-0042

TLB

_CO

MP

AC

TIO

N_M

ULT

IPLE

R

W B

OR

ING

S 3

-20-

2018

.GP

J S

ALU

T20

14.G

DT

3/

23/1

8

90

95

100

105

110

115

120

125

130

135

140

145

150

0 5 10 15 20 25 30

44

54

Opt.MC % PIClassification

Brown, moist, stiff LEAN CLAY with SAND(CL)

Reddish brown, moist, medium stiff FAT CLAY with SAND(CH)

LL

Depth,Ft

1.0-5.0

1.0-5.0

RW-8

RW-9

DR

Y D

EN

SIT

Y, p

cf

Boring

Bag

Bag

SampleNo.

Date: 3/20/2018

Max. DryDensity

(pcf)

WATER CONTENT, %

MOISTURE-DENSITY RELATIONSHIP

123.0

117.4

13.0

15.7

* Oversize Correction

Test Method: AASHTO T180 Method C

Curve of 100% Saturationfor Specific Gravity Equal to: 2.75

Tested By:CP, SM

19

26

Project: Hillsboro Pedestrian Safety & Traffic Calming Project-Retaining Walls

Location: Hillsboro, Virginia

Project Number: 17-0042

TLB

_CO

MP

AC

TIO

N_M

ULT

IPLE

R

W B

OR

ING

S 3

-20-

2018

.GP

J S

ALU

T20

14.G

DT

3/

23/1

8

APPENDIX C

ENGINEERING ANALYSIS

RETAINING WALL 3-1 DEVELOPED ELEVATION

RETAINING WALL 3-1 PLAN

ELEV. 512.20

ELEV. 510.70

OF WALL

FRONT FACE

TOP OF WALL

TOE AT WALL

BACK FACE OF WALL

FINISHED GRADE AT

96'-8"

FACE OF WALL

AT FRONT

FINISHED GRADE

127'-2"

OFFSET 64.63'

STA. 105+50.00

CHARLES TOWN PIKEOFFSET 37.24'

STA. 100+88.12

STONY POINT RD

ELEV. 520.00

STA. 105+50.00

CHARLES TOWN PIKE

RW-3

TIE TO EX. CULVERT

ELEV. 524.20

STA. 100+89.20

STONY POINT RD

ELEV. 530.50

ELEV. 526.70

1'-6"

BOTTOM OF WALL

ELEV. 513.60

ELEV. 515.101'-6"

1'-6"

BOTTOM OF WALL

OFFSET 54.05'

STA. 100+73.21

STONY POINT RD

9'-5"

OF WALL

BACK FACE

16(10)0

HORIZONTAL SCALE

50' 100'

RET

AININ

G W

ALL P

LA

N

A

A

SECTION A-A

9'-0"

15'-0"

0

VERTICAL SCALE

2.5' 5'

CONSTRUCTION JOINT

WEEPHOLES SHALL BE IN ACCORDANCE WITH VDOT STANDARD RW-3.5.

FURTHER DETAILS

CONSTRUCTION.SEE RETAINING WALL GEOTECHNICAL REPORT FOR

SHALL CONFIRM SOIL CONDITIONS ON SITE DURING

ALLOWABLE SOIL BEARING CAPACITY = 1500 PSF.CONTRACTOR4.

APPLICATION TO THE WALL FACE.

IS FOR THE TOP OF WALL EXTENSION AND STONE MASONRY

WALL IS A MOD RW-3. THE RW-3 MODIFICATION3.

SEE SHEETS 10(25) TO 10(33).

FACE OF WALL OR PIER, UNLESS NOTED AS CENTERLINE.

STATION DIMENSION AND OFFSET IS FROM OUTSIDE2.

AND MATERIALS.

STONE MASONRY FOR WALL, PIERS, STAIRCASES, DIMENSIONS,

SEE SHEETS 10(25) TO 10(33) FOR SITE DETAILS INVOLVING1.

NOTE:

INV 516.00

PROP. 36" RCP

500 YR WSEL = 525.47

100 YR WSEL = 522.36

D = 3'

CLASS I RIPRAP

ELEV. 528.60

ELEV. 526.92

CONSTRUCTION JOINT

CONSTRUCTION JOINT

CONSTRUCTION JOINT

3" WEEP HOLES TYP.

ELEV. 512.63

ELEV. 514.13

ELEV. 511.92

ELEV. 513.42

ELEV. 527.63

ELEV. 525.69

ELEV. 517.00

ELEV. 515.50

7'-1" 7'-0" 7'-0"

NA

11/26/18

NA

TR

AFFIC C

AL

MIN

G

CH

ARLES T

OW

N PIK

E (

RTE. 9)

www.volkert.com

703.642.8100 (office)

Springfield, VA 22150

Suite 540

6225 Brandon Avenue

LO

UD

OU

N C

OU

NT

Y,

VIR

GINIA

BL

UE RID

GE E

LEC

TIO

N DIS

TRIC

T

2/25/2019

5:0

4:5

2 P

Md7058716(10).dgn

295

Route 7

19

Stony P

oint R

oad

Asp

halt

Conc. H

eadw

all

(c)

(d)

(b)

36"

15"

15"

30"

00 5050 100100 150150

520 520

530 530

100+00.00

520 520

530 530

100+25.00

520 520

530 530

100+50.00

510 510

520 520

530 530

540 540

550 550

100+75.00

Station 100+00.00 To Station 100+75.00

Sto

ny p

oint

Cross Sections

X71

00 5050 100100 150150

530 530

540 540

550 550

530 530

540 540

550 550

520 520

530 530

540 540

550 550

530 530

540 540

550 550

300+75.00

West

Roundabout

Cross Sections

LEGEND

Unsuitable Above Subgrade

Unsuitable Below Subgrade

R/W

EXIST

R/W

EXIST

R/W

EXIST

64.4

0' LT

R/W

R/W

80.7

7' LT

R/W

EXIST

66.5

0' LT

ESMT

PERM

91.68' LT

R/W

EXIST

532.2

1

ST

ON

YP

OIN

T

2.155% 2.052%

532.8

3 28.7

4' LT

533.0

7 35.3

3' LT

526.7

6 47.9

5' LT

526.6

7 53.5

8' LT

513.6

3 53.5

8' LT

531.73 23.0

3'

RT

532.9

3 9.9

2' LT

532.4

3 10.4

2' LT

532.13 3.6

5'

RT

532.6

3 3.15'

RT

531.90 25.6

1' R

T

532.9

9 31.33' LT

531.98 29.6

1' R

T

521.78 50.0

1' R

T

2:1

2:1

50:1

R/W

EXIST

67.3

9' LT

ESMT

PERM

83.5

9' LT

R/W

63.11' R

T

R/W

43.9

1' R

T

EXISTEXIST

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9/18/18

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ARLES T

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RTE. 9)

www.volkert.com

703.642.8100 (office)

Springfield, VA 22150

Suite 540

6225 Brandon Avenue

CROSS SECTIONSSCALE 1 IN. = 10 FT

9/17/2018

9:4

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Scour Analysis 

 Retaining Wall Scour Calculations Using HEC‐23 and Hydraulics Analysis 

 According to HEC‐23, scour at longitudinal structure can be calculated using the following 

formula for a vertical wall due to flow parallel to the wall: 

 

𝑌𝑠𝑌1

0.73 0.14𝜋𝐹𝑟  

Where: 

  Ys = Equilibrium depth of scour (measured from the mean bed level to the bottom of 

the scour hole), ft 

  Y1 = Average upstream flow depth in the main channel, ft 

  Fr = Upstream Froude Number 

 

Scour Depth Calculated Based on HEC‐23 

Storm Event 

Froude Number, Fr 

Upstream flow depth, Y1 

Depth of Scour, Ys 

10‐Yr  0.23  6.96  5.24 

25‐yr  0.12  11.23  8.27 

50‐yr  0.09  14.57  10.69 

100‐yr  0.1  16.19  11.89 

500‐yr  0.12  19.76  14.55 

 

Reception
Rectangle

PROJECT: HILLSBORO TRAFFIC CALMING LOCATION: VASaLUT # 17-0042

Semi Empirical Method is followed to determine the Bearing Capacity.Factor of Safety (FS) 2.5 RW Top EL. = 526.67

G.W.T EL. = 516.7Data from Bore Hole Logs: Potential BOF EL. = 511.7

Influence Depth_Lower Limit = 493.67Friction Angle Fill, f = 120 pcf

f= 0.00 deg (I)Density = 120 pcf (II)Effective Density' 57.6 pcfCohesionC= 1000 psf (III) N= 12

Depthd = 15.0 feet (IV)WidthB = 9.0 feet (V)

Assumed depth of water table = 10.0 feet

Bearing Capacity Factors per Terzaghi:Nc = 5.14

Nq = 1.00

N = 0.00

Bearing capacity equation for cohesionless soils:

Therefore, qult = 6628 psf= 6.63 ksf

q < FSqult = 2.65 ksf

Retaining WallBased on Boring CU-3

qult = CNc+'dNq + 0.5BN

Reception
Rectangle

PROJECT: HILLSBORO TRAFFIC CALMINGLOCATION: VASaLUT-TLB# 17-0042

Semi Empirical Method is followed to determine the Bearing Capacity.Factor of Safety (FS) 2.5 RW Top EL. = 526.67

G.W.T EL. = 516.7Data from Bore Hole Logs: Potential BOF EL. = 511.7

Influence Depth_Lower Limit = 493.67Friction Angle Fill, f = 120 pcf

f= 0.00 deg (I)Density = 120 pcf (II)Effective Density Existing soil elevation infront of retaining wall= 513.63' 57.6 pcf Scour Depth= 11.89Cohesion Scour Depth Elev. = 501.74C= 1200 psf (III) N= 14 Depth = 24.93

Depthd = 15.0 feet (IV)Width B = 9.0 feet (V)

Assumed depth of water table = 10.0 feet

Bearing Capacity Factors per Terzaghi:Nc = 5.14

Nq = 1.00

N = 0.00

Bearing capacity equation for cohesionless soils:

Therefore, qult = 7656 psf= 7.66 ksf

q < FSqult = 3.06 ksf

Retaining WallBased on Boring P-2

qult = CNc+'dNq + 0.5BN