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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.
Page 3 of 12 SaLUT Reference # 17‐‐0042
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.
Page 6 of 12 SaLUT Reference # 17‐‐0042
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
Page 7 of 12 SaLUT Reference # 17‐‐0042
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.
Page 9 of 12 SaLUT Reference # 17‐‐0042
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.
Page 10 of 12 SaLUT Reference # 17‐‐0042
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.
Page 11 of 12 SaLUT Reference # 17‐‐0042
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
Box
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
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
Steps
Stone
Steps
Stone
Stone Wall
Tim
ber
Wall
Wood Fence
Box
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
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
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.;::. �
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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
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0
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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 �
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scarT OUDKIRK NtD SNt1r,A OU�IRK
D 1555 P 1590 0.42 t,cres
Pin • 48225010/
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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
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X
&rve CI05 I· ll8•86JI
LTA • fSO' 33.4 <LTJ D Cl 34' 23" T .81'
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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
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8' I I I I I I
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I f----.
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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 ,
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Pin • 517106168 : : I
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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
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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
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
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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----�
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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
�
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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
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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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8
Curve C/61 Pl• !2•20.30
0
0
DELTA • 5· 2r 1022' (LT}D • r20'44'T • 36.46' L • 72.87' R • 7801XY 0PRC • /1•83.84PT • /2•5671E • NC V • 25 MPH
�
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0
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Q�lfl a • r--..lfl ::-"J -. ""llfl • �8- "
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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
\
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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
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'
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)
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)
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)
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)
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
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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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
LO
UD
OU
N C
OU
NT
Y,
VIR
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BL
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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)
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
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LEC
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R
EAT
AININ
G W
ALL P
LA
N
16(4)
THIS PAGE INTENTIONALLY LEFT BLANK
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
OU
NT
Y,
VIR
GINIA
BL
UE RID
GE E
LEC
TIO
N DIS
TRIC
T
11/21/
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9
AM
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295
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
LO
UD
OU
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OU
NT
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GINIA
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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
LO
UD
OU
N C
OU
NT
Y,
VIR
GINIA
BL
UE RID
GE E
LEC
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TRIC
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11/21/
2018
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3
AM
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
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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
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N PIK
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RTE. 9)
www.volkert.com
703.642.8100 (office)
Springfield, VA 22150
Suite 540
6225 Brandon Avenue
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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
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OW
N PIK
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RTE. 9)
www.volkert.com
703.642.8100 (office)
Springfield, VA 22150
Suite 540
6225 Brandon Avenue
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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
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6225 Brandon Avenue
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Stony P
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Asp
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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
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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
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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
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VIR
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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
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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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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
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.
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
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
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
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
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
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
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
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8:3
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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
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
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