HomeMy WebLinkAboutSDP201800031 Assessment - Environmental Final Site Plan and Comps.Harrisonburg Office
1356 N. Main Street
Harrisonburg, VA 22802
Phone: 540-434-0400
Fax: 540-434-0447
July 25, 2018
Mr. Timothy S. Culpepper, VP
Robinson Development Group
150 W. Main Street
Norfolk, VA 23510
YEW
VIOLA ENGINEERING, PC
RE: Executive Summary of Geotechnical Exploration
Rivanna Village - Phase 2
Richmond Road, Albemarle County, VA
Project No: PTL-172379
Mr. Culpepper:
Winchester Office
402 Bufflick Road
Winchester, VA 22602
Phone: 540-313-4270
Fax:540-434-0447
We have completed the subsurface exploration for the referenced project. Enclosed are geotechnical
information and recommendations which include discussion of the site soils, depth to bedrock, and
groundwater conditions as they relate to the design of pavement sections, construction, and foundation
recommendations.
In brief, the site is considered suitable for the planned development. Further, the site is underlain by low -
plasticity silty sands with varying sand and gravel content trending to weathered phyllite bedrock at depths
of approximately 5 feet. We expect that all site development can be achieved with conventional excavating
equipment although some ripping may be required during utility and foundation installation. Excavated soil
should be limited to use in general embankment/structural fill (USCS Classification: GM/SM) and will
require amending for low seepage applications. We anticipate that drainage structures, bridges, and
roadways will be constructed on a combination of cut and fill. Shallow foundation system for the bridges
should be designed utilizing an allowable bearing capacity of 5,000 psf when bearing on approved concrete
pads as discussed. Site soils are very dry and will require substantial moisture conditioning to achieve
optimal moisture content for structural fill. Refusal was encountered in three (3) borings before obtaining
the prescribed termination depth at 91 drilling sites (862.5 lineal feet of SPT and 430 lineal feet of probes).
As such, we conclude that major rock excavation will not be required to develop Phase 2 as planned;
although, some hoe -ramming may be required in isolated areas of buried utilities at depth.
Although site conditions are very favorable for this project, we cannot stress enough the importance of
adequate project oversight. All fill operations and subgrade preparation should be observed on a full-time
basis, in accordance with Chapter 17 of the VCC and VDOT requirements by an authorized representative
of the Geotechnical Engineer to confirm that compaction requirements and recommendations are being
met. We highly recommend that Viola Engineering, PC be contracted to provide construction monitoring
services for site development to assure com li e with our recommendations contained herein. If you have
any questions regarding the content o do not hesitate to contact us.
07/25/18 y
v
TIMOTHY PAUL VIOLA
Timothy P. Viola, P.E. LIC. No. 0402056657 Mark A. Viola, M.S.C.E., P.E.
Project Engineer ,o Principal Engineer
GEOTECHNICAL
ONSTRUCTION • MATERIALS
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A C U H E O i 1C❑
Report of Geotechnical Investigation
Rivanna Village - Phase 2
Richmond Road, Albemarle County
Virginia, 22947
PREPARED FOR:
MR. TIMOTHY S. CULPEPPER, VP
ROBINSON DEVELOPMENT GROUP
150 W. MAIN STREET
NORFOLK, VA 23510
PREPARED BY:
VIOLA ENGINEERING, PC
1356 N. MAIN STREET
HARRISONBURG, VA 22802
PROJECT NO. PTL-172379
Date: July 25, 2018
Harris onburg Office S�
1356 N. Main Stttret
H a rtis onbutg, VA 22802 : VQSB
Phone: 540-434-0400
Fax: 540-434-0447 'VE
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402 Bufflick Road
Winchester, VA 22602
Phone: 540 313-4270
Fax: 540-434-0447
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CONTENTS
Overview......................................................................................................................................................1
ProjectAnd Site Information.................................................................................................................... I
SiteExploration...........................................................................................................................................2
Local Geology and Subsurface Conditions...........................................................................................
4
Groundwater.......................................................................................................................................... 6
Constructionand Foundation Recommendations...................................................................................6
Subgrade Preparation and Earthwork Operations.................................................................................
6
Stormwater Management Facilities.......................................................................................................
9
Foundations.........................................................................................................................................10
SeismicClass......................................................................................................................................11
RetainingWalls...................................................................................................................................
12
Roadways and Parking Pavement Recommendations........................................................................13
Limitations.................................................................................................................................................15
Appendix....................................................................................................................................................16
Test Boring Location Plan
Reference Notes for Boring Logs
Test Boring Logs
Laboratory Testing Results
Virginia DOT Standard Drawings
Field Sample Photographs
Pavement Design Calculations
TABLE OF FIGURES
Figure1. Site elevation overview...............................................................................................................1
LIST OF TABLES
Table 1 Design Soil Coefficients and Unit Weig�tlV. . J �...�.�. �........7 Table 2 Recommended Flexible Pavement Sections........................................................... ....PC
Geotechnical Investigation — Rivanna Village - Phase 2
Albemarle County, Virginia
July 25, 2018 VE
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OVERVIEW
This report contains the results of our recent geotechnical evaluation of the subgrade conditions within the
site limits for Rivanna Village - Phase 2, which includes Blocks F, G, H, I and J. The Phase 2 site is located
east of Charlottesville, Virginia on US Route 250 and abuts to the Phase 1 of Rivanna Village located off
Glenmore Way. Access internally between the phases of development will be provided by extension of
Streamer Drive and Village Park Avenue of Phase 1 onto Lazy Branch Lane of Phase 2. The principal
access to Phase 2 is planned off Route 250. This phase of development includes single-family dwellings,
single-family attached villas, and single-family attached townhouses. In addition, Phase 2 includes the
construction of seven roads which will be inducted into the VDOT inventory upon acceptance of
construction. Roadway construction will include installation of bridges, retaining walls and box culverts.
A park is planned within the limits of Block J, which also contains a walking trail, dog park, stormwater
management structures and water features. According to plans developed by Alan Franklin PE, LLC,
Rivanna Village - Phase 2 will incorporate an area of 63 acres.
PROJECT AND SITE INFORMATION
The site is largely wooded with stands of juvenile
trees and some clear areas abutting Phase 1 and a
small field associated with abandoned residential
structures. A review of areal and satellite
photography of the past 25 years indicates that
most of the property has remained wooded and
relatively undisturbed. Site topography ranges
from elevation 400.00 to 342.00 (mean 361.10)
with decreasing elevations trending through the
central portion of the 63-acre parcel. Given the
topographical relief of the site, the number of
intermittent streams and wetlands become a major
factor in site design.
Figure 1. Site elevation overview.
Albemarle Country Engineering indicates that all materials and construction methods shall conform to
current specifications and standards of VDOT. This would include evaluating foundation conditions for all
culverts of 30 inches in diameter and greater, relative retaining walls and bridges. Further, all roadways
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design and construction shall conform to VDOT Pavement Design Guide for Subdivision and Secondary
Roads (Revised 2014). Current pavement section, as detailed in preliminary, are based on an assumed CBR
values resulting in pavement sections with 6 to 8 inches of VDOT 2 1 A base stone under 5 inches of asphalt
pavement. The detail for the pavement section for lane widening of Route 250 will consist of 9 inches of
VDOT 21A base stone under 6 inches of asphalt or match existing pavement section if greater. These
pavement sections, as detailed on Sheet 6 of the construction plans developed by Alan Franklin PE, LLC,
will be evaluated utilizing worse case laboratory CBR values from representative subgrade samples
acquired at finish subgrade elevation in the roadways of Phase 1 and the design ADT values listed on Sheet
4 of the construction plans. Please refer to Roadway and Parking Pavement Recommendations section
for results of this evaluation.
SITE EXPLORATION
The site exploration was complex due to the location of several bridges, culverts and associated retaining
walls relative to heavily wooded areas and wetland areas. As such, the site design dictates a total of three
bridges and three culverts and approximately 1200 lineal feet of associated retaining walls to satisfy
development requirements. Initial bridge and culvert locations were identified in the field by Blossom
Consulting and Engineering Inc. In all, 18 test borings were drilled to ascertain subsurface conditions with
continuous SPT testing (ASTM D1586) at all bridge and culvert sites. Furthermore, 18 test borings with
continuous SPT were drilled at relative locations to ascertain subsurface conditions in areas that will support
retaining walls (approximately 1200 lineal feet) associated with VDOT roadways. Standard penetration
testing and sampling was continuous to a depth of 10 feet and at 5-foot intervals thereafter to refusal or
termination depth per VDOT MOI Table 3-1 for bridge piers and abutments, and retaining walls supported
on shallow foundations. In addition, auger probing was performed at 40 locations to ascertain the trend of
hard bedrock depths relative to invert elevations of manholes and sewer piping. Relative manhole locations
have been staked by Alan Franklin PE, LLC. Other locations of interest that required exploration included
the wet pond expansion, with the possibility of using excavated material as embankment fill (test borings
B-01, B-02, and B-03); the probable location of a wet swale depending on groundwater level (test boring
B-05); and a potential borrow area on Cumbria Lane (test borings B-09a, b, and c). Please refer to the
legend found in the lower right corner on the attached Test Boring Location Plan Sheets that relates the
boring number of test borings, auger probes, and groups of test borings with the corresponding description
of interest. Additional test borings to fulfill the minimum VDOT MOI requirements, other locations of
interest, and auger probes to identify bedrock hardness trends along the alignment of sanitary sewers were
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located in the field by VEPC personnel with handheld global positioning equipment (GPS, SBAS,
GLONASS) and are illustrated on the Test Boring Location Plan Sheets accordingly for reference.
The soil test borings were performed in accordance with generally accepted geotechnical engineering
practice using an ATV -mounted CME 55 rotary drill rig equipped with an automatic hammer. All test
borings were advanced with 2.25 HSAs to predetermined depths with exception when attempting to core
very dense weathered bedrock at bridge locations in test borings B-07c and B-08b. Rock coring was
performed utilizing 3.25 HSAs.
In brief, hollow -stem augers were advanced to sample intervals and representative soil samples were
recovered with a standard split -spoon sampler (1%-inch ID x 2-inch OD) in accordance with ASTM D1586,
the Standard Penetration Test. The standard dictates that a 140-pound weight freely drop from a height of
30 inches to drive the split -spoon sampler into the soil. The number of blows required to drive the split -
spoon sampler through three consecutive 6-inch increments was recorded, and the blows of the last two
increments are summed to obtain the Standard Penetration Resistance (N-value). Subsurface water level
readings were taken in each of the borings during the drilling process and upon completion of drilling before
backfilling with auger cuttings.
The N-value provides a general indication of in -situ soil conditions and has been correlated with certain
engineering properties of soils. An automatic hammer and safety hammer were utilized to perform the
Standard Penetration Test (SPT) on this project. Research indicates that the Standard Penetration Resistance
(N-value) determined by an automatic hammer is different than the N-value determined by the safety
hammer method termed the N60 value or corrected value that negates the energy loss in the safety hammer
method. The correction is made using the following equation:
N60 = Nfield x CE
The Nfiela value is recorded in the field and CE is the drill rod energy ratio for the hammer utilized in the
field. The recommended correction factor (CE) of 1.5 is generally utilized to convert Naeld values to N60
values in accordance with typical published guidelines. The N-values reported on the Boring Logs and
included in this report are the corrected values (N60). It is recommended that corrected N60 values be used
for engineering analysis.
GEOTECHNICAL • GEOPHYSICALAM
CONSTRUCTION • MATERIALS
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After refusal was encountered, rock coring was conducted at test boring B-07c and B-08b in accordance
with ASTM D2113. An NQ sized wire -line coring system, utilizing water as a flushing agent, was used to
obtain rock samples. The core barrel was advanced in 5-foot intervals, and samples were extracted and
placed in a core box for transportation. Each core obtained was visually classified and assigned a rock
quality designation (RQD) in accordance with ASTM D6032. The standard dictates that each core be
visually examined to determine the length of intact rock with portions longer that four inches. Pieces of
core that are moderately to intensely weathered, contain numerous pores, or are friable, or combination
thereof, are not included in the RQD summation. The percentage of the summation of these intact portions
of rock core compared to the overall core length is deemed the RQD number. Rock coring locations and
depths were determined in the field to further characterized subgrade conditions.
LOCAL GEOLOGY AND SUBSURFACE CONDITIONS
According to the Digital Representation of the 1993 Geological Map of Virginia (2003), the planned
development is underlain primarily by the Candler Formation. The unit consists of phyllite (Metaclastic)
and schist (Metamorphic). Metaclastic formations form through sedimentation action and tend to be less
durable than metamorphic rock which has undergone transformation by heat, pressure, or other natural
processes. Further, phyllite is a fine-grain rock formed by the reconstitution of fine-grained, parent
sedimentary rocks, such as mudstones or shales. Phyllite tends to split into sheets or slabs due to the parallel
alignment of platy minerals as seen in Phase 1 construction. As reported, schist is medium grade
metamorphic rock, formed by the metamorphosis of mudstone/shale or some types of igneous rock. The
resulting foliation is coarser and more distinct due to the higher degree of crystallization of mica minerals.
(i.e., biotite, chlorite and muscovite). As a result, schist is much harder than phyllite and requires more
energy to excavate. The rock in the Candler Formation is typically referred to as shale because of its platy
structure. Further, the strike of the weathered rock tends to the northeast and dips near vertically to the
southeast. Results of rock coring in test borings B-07c and B-08b indicated very dense weathered phyllite
with typical poor rock quality designation (RQD = 0). Note that auger refusal was not encountered in the
weathered phyllite in test borings for bridges before achieving predetermined termination depth.
According to the USDA Soil Survey of Albemarle County, the overburden consists of channery silt loam
of the Mateo Channery and Nason silt loams (5113, 51C, & 62B). Reportedly, the major constituent of this
unit is clayey and silty gravel with varying amounts of sand and fines with low shrink/swell capacity. Soil
samples recovered in test borings indicate medium dense to very dense soil conditions (14 to > 60 blows
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per 12 inches) with an average N60 of 17 for intervals with less than 50 blows per foot (70 bpf globally). Site
soils consist predominately of brown -red to tan -orange silty sand with varying fractions of sand and gravel
trending to relic phyllite rock structures at depths of 5 feet or less. Liquid limit testing conducted from a
bulk sample obtained from Boring B-09a, B-09b and B-09c indicates a low plasticity material with a liquid
limit of 33 and plasticity index of 7 with a maximum dry density of 112.3 pcf at 15.5% optimum moisture,
which is classified as silty gravel (USCS designation: GM). The corrected maximum dry density/optimum
moisture due to 36% oversized fraction is 127.5 pcf at 10.5%. Moisture contents ranged from 1 to 34%
with an average of 15% with the major portion of samples tested ranging from 5 to 10% with lower moisture
content in samples obtained at depth. Therefore, excavated material at depth will require moisture
conditioning in the field to achieve density requirements as specified to construct structural fill. The
material at depth in the proposed borrow site investigated by test borings B-09a, B-09b, and B-09c is
acceptable for use as mass structural fill with some limitations to tall slopes, however, will not be suitable
for use as embankment material for ponds without amending to prevent excessive seepage.
The subsurface conditions relative to the proposed expansion to the existing wet pond were evaluated with
test borings TB-01, TB-02 and TB-03 at locations illustrated on the Test Boring Location Sheets. Test
borings were extended to termination depths of 20 feet. The overburden soil ranges in depth from 3 to 5
feet and is underlain by dense weathered phyllite (N values > 50 bpi), which appears typical across the site.
Based on our observations, we expect that the existing pond can be expanded as proposed without blasting.
However, the excavated material is limited as embankment material (USCS Classification: GM/SM)
without amending to restrict seepage.
Sample refusal (>50 blows per increment) was encountered due to the presence of weathered relic rock
structure with steep bedding planes typically at depths greater than 5 feet. Further, a large percentage of
test borings and auger probes were terminated at predetermined depths without encountering refusal. Note
that auger refusal was encountered in test boring B-05 at 12 feet. Auger refusal was encountered in auger
probes conducted along the planned sanitary sewer lines at AP-13 and AP-16 at depths of 7 and 5 feet,
respectively. Refusal in the auger probes occurred at or near the relative design invert elevation of the sewer
system. Test boring B-05 was drilled in an area that is planned to be developed into a wet drainage swale.
Given that refusal was encountered in three (3) borings before obtaining the prescribed termination depth
at 91 drilling sites (862.5 lineal feet of SPT and 430 lineal feet of probes), we conclude that major rock
excavation will not be required to develop Phase 2 as planned; although, some hoe -ramming may be
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required in isolated areas of buried utilities at depth. For detail information, please refer to the Test Boring
Location Plan Sheets.
GROUNDWATER
Visual observation of soil samples can also be used to evaluate seasonal groundwater conditions. Soils that
are periodically saturated will appear with gray muted colors (gleyed) or mottling due to changes in the
oxidation state of iron, manganese and other trace minerals. In this geologic terrain a shallow water table
usually develops near the surface of dense weathered bedrock. Groundwater tends to flow laterally along
the soil/rock interface, generally mimicking topography. Further, groundwater in this topography is
generally related to rainfall and thus intermittent in occurrence.
Observations of groundwater were made after pulling the drill string at refusal or termination depth.
Groundwater was encountered in several locations (test borings B-05 @ 12'; B-06a @ 20.5, B-06b @
10.5'; B-06d @ 18'. B-06e @ 11'; B-06g @ 14'; and B-08a @ 11'). Test borings identified as B-06x were
performed at the bridge location on Lazy Branch Lane at Mossy Rock Road. Although the groundwater
was observed at depth, water intrusion during excavating for foundation construction may be problematic,
especially during the wet seasons. Given the time of the year the test borings were performed; we do not
expect that groundwater will be a substantial issue during construction in drier seasons. However, the
surface soils will become inundated easily with frequent precipitation events that may cause delays in
construction performed during the wet months of the year.
CONSTRUCTION AND FOUNDATION RECOMMENDATIONS
The following recommendations are based on visual and laboratory analysis of soil recovered from test
borings typically drilled to termination or refusal depth. The subsequent sections are provided to aid the
design engineers and site contractors in developing the site for its intended use.
SUBGRADE PREPARATION AND EARTHWORK OPERATIONS
Subgrade preparation should consist of stripping all vegetation, root mat, topsoil, asphalt, waste, and any
other soft or unsuitable material from building areas. Roadway embankments may be stripped according
to the latest revisions of the VDOT Road and Bridge Specifications. The site is covered with a nominal 8-
inch topsoil layer. We recommend that earthwork clearing be extended a minimum of 10 feet beyond the
building and pavement limits and an additional foot for each foot of fill required. Site excavation can be
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performed with conventional earthmoving equipment. It is our opinion that blasting will not be required to
effectively and efficiently excavate utility trenches if design finish subgrade is near or above existing
grades. However, some hoe ramming will be required between auger boring locations and other sewer line
alignments not investigated.
All excavations shall be benched according to OSHA regulations to permit safe entry. Trench shoring for
utility installation shall be designed by the Site Contractor's engineer utilizing OSHA Class C soil
requirements for short term durations. After stripping to the desired grade, and prior to fill placement outside
the limits of the building or structural pad, the stripped surface should be observed by an experienced
geotechnical engineer or his authorized representative. Proof -rolling using a loaded dump truck with an
axle weight of at least 10 tons may be used to identify localized soft or unsuitable material. Any soft or
unsuitable materials encountered during proof -rolling should be removed and replaced with an approved
backfill compacted to the criteria provided below. The subgrade should be moisture conditioned to within
f3% of optimum moisture content and compacted to 95% maximum dry density (ASTM D698) prior to
placing fill. Compacting the subgrade will reduce settlement within the building and parking areas. The
finished subgrade elevation shall be compacted with a smooth drum roller prior to placing the stone work -
surface.
Any soil placed as engineered fill should be an approved material, free of organic matter or debris with a
maximum limiting liquid limit of 50 and a maximum nominal particle size of 6 inches. This
recommendation may be waived by the GER depending on location of engineered fill within the
development. Unacceptable engineered fill materials include topsoil, organic materials (OH, OL),
construction debris and large rock. All such materials removed during grading operations should be either
stockpiled for later use in landscaped areas or placed in approved disposal areas either on or off site. Onsite
materials are suitable for fill material excluding topsoil. All frozen soil should be removed prior to
continuation of fill operations. Borrow fill shall not contain frozen materials at the time of placement. All
frost -heaved soil should be removed prior to placement of fill, stone, concrete or asphalt. Site soils are
moisture sensitive and may become unstable when exposed to prolong wetting as is typical during winter
and spring months. As such, crushed aggregate or concrete with a nominal particle size of 4 to 6 inches
may be mixed with site soils to produce a weather resilient soil matrix which can be utilized to prevent
construction delay. Site soils are very dry and will require considerable moisture conditioning to achieve
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compaction requirements. The site contractor shall have means of providing water at all times during
structural fill placement.
Fill should be placed in lifts not exceeding 8 inches in loose thickness and moisture conditioned to within
f3% of the optimum moisture content. We recommend that each lift be compacted to a minimum of 95%
of the maximum dry density obtained in accordance with ASTM D-698 (or VTM-1), Standard Proctor
Method. Test results included with this report should be considered a general guideline; additional testing
of material shortly before fill operations commence should be performed to verify maximum dry density
and optimum moisture content of actual fill material. All areas receiving fill should be graded to facilitate
positive drainage and prevent ponding of water. The upper six inches of pavement subgrade shall be
compacted to 100% of the maximum dry density in accordance with latest VDOT Specifications and
Testing Procedures. There may be areas of the site that will receive large volumes of construction traffic
over a short duration, and the exposed weathered bedrock subgrade may be pulverized and become unstable.
We recommend that all affected areas be modified by undercutting to stable conditions, reinforced with
approved 200-pound reinforcement geotextile and a 12-inch lift of compacted dirty tailings or rock dirt
combination (RDC) with a nominal maximum particle size of four (4) inches prior to placing addition fill
material. Note that undercutting depths shall not exceed 18 inches and all areas requiring such modifications
should be reviewed and approved by the GER (or his representative).
Where portable compaction equipment is used, such as utility trenches, the loose lift thickness should not
exceed 6 inches to achieve the required degree of compaction without delay. The site contractor should be
mindful of the moisture sensitivity and surface shearing characteristics of the site soils and expect that
earthwork and open at -grade subgrade preparation could be more problematic than typical. Where
construction traffic or weather has disturbed the subgrade, the upper 8 inches of soils intended for structural
support should be scarified and re -compacted. Box culverts, drainage structures, and pipes shall be installed
according to section 302 of the current Road and Bridge Specifications. All trench work shall be performed
in accordance with current OSHA Safety Regulations. Storm water management shall be installed in
accordance with VDOT standard drawing PB-1 which is included in the appendix. Bedding material for
culvert foundations, shall be VDOT 2 1 A conforming to the requirements of Section 205 of the 2016 VDOT
Road and Bridge Specifications. Class I backfill material shall be aggregate base material size VDOT 2 1 A
or flowable fill. Regular backfill material outside the neat lines of the Class I areas shown on the Standard
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PB-1 drawings shall be regular excavation. Rock more than 2 inches in its greatest dimension shall not be
placed within 12 inches of pipe.
Although site conditions are very favorable for this project, we cannot stress enough the importance of
adequate project oversight. All fill operations and subgrade preparation should be observed on a full-time
basis, in accordance with Chapter 17 of the Virginia Construction Code and/or VDOT requirements, by an
authorized representative of the Geotechnical Engineer to determine that compaction requirements are
being met. A statement of compliance shall be prepared by a professional engineer, licensed in the state of
Virginia, indicating that all fill placed meets the requirements of applicable standards, the Virginia
Construction Code, and this geotechnical report. We highly recommend that Viola Engineering, PC be
contracted to provide construction monitoring services for site grading to adequately enforce and/or confirm
geotechnical requirements are achieved.
The limits of proposed building and pavement areas should be field staked prior to fill placement. Grade
control should be maintained throughout earthwork operations. Compaction testing shall not be limited;
however, adequate testing shall be performed during construction to ensure density requirements are
achieved within tolerable moisture content. Compaction tests shall be conducted utilizing a properly
calibrated nuclear density gauge or sand cone apparatus. The elevation and location of tests should be
clearly recorded. It is emphasized that continuous monitoring and documentation of engineered fill is
necessary to determine if compaction was achieved according to the project specifications. Field density
testing is employed to verify compaction numerically relative to the maximum dry density and optimum
moisture as determined by specified ASTM/VTM procedures.
STORMWATER MANAGEMENT FACILITIES
Special considerations should be made for the construction of stormwater management (SWM) ponds for
this project. We recommend that the pipe culverts under or through the dams should be concrete pipe with
rubber gaskets. Installation of a concrete cradle in accordance with standard drawing SWM-DR of the 2008
VDOT Road & Bridge Standards is a preferred anti -seep method. The concrete cradle should extend from
the riser or inlet end of the pipe to the outlet of the pipe. We recommend that precast concrete structures be
installed according to latest revisions of the VDOT Road and Bridge Specifications. The excavated material
is limited as embankment material (USCS Classification: GM/SM) without amending to restrict seepage.
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Stormwater pond embankments and liners shall be designed and constructed according Virginia
Department of Environmental Quality 2013 Virginia Stormwater Management Handbook.
FOUNDATIONS
We expect that bridge foundations will bear on undisturbed weathered bedrock of uniform support
characteristics. Based on planned site grading, retaining walls will bear predominantly in residual site soils
of reduced support strength. As such, retaining wall foundation systems shall be designed with an allowable
bearing capacity of 2500 psf in accordance with VDOT specifications and shall bear a minimum of 24
inches below finish subgrade. Final structural plans and loading conditions have not been furnished to
our office, at the time of this writing. We request an opportunity to review final structuralplans to verify
our design requirements are met All foundation excavations for structures, pipe, and box culverts shall
be excavated in accordance with the latest revisions of section 401 of 2016 VDOT Road and Bridge
Specifications.
Based on soil strength characteristics, we recommend that bridge foundations be designed with an allowable
bearing pressure of 5,000 psf. Foundation design utilizing shallow continuous footings are recommended
for the proposed bridges and is the most economical design alternative. Bridge abutment and wing wall
foundations shall bear a minimum of 30 inches below existing grade to provide adequate frost protection.
Foundation bearing elevation shall be undercut 30 inches or to a depth to expose competent weathered
bedrock with SPT values greater than 40 blows per foot, whichever is greater. Foundation excavations
shall be backfilled with VDOT A3 concrete to design bearing elevations. This will protect the bearing
elevation from the loss of shear strength due to wetting and promote ease of construction. Ephemeral stream
water may infiltrate excavations depending on the time of construction. As such, provisions shall be made
to ensure the excavation is maintained in a dry state until concrete backfill is placed.
Scour analysis shall be conducted by the design engineer of record, if required, to ensure Virginia DOT and
AASHTO LRFD design requirements are met. Foundation bearing depths may need to be increased and/or
stream armoring may need to be conducted to satisfy these requirements. Continuous foundations shall be
designed with a minimum width of 2 feet to prevent localized shear failure. Incorporating these foundation
parameters for this project and good construction practices, settlement will be less than 1 inch with
differential settlement no greater than 0.5 inches based on abutment wall loads not exceeding an assumed
GEOTECHNICAL • GEOPHYSICAL CONSTRUCTION • MATERIALS
AA
Geotechnical Investigation — Rivanna Village - Phase 2
Albemarle County, Virginia
July 25, 2018
Page 11
IV)
loading of 15,000 plf. We request the opportunity to review and confirm our settlement analysis and
recommendations after structural details are finalized.
Box culverts shall be installed according to section 302 of the current Road and Bridge Specifications. The
Contractor shall explore the foundation below the bottom of the excavation to determine the type and
condition of the foundation. Foundation exploration shall extend to a depth equal to 1/2 inch per foot of
fill height or 8 inches, whichever is greater. The Contractor shall report the findings of the foundation
exploration to the Engineer for acceptance prior to placing pipe. Foundation bearing conditions shall
consist of undisturbed stiff soil conditions or approved fill. Streams shall be diverted to prevent water from
entering the work area. The exposed box culvert bearing surfaces shall be compacted with a large vibratory
smooth drum roller to provide a uniform bearing surface. The subgrade shall be compacted to 95% MDD
(VTM-1) as tested accordance with VTM-10. Where the Engineer determines unsuitable foundation
material is encountered at the established grade, the Contractor shall remove and replace such material.
Backfill for areas where unsuitable material has been removed shall be placed and compacted in accordance
with Section 303.04(g) of the specifications.
Good site management practices shall be employed to prevent water from entering foundation trenches at
all times. Furthermore, foundation trenches shall not be opened unless concrete can be placed immediately
thereafter to prevent the possibility of precipitation from entering and softening the exposed bearing
elevation. Upon completion of the foundation and stem wall construction, we recommend that all
foundation trenches be backfilled with clean compacted soil in accordance with Code requirements and
good site management practices. The finished subgrade should be graded to promote positive drainage
accordingly.
SEISMIC CLASS
We have estimated the soil profile type for seismic design based on the strata types encountered. It is our
opinion that the site is classified as Site Class C based on the site class determination in the Seventh Edition
(2014) AASHTO LRFD Bridge Design Specifications section 3.10.3.1 and according to the generalized
soil profile on the site.
GEOTECHNICAL • GEOPHYSICAL CONSTRUCTION • MATERIALS
AA
Geotechnical Investigation — Rivanna Village - Phase 2
Albemarle County, Virginia
July 25, 2018
Page 12 VIOLA ENciNEEx1Nc:, Pc
RETAINING WALLS
We submit the tabulated coefficients and unit weight of onsite fill material herein for design consideration
of retaining walls related to site civil design. We will update these parameters as necessary based on the
type of fill imported as may be required for pertinent structural support for this project. Final wall plans
have not been furnished to our office, at the time of this writing. We request an opportunity to review
final structural plans to verify our design requirements are met.
Table 1 Design Soil Coefficients and Unit Weight
Design
Parameter
Equivalent Fluid
Pressures
Rankine Earth Pressure
Coefficients
Site Soils (Effective Friction Angle=
28°)
----------------------------------------------------------------------------------------------------------------
At-Rest
JW 69 pcf
0.531
Active Fluid Pressure
47 pcf
0.361
Passive Fluid Pressure
360 pcf
2.770
Total Unit Weight of Soil
130 pcf
Friction Coefficient
0.25
Open Graded Stone VDOT #57 (Effective Friction Angle= 35°)
----------------------------------------------------------------------------------------------------------------
At-Rest
49 pcf
0.426
Active Fluid Pressure
32 pcf
0.271
Passive Fluid Pressure
424 pcf
3.690
Total Unit Weight of Soil
115 pcf
Friction Coefficient
0.34
Stone or soil used for backfilling all walls, trenches, and excavations shall be placed in accordance with the
current VDOT Road and Bridge Specifications. A nonwoven geotextile shall be placed between the
interface of all open graded stone and fine-grained soils (to include shale/phyllite fills) to prevent the
migration of fines. Heavy compaction equipment (large wedge foot rollers) should not be used within a
2:1 distance from the toe of the wall to prevent damage to the wall system. The coefficient of friction
between concrete and soil was obtained from the 2014 AASHTO LRFD Bridge Specification Table
3.11.5.3-1.
GEOTECHNICAL • GEOPHYSICAL CONSTRUCTION • MATERIALS
AA
Geotechnical Investigation — Rivanna Village - Phase 2
Albemarle County, Virginia
July 25, 2018 VE
Page 13 VIOLA ENCANEERiNc, Pc
ROADWAYS AND PARKING PAVEMENT RECOMMENDATIONS
Pavement sections have been provided as illustrated on sheet 6 of the approved site plans (issued 4/29/18).
CBR testing conducted during phase-1 construction on similar subgrade materials yielded a minimum and
maximum value of 6.7 and 37.2 (median 11.7). A pavement design analysis was conducted by our office
in accordance with the 2014 Pavement Design Guide for Subdivision and Secondary Roads in Virginia
(VDOT). Two representative pavement sections were selected which represent the worst -case traffic
loading for new subdivision streets. Turning lane pavement design for Richmond Road is outside the scope
of this report. A minimum laboratory CBR of 8 is required to satisfy thickness index requirements as
computed by the conventional pavement design method (See appendix for design details). As such, the
provided pavement sections meet typical guidelines to support the reported traffic counts. The pavement
designs are predicated on site grading to promote positive drainage away from road beds to prevent
saturation of the supporting soils. CBR testing shall be conducted, prior to the placement of basestone, to
ensure design requirements are met. Soil sample frequency and CBR testing for new subdivision streets
shall be conducted according to the 2014 Pavement Design Guide for Subdivision and Secondary Roads in
Virginia which states:
1.) For streets less than 200 feet in length, one soil sample for conducting AASHTO (AASHTO M
145) and Unified (ASTM D 2488) soil classifications and CBR test is required.
2.) For streets 200 to 500 feet in length, at least two soil samples for conducting AASHTO and Unified
soil classifications and CBR tests is required, which includes one at each intersection with an
existing state road.
3.) For longer streets, one soil sample shall be taken at each intersection with an existing state road
plus one test sample every 500 feet in length, or portion thereof, is required for conducting
AASHTO and Unified soil classifications and CBR tests.
Table 2 Recommended Flexible Pavement Sections
Material
Designation
Bituminous concrete/Surface-SM 12.5A
Bituminous concrete/Base-BM 25.0
Untreated aggregate/Subbase (21A)
Sheet 6 Detail C, D
(inches)
2.00
3.00
8.00
Sheet 6 Detail E, F
(inches)
2.0
3.00
6.00
GEOTECHNICAL • GEOPHYSICAL CONSTRUCTION • MATERIALS
AA
Geotechnical Investigation — Rivanna Village - Phase 2
Albemarle County, Virginia
July 25, 2018
Page 14
VE
VIOLA ENGINEERING, PC
We recommend that slab -on -ground construction consist of Jointed Reinforced Concrete Pavement (JRCP)
with a minimum concrete thickness (4000 psi) of six (6) inches underlain by six (6) inches of compacted
VDOT 21A basestone and 8 inches of reinforced dirty tailings or RDC as outlined above. The designer
should take into consideration ACI requirements/recommendations for slab temperature steel and joint
spacing.
The finished subgrade of all prepared roadways and parking areas shall be compacted to a minimum of
100% of the maximum dry density as determined by ASTM D698 or VTM 1 within f3% of the optimum
moisture and approved by the Geotechnical Engineer of Record prior to placing subbase. Work in this
project shall conform to the latest edition of the Virginia DOT Road and Bridge Specifications. We
recommend that refuse dumpsters be situated on a concrete pad adequately designed to withstand loads
associated with tipping. A minimum pad design should include a 6-inch concrete pad with a 6 x 6-inch
10/10 WWF placed at mid -depth, in addition to turned down edges.
GEOTECHNICAL • GEOPHYSICAL CONSTRUCTION • MATERIALS
AA
Geotechnical Investigation — Rivanna Village - Phase 2
Albemarle County, Virginia
July 25, 2018 VE
Page 15 VIOLA ENGINEERING, PC'
LIMITATIONS
This report has been prepared in order to aid in the evaluation of this site and to assist the Architect and/or
Civil Engineer in final design of the project. Our scope is limited to the specific project and location
described, and the project description represents our understanding of the significant aspects relevant to soil
and foundation characteristics. Therefore, the information contained herein should not be used as a sole
source to bid site work by prospective Contractors.
Subsurface conditions may vary from those encountered at the test boring locations. The boring logs are
intended to only represent the conditions at the test boring locations where the sampling occurred.
Classifications of the recovered soil samples are based on recognized standards. The interpretations and
recommendations in this report are based solely on the information available at the time this report was
prepared. In the event that the location or design of the structure is altered, the conclusions and
recommendations presented herein should not be considered valid unless we have been given the
opportunity to review the changes.
We recommend that we be provided the opportunity to review final plans, so it can be determined if
revisions to the recommendations contained herein are warranted. Finally, we recommend that the
construction activities be monitored by a representative of Viola Engineering, PC to provide the necessary
overview and construction testing services through the course of the project. Our continued involvement
on this project will provide continuity for proper implementation of the recommendations discussed herein.
We highly recommend that Viola Engineering, PC be contracted to provide construction monitoring
services for site grading to adequately enforce and/or confirm geotechnical requirements are achieved.
The recommendations contained herein provide no warranty if our firm is not contracted to provide site
monitoring and testing during site development. As such, we suggest that Construction Monitoring and
Testing to establish finished grades not be included in competitive bidding for Special Inspection Services
required by VDOT Specifications and Chapter 17 of the Virginia Construction Code.
GEOTECHNICAL • GEOPHYSICAL CONSTRUCTION • MATERIALS
AA
APPENDIX
Test Boring Location Plan
Reference Notes for Boring Logs
Test Boring Logs
Laboratory Testing Results
Virginia DOT Standard Drawings
Field Sample Photographs A
Pavement Design Calculations
VIOLA ENGINEERING. PC
Test Boring Location Plan
VIOLA ENGINEERING, PC
A 7707044U r[ A 77370DOU rr
Richmond Road, Albemarle County, Virginia
h VEPC Project No: PTL-172379
Date of Exploration: 6/20/18 - 7/12/18
h EPSG:2925 NAD83(HARN) / Virginia South (ftUS)
Paper Size: 11"xl7" 450 dpi
362-ft
358"ft
`" re ' 360-f[—
358ft- Lazy Branch Lane Sheet: 36
Precast Concrete Single Box Culvert '
Span: 8 ft Rise: 4 ft Length: 70 ft
3s6 ft Invert/Stream Bed In: 349 ft
Invert/Stream Bed Out: 348 ft
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-------------------------------
Sheet: 2 354f[
60 0 60 120 ft Background obtained from OpenStreetMap. Site plans prepared by Alan Franklin PE, LLC
(4/26/18). Boring locations, elevation profile, and sanitary sewer profile provided by Blossom
Scale: 1 = 720 or 1 in - 60ft Rotation: 0 deg. clockwise i Consulting and Engineering, Inc (11/3/17). Locations and elevations are approximate. h
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10 ft Contour
1 ft Contour
Elevation Grid
Existing Topo
- 328 ft
0 340 ft
0 352 ft
0 364 ft
376 ft
388 ft
- 400 ft
VEVIOLA ENGINEERING, PC
Geotechnical • Geophysical • Construction • Materials
P.O. Box 575 Broadway, Virginia 22815
(540) 434-0400 fax: (540) 434-0447
Test Boring Location Plan Sheet: 1 of 11
Rivanna Village Phase 2 (Blocks F, G, H, I, & J)
Overview Scale: 1 = 10800 or tin = 900ft -"--- --
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Name
Elevation
Description
Inv/Bed
Drill Date
Condition
Termination
B-11a
352 ft
Box Culvert
3.5 ft
07/06/18
Full Depth
10.5 ft
B-11b
352 ft
Box Culvert
3.5 ft
07/06/18
Full Depth
10.5 ft
B-11c
352.65 ft
Retaining Wall
4.15 ft
07/05/18
Full Depth
15.5 ft
B-11d
352 ft
Retaining Wall
3.5 ft
07/06/18
Full Depth
15.5 ft
B-11e
355.12 ft
Retaining Wall
6.62 ft
07/06/18
Full Depth
15.5 ft
B-11f
353.8 ft
Retaining Wall
5.3 ft
07/06/18
Full Depth
11 ft
Inv/Bed: Depth to invert or stream bed from existing grade. Negative value indicate boring below Inv/Bed elevation.
X 11518440 ft X 11518560 ft X 11518680 ft
X 11518800 ft
X 11518920 ft
A 7707044U r[ A 77370DOU rr A 770700av rr A 77370DUU n A 7137 OULU rr
Richmond Road, Albemarle County, Virginia 3s4fr J-•�cr I
b VEPC Project No: PTL-172379I—
q
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Date of Exploration: 6/20/18 - 7/12/18
EPSG:2925 NAD83(HARN) / Virginia South (ftUS)
Paper Size: 11 "x17" 450 dpi
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60 0 60 120 ft Background obtained from OpenStreetMap. Site plans prepared by Alan Franklin PE, LLC
(4/26/18). Boring locations, elevation profile, and sanitary sewer profile provided by Blossom
Scale: 1 = 720 or 1 in = 60ft Rotation: 0 deg. clockwise Consulting and Engineering, Inc (11/3/17). Locations and elevations are approximate.
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N� Notes
Atlas Grid
Existing Contour
10 ft Contour
1 ft Contour
OpenStreetMap
Line
roads
minor street
500 - 1000
Elevation Grid
Existing Topo
- 328 ft
0 340 ft
0 352 ft
0 364 ft
0 376 ft
388 ft
- 400 ft
VEVIOLA ENGINEERING, PC
Geotechnical • Geophysical • Construction • Materials
P.O. Box 575 Broadway, Virginia 22815
(540) 434-0400 fax: (540) 434-0447
Test Boring Location Plan Sheet: 2 of 11
Rivanna Village Phase 2 (Blocks F, G, H, I, & J)
Overview Scale: 1 = 10800 or 1 in = 900ft — -
4'.
3.6 10 : 1
' I 1. 1 '�. {. '♦ I
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Name
Elevation
Description
Inv/Bed
Drill Date
Condition
Termination
B-04a
348 ft
Box Culvert and Retaining Wall
0.5 ft
07/09/18
Full Depth
10.5 ft
B-04b
348.87 ft
Box Culvert
1.37 ft
07/09/18
Full Depth
10.5 ft
B-04c
351.14 ft
Retaining Wall
3.64 ft
07/09/18
Full Depth
10.5 ft
B-04d
353.45 ft
Retaining Wall
5.95 ft
07/09/18
Full Depth
10.5 ft
B-04e
351.47 ft
Retaining Wall
3.97 ft
07/06/18
Full Depth
10.5 ft
B-04f
351.77 ft
Retaining Wall
4.27 ft
07/09/18
Full Depth
10.5 ft
Inv/Bed: Depth to invert or stream bed from existing grade. Negative value indicate boring below Inv/Bed elevation.
X 11518440 ft X 11518560 ft X 11518680 ft X 11518800 ft X 11518920 ft
A 77370`JLv rr A 7707`JV4U rr A 77J7`J7ov IT A 1707`JLSU rr A 7707`J4VV n
362 ft
1-44
Richmond Road, Albemarle County, Virginia
a �6
VEPC Project No: PTL-172379 -38 - y ' ��
Date of Exploration: 6/20/18 - 7/12/18
n EPSG:2925 NAD83(HARN) / Virginia South (ftUS) G-39 +
� I
h Paper Size: 11 "x17" 450 dpi 3e0t tr _ _ _- Lazy Branch Lane Sheet: 32
t G-40 Sh t: 3 Contech Bridge Single Radius Steel
G-41 y�� Arch Span on Concrete Strip Footing
�° Span: 34.08 ft Rise: 9.17 ft Length: 78 ft I
Lazy Branch Lane Sheet: 32 Invert/Stream Bed In: 349.9 ft I
3S Precast Concrete Single Box Culvert 3 Invert/Stream Bed Out: 348 ft I
'Fc ' Span: 8 ft Rise: 4 ft Length: 80 ft
Invert/Stream Bed In: 349 ft ;
Invert/Stream Bed Out: 348 ft
3S2-f[ �`�' NI _ rF I 10
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60 0 60 120 ft Background obtained from OpenStreetMap. Site plans prepared by Alan Franklin PE, LLC
(4/26/18). Boring locations, elevation profile, and sanitary sewer profile provided by Blossom
Scale: 1 = 720 or 1 in = 60ft Rotation: 0 deg. clockwise Consulting and Engineering, Inc (11/3/17). Locations and elevations are approximate.
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Auger Probe
Test Boring
N� Notes
Atlas Grid
Future Sanitary Sewer
Station No.
100 ft
I loft
Future Sewer Profile
B
Existing Contour
loft Contour
1 ft Contour
Elevation Grid
Existing Topo
- 328 ft
0 340 ft
0 352 ft
0 364 ft
376 ft
0 388 ft
VEVIOLA ENGINEERING, PC
Geotechnical • Geophysical • Construction • Materials
P.O. Box 575 Broadway, Virginia 22815
(540) 434-0400 fax: (540) 434-0447
Test Boring Location Plan Sheet: 3 of 11
Rivanna Village Phase 2 (Blocks F, G, H, I, & J)
Overview Scale: 1 = 10800 or 1 in = 900ft - --- -- =
•chi. _. =« --..
O -
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Name
Elevation
Description
Inv/Bed
Drill Date
Condition
Termination
B-07a
349.16 ft
Bridge Foundation
-0.67 ft
06/26/18
Full Depth
25.5 ft
B-07b
348.89 ft
Bridge Foundation
-0.94 ft
07/05/18
Full Depth
25.5 ft
B-07c
349.05 ft
Bridge Foundation
-0.78 ft
06/26/18
Full Depth
20 ft
B-07d
348.73 ft
Bridge Foundation
-1.1 ft
07/05/18
Full Depth
25.5 ft
B-07e
351.71 ft
Retaining Wall
1.88 ft
06/26/18
Full Depth
15.5 ft
B-07f
351.25 ft
Retaining Wall
1.42 ft
06/25/18
Full Depth
15.5 ft
B-07g
350.98 ft
Retainin Wall
1.15 ft
07/05/18
Full Depth
15.5 ft
B-07h
349.44 ft
Retaining Wall
-0.39 ft
07/03/18
Full Depth
15.5 ft
B-10a
352 ft
Box Culvert
3.5 ft
07/03/18
Full Depth
10.5 ft
B-10b
348.11 ft
Box Culvert
-0.39 ft
07/03/18
Full Depth
10.5 ft
B-10c
354.25 ft
Retaining Wall
5.75 ft
07/03/18
Full Depth
10.5 ft
B-10d
352.21 ft
Retaining Wall
3.71 ft
07/05/18
Full Depth
10.5 ft
B-10e
352.27 ft
Retaining Wall
3.77 ft
07/03/18
Full Depth
10.5 ft
B-1 Of
350.75 ft
Retaining Wall
2.25 ft
07/05/18
Full Depth
10.5 ft
AP-36
351.17 ft
-64 ft N MH B-8
07/12/18
Full Depth
8 ft
AP-37
351.66 ft
Adjacent MH B-9
07/12/18
Full Depth
8 ft
AP-33
351.99 ft
-75 ft NW MH B-7
07/12/18
Full Depth
loft
AP-34
350.97 ft
-128 ft NW MH B-7
07/12/18
Full Depth
8 ft
AP-35
349.58 ft
Adjacent MH B-8
07/12/18
Full Depth
7 ft
Inv/Bed: Depth to invert or stream bed from existing grade. Negative value indicate boring below Inv/Bed elevation.
X 11518920 ft X 11519040 ft X 11519160 ft X 11519280 ft X 11519400 ft
A 77370aLv rr A 7707`JV4U n A 7737`J70V it
Richmond Road, Albemarle County, Virginia
N VEPC Project No: PTL-172379
Date of Exploration: 6/20/18 - 7/12/18
h EPSG:2925 NAD83(HARN) / Virginia South (ftUS)
Paper Size: 11"x17" 450 dpi
M
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BE D CATED TO COUNTY OF
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71
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---------------
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Background obtained from OpenStreetMap. Site plans prepared by Alan Franklin PE, LLC
(4/26/18). Boring locations, elevation profile, and sanitary sewer profile provided by Blossom
Consulting and Engineering, Inc (11/3/17). Locations and elevations are approximate.
340•f[ ' �a
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Legend
Borings
Test Boring
Atlas Grid
Existing Contour
10 ft Contour
1 ft Contour
Elevation Grid
Existing Topo
- 328 ft
0 340 ft
0 352 ft
0 364 ft
0 376 ft
0 388 ft
- 400 ft
VEVIOLA ENGINEERING, PC
Geotechnical • Geophysical • Construction • Materials
P.O. Box 575 Broadway, Virginia 22815
(540) 434-0400 fax: (540) 434-0447
Test Boring Location Plan Sheet: 4 of 11
Rivanna Village Phase 2 (Blocks F, G, H, I, & J)
Overview Scale: 1 = 10800 or 1 in = 900ft - --- --
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Name Elevationi Description Inv/Bed Drill Date I Condition I Termination
B-01 338.1 ft Wet Pond 07/02/18 Full Depth 20.5 ft
B-03 345.08 ft Wet Pond 07/02/18 Full Depth 20.5 ft
Inv/Bed: Depth to invert or stream bed from existing grade. Negative value indicate boring below Inv/Bed elevation.
X 11518920 ft X 11519040 ft X 11519160 ft
X 11519280 ft
X 11519400 ft
A 7707`J4UU n A 7737`JJLU fr A 7707`J04U n A 7731WOU fr A 1707`JaaU rr
Richmond Road, Albemarle County, Virginia
VEPC Project No: PTL-172379
k Date of Exploration: 6/20/18 - 7/12/18 3g t �o
0 EPSG:2925 NAD83(HARN) / Virginia South (ftUS) �f !
Paper Size: 11"x17" 450 dpi _�T EE _ _ _ - _ _
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60 0 60 120 ft / Background obtained from OpenStreetMap. Site plans prepared by Alan Franklin PE, LLC
(4/26/18). Boring locations, elevation profile, and sanitary sewer profile provided by Blossom
Scale: 1 = 720 or 1 in = 60ft Rotation: 0 deg. clockwise / Consulting and Engineering, Inc (11/3/17). Locations and elevations are approximate.
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I loft
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R
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10 ft Contour
1 ft Contour
OpenStreetMap
Line
roads
minor street
500 - 1000
Elevation Grid
Existing Topo
- 328 ft
0 340 ft
0 352 ft
0 364 ft
VEVIOLA ENGINEERING, PC
Geotechnical • Geophysical • Construction • Materials
P.O. Box 575 Broadway, Virginia 22815
(540) 434-0400 fax: (540) 434-0447
Test Boring Location Plan Sheet: 5 of 11
Rivanna Village Phase 2 (Blocks F, G, H, I, & J)
Overview Scale: 1 = 10800 or 1 in = 900ft - --- --
zhoi ='
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2'BLOCK IIRLNWO�:
NamelElevationj Description Inv/BedlDrill Date ICondition lTermination
AP-401 365.62 ft I Adiacent MH S-1 1 1 07/12/18 1 Full Depth 15 ft
Inv/Bed: Depth to invert or stream bed from existing grade. Negative value indicate boring below Inv/Bed elevation.
X 11519400 ft X 11519520 ft X 11519640 ft
X 11519760 ft
X 11519880 ft
A 7707`J4VU rr A 7737`JJLv rr A 7707VO4V n A 7731WOV rr A 1707&UOU rr
I AA
Richmond Road, Albemarle County, Virginia
VEPC Project No: PTL-172379 i
u Date of Exploration: 6/20/18 - 7/12/18 / -0
p EPSG:2925 NAD83(HARN) / Virginia South (ftLIS) - - xo° , >�.
h Paper Size: 11 "xl7" 450 dpi �ti _ - -i _ -_ - eet_S - - _ - - -1----
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n 1- Q7 - Contech Bridge Single Radius Steel
Arch Span on Concrete Strip Footing
Span: 34.08 ft Rise: 9.17 ft Length: 78 ft
�y Invert/Stream Bed In: 344 ft
46 ' Invert/Stream Bed Out: 342 ft
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60 0 60 120 ft �� : 1 t Background obtained from OpenStreetMap. Site plans prepared by Alan Franklin PE, LLC
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Scale: 1 = 720 or 1 in - 60ft Rotation: 0 deg. clockwise 1 Consulting and Engineering, Inc (11/3/17). Locations and elevations are approximate.
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N� Notes
Atlas Grid
Future Sanitary Sewer
Station No.
100 ft
I loft
Future Sewer Profile
B
R
R-1-1
S
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Existing Contour
loft Contour
1 ft Contour
Elevation Grid
Existing Topo
- 328 ft
0 340 ft
VEVIOLA ENGINEERING, PC
Geotechnical • Geophysical • Construction • Materials
P.O. Box 575 Broadway, Virginia 22815
(540) 434-0400 fax: (540) 434-0447
Test Boring Location Plan Sheet: 6 of 11
Rivanna Village Phase 2 (Blocks F, G, H, I, & J)
Overview Scale: 1 = 10800 or 1 in = 900ft
T T-
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-MS _ _
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2 BLOCK ORLAKEPOWN:
Name
Elevation
Description
Inv/Bed
Drill Date
Condition
Termination
B-06a
344.74 ft
Bridge Foundation
1.74 ft
06/28/18
Full Depth
25.5 ft
B-06c
344.79 ft
Bridge Foundation
1.79 ft
07/02/18
Full Depth
25.5 ft
B-06d
344.22 ft
Bridge Foundation
1.22 ft
06/28/18
Full Depth
25.5 ft
B-06e
345.44 ft
Retaining Wall
2.44 ft
06/26/18
Full Depth
16 ft
B-06g
347.32 ft
Retaining Wall
4.32 ft
06/26/18
Full Depth
16 ft
B-06h
345.99 ft
Retaining Wall
2.99 ft
06/28/18
Full Depth
15.5 ft
B-06i
355.62 ft
Retaining Wall
12.62 ft
06/29/18
Full Depth
15.5 ft
B-06j
354.49 ft
Retaining Wall
11.49 ft
06/29/18
Full Depth
15.5 ft
AP-38
356.34 ft
-72 ft NW MH B-1
07/12/18
Full Depth
loft
AP-39
361.01 ft
Adjacent MH R1-1
07/12/18
Full Depth
loft
AP-20
360.02 ft
Between MH R-3 & MH R-2
07/11/18
Full Depth
7 ft
AP-21
358.8 ft
Adjacent MH R-2
07/11/18
Full Depth
loft
AP-22
356.13 ft
Between MH R-2 & R-1
07/11/18
Full Depth
loft
AP-23
352.42 ft
Adjacent MH R-1
07/11/18
Full Depth
9 ft
AP-24
353.22 ft
-63 ft SW from MH R-1
07/11/18
Full Depth
loft
AP-25
354.09 ft
--127 ft SW from MH R-1
07/11/18
Full Depth
12 ft
AP-26
355.91 ft
Adjacent MH B-7
07/11/18
Full Depth
14 ft
AP-27
353.7 ft
-50 ft SE from MH B-7
07/11/18
Full Depth
13 ft
AP-28
347 ft
Adjacent MH B-6
07/11/18
Full Depth
8 ft
AP-14
366.69 ft
Between MH T-3 & MH T-4
07/10/18
Full Depth
15 ft
AP-15
360.91 ft
Adjacent MH T-4
07/10/18
Full Depth
12 ft
Inv/Bed: Depth to invert or stream bed from existing grade. Negative value indicate boring below Inv/Bed elevation.
X 11519400 ft X 11519520 ft X 11519640 ft
X 11519760 ft
X 11519880 ft
A 7707`J4UU rr A 7737`JJLU rr A 7707`J04U rr
Richmond Road, Albemarle County, Virginia 1 • • 1
'4VEPC Project No: PTL-172379
n Date of Exploration: 6/20/18 - 7/12/18 -
h EPSG:2925 NAD83(HARN) / Virginia South (ftUS) �/ p
Paper Size: 11"xl7" 450 dpi 1 , , ee III
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(4/26/18). Boring locations, elevation profile, and sanitary sewer profile provided by Blossom
Consulting and Engineering, Inc (11/3/17). Locations and elevations are approximate.
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Borings
Auger Probe
- Test Boring
Atlas Grid
Future Sanitary Sewer
Station No.
100 ft
I loft
Future Sewer Profile
B
T
Existing Contour
10 ft Contour
1 ft Contour
Elevation Grid
Existing Topo
- 328 ft
0 340 ft
0 352 ft
0 364 ft
0 376 ft
0 388 ft
- 400 ft
VEVIOLA ENGINEERING, PC
Geotechnical • Geophysical • Construction • Materials
P.O. Box 575 Broadway, Virginia 22815
(540) 434-0400 fax: (540) 434-0447
Test Boring Location Plan Sheet: 7 of 11
Rivanna Village Phase 2 (Blocks F, G, H, I, & J)
Overview Scale: 1 = 10800 or 1 in = 900ft — -
ch�
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Name
Elevation
Description
Inv/Bed
Drill Date
Condition
Termination
B-06b
344.67 ft
Bridge Foundation
1.67 ft
06/29/18
Full Depth
25.5 ft
B-06f
346.6 ft
Retaining Wall
3.6 ft
06/29/18
Full Depth
15.5 ft
B-02
340 ft
Wet Pond
07/02/18
Full Depth
20.5 ft
AP-29
343.47 ft
Adjacent MH B-5
07/11/18
Full Depth
6 ft
AP-30
345.85 ft
Adjacent MH B-4
07/11/18
Full Depth
9 ft
AP-31
345.71 ft
--60 ft SW MH B-4
07/11/18
Full Depth
9 ft
AP-32
346.39 ft
-171 ft SW MH B-4
07/11/18
Full Depth
loft
AP-11
347.2 ft
Adjacent MH T-1
07/10/18
Full Depth
12 ft
AP-12
361.08 ft
Adjacent MH T-2
07/10/18
Full Depth
17 ft
AP-13
364.98 ft
Adjacent MH T-3
07/10/18
Auger
Refusal
7 ft
Inv/Bed: Depth to invert or stream bed from existing grade. Negative value indicate boring below Inv/Bed elevation.
X 11519400 ft X 11519520 ft X 11519640 ft
X 11519760 ft
X 11519880 ft
A 7707Y4UU rr A 7737`JJLU rr A 7707`J04U IT
k
Richmond Road, Albemarle County, Virginia
b VEPC Project No: PTL-172379 J-46
a Date of Exploration: 6/20/18 - 7/12/18
a
EPSG:2925 NAD83(HARN) / Virginia South (ftUS)
Paper Size: 11"xl7" 450 dpi She
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60 0 60 120 ft
Scale: 1 = 720 or 1 in = 60ft Rotation: 0 deg. clockwise
aaaU rr
— _ .. _
Background obtained from OpenStreetMap. Site plans prepared by Alan Franklin PE, LLC
(4/26/18). Boring locations, elevation profile, and sanitary sewer profile provided by Blossom
Consulting and Engineering, Inc (11/3/17). Locations and elevations are approximate.
co
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Test Boring
Atlas Grid
Future Sanitary Sewer
Station No.
100 ft
I loft
Future Sewer Profile
B
Existing Contour
10 ft Contour
1 ft Contour
Elevation Grid
Existing Topo
- 328 ft
0 340 ft
0 352 ft
0 364 ft
0 376 ft
0 388 ft
- 400 ft
VEVIOLA ENGINEERING, PC
Geotechnical • Geophysical • Construction • Materials
P.O. Box 575 Broadway, Virginia 22815
(540) 434-0400 fax: (540) 434-0447
Test Boring Location Plan Sheet: 8 of 11
Rivanna Village Phase 2 (Blocks F, G, H, I, & J)
Overview Scale: 1 = 10800 or 1 in = 900ft — —
41.
6 10 . 1
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Name
Elevation
Description
Inv/Bed
Drill Date
Condition
Termination
B-05
333.35 ft
Wet Swale
07/09/18
Auger
Refusal
12 ft
AP-09
336.01 ft
Adjacent MH B-1
07/10/18
Full Depth
5 ft
AP-10
336.21 ft
Adjacent MH B-2
07/10/18
Full Depth
5 ft
Inv/Bed: Depth to invert or stream bed from existing grade. Negative value indicate boring below Inv/Bed elevation.
X 11519400 ft X 11519520 ft X 11519640 ft
X 11519760 ft
X 11519880 ft
A 1107y06U Tr A 77OL000U n
d
D
Richmond Road, Albemarle County, Virginia
VEPC Project No: PTL-172379
k Date of Exploration: 6/20/18 - 7/12/18
N EPSG:2925 NAD83(HARN) / Virginia South (ftUS)
Paper Size: 11"xl7" 450 dpi
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Terrapin Trace Sheet: 29
Contech Bridge Multiplate Steel
Arch on Concrete Strip Footing 46fr
Span: 14 ft Rise: 4.67 ft Length: 74 ft
Invert/Stream Bed In: 362 ft
Invert/Stream Bed Out: 360 ft
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by Consulting and Engineering, Inc (11/3/17). Locations and elevations are approximate.
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Test Boring
N� Notes
Atlas Grid
Future Sanitary Sewer
Station No.
100 ft
I loft
Future Sewer Profile
R
R4-1
Existing Contour
10 ft Contour
1 ft Contour
OpenStreetMap
Line
roads
primary & trunk
primary & trunk
500 - 1000
minor street
500 - 1000
VEVIOLA ENGINEERING, PC
Geotechnical • Geophysical • Construction • Materials
P.O. Box 575 Broadway, Virginia 22815
(540) 434-0400 fax: (540) 434-0447
Test Boring Location Plan Sheet: 9 of 11
Rivanna Village Phase 2 (Blocks F, G, H, I, & J)
Overview Scale: 1 = 10800 or 1 in = 900ft —
`� I e.-.........--
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Name
Elevation
Description
Inv/Bed
Drill Date
Condition
Termination
B-08a
362 ft
Bridge Foundation
1 ft
06/22/18
Full Depth
25.5 ft
B-08c
362 ft
Bridge Foundation
1 ft
06/22/18
Full Depth
25.5 ft
B-08e
360.93 ft
Retaining Wall
-0.07 ft
06/22/18
Full Depth
15.5 ft
B-08g
363.27 ft
Retaining Wall
2.27 ft
06/22/18
Full Depth
15.5 ft
B-08h
363.06 ft
Retaining Wall
2.06 ft
06/21/18
Full Depth
25.5 ft
AP-18
366.09 ft
Adjacent MH R4-1
07/10/18
Full Depth
5 ft
AP-19
364.45 ft
Adjacent MH R-4
07/11/18
Full Depth
7 ft
Inv/Bed: Depth to invert or stream bed from existing grade. Negative value indicate boring below Inv/Bed elevation.
(11519880 ft X 11520000 ft X 11520120 ft
X 11520240 ft
X 11520360 ft
A 7707`J36U rr A 77OL000U rr
Richmond Road, Albemarle County, Virginia
k VEPC Project No: PTL-172379 L362f�
Date of Exploration: 6/20/18 - 7/12/18
EPSG:2925 NAD83(HARN) / Virginia South (ftUS) ^c
h Paper Size: 11"xl7" 450 dpi
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60 0 60 120 ft Background obtained from OpenStreetMap. Site plans prepared by Alan Franklin PE, LLC
(4/26/18). Boring locations, elevation profile, and sanitary sewer profile provided by Blossom
Scale: 1 = 720 or 1 in = 60ft Rotation: 0 deg. clockwise 5 U p Consulting and Engineering, Inc (11/3/17). Locations and elevations are approximate.
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Legend
Borings
Auger Probe
Test Boring
Atlas Grid
Future Sanitary Sewer
Station No.
100 ft
I loft
Future Sewer Profile
T
T7-1
Existing Contour
loft Contour
1 ft Contour
OpenStreetMap
Line
roads
minor street
500 - 1000
Elevation Grid
Existing Topo
- 328 ft
0 340 ft
0 352 ft
VEVIOLA ENGINEERING, PC
Geotechnical • Geophysical • Construction • Materials
P.O. Box 575 Broadway, Virginia 22815
(540) 434-0400 fax: (540) 434-0447
Test Boring Location Plan Sheet: 10 of 11
Rivanna Village Phase 2 (Blocks F, G, H, I, & J)
Overview Scale: 1 = 10800 or 1 in = 900ft — -
ch�
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Name
Elevation
Description
Inv/Bed
Drill Date
Condition
Termination
B-08b
360.18 ft
Bridge Foundation
-0.82 ft
06/25/18
Full Depth
15 ft
B-08d
360.4 ft
Bridge Foundation
-0.6 ft
06/25/18
Full Depth
25.5 ft
B-08f
361.32 ft
Retaining Wall
0.32 ft
06/25/18
Full Depth
15.5 ft
B-09a
394.02 ft
Borrow Area
06/20/18
Full Depth
20.5 ft
B-09c
382.45 ft
Borrow Area
06/20/18
Full Depth
25.5 ft
AP-17
370.42 ft
Adjacent MH T-5
07/10/18
Full Depth
17 ft
AP-01
394.2 ft
Adjacent MH T7-1
06/21/18
Full Depth
14 ft
AP-02
395.93 ft
Between MH T7-1 & MH T-7
06/21/18
Full Depth
15 ft
AP-03
393.99 ft
Adjacent MH T-7
06/21/18
Full Depth
18 ft
AP-07
383.39 ft
Between MH T-7 & MH T-6
06/21/18
Full Depth
15 ft
AP-08
373.77 ft
Adjacent MH T-6
06/21/18
Full Depth
13 ft
AP-16
366.15 ft
Between MH T-4 & MH T-5
07/10/18
Auger
Refusal
5 ft
Inv/Bed: Depth to invert or stream bed from existing grade. Negative value indicate boring below Inv/Bed elevation.
C 11519880 ft X 11520000 ft X 11520120 ft X 11520240 ft X 11520360 ft
X 11520360 ft
X 11520480 ft
X 11520600 ft
X 11520720 ft
X 11520840 ft
Richmond Road, Albemarle County, Virginia
k VEPC Project No: PTL-172379
Date of Exploration: 6/20/18 - 7/12/18
n EPSG:2925 NAD83(HARN) / Virginia South (ftUS)
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Background obtained from OpenStreetMap. Site plans prepared by Alan Franklin PE, LLC
(4/26/18). Boring locations, elevation profile, and sanitary sewer profile provided by Blossom
Consulting and Engineering, Inc (11/3/17). Locations and elevations are approximate.
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Legend
Borings
Auger Probe
Test Boring
Atlas Grid
Future Sanitary Sewer
Station No.
100 ft
I loft
Future Sewer Profile
T
Existing Contour
10 ft Contour
1 ft Contour
OpenStreetMap
Line
roads
primary & trunk
primary & trunk
500 - 1000
minor street
500 - 1000
Elevation Grid
Existing Topo
- 328 ft
0 340 ft
VEVIOLA ENGINEERING, PC
Geotechnical • Geophysical • Construction • Materials
P.O. Box 575 Broadway, Virginia 22815
(540) 434-0400 fax: (540) 434-0447
Test Boring Location Plan Sheet: 11 of 11
Rivanna Village Phase 2 (Blocks F, G, H, I, & J)
Overview Scale: 1 = 10800 or t in = 900ft - -- -
•ch�.
' •' 3 �� 5 10 1 t
44Ici'"'7 '
1 �. I INIE11 eRE11KD0Ym:
Name
Elevation
Description
Inv/Bed
Drill Date
Condition
Termination
B-09b
381.66 ft
Borrow Area
06/20/18
Full Depth
20.5 ft
AP-04
389.06 ft
Adjacent MH T-8
06/21/18
Full Depth
loft
AP-05
398.3 ft
-50 ft NE of MH T-8
06/21/18
Full Depth
15 ft
AP-06
400 ft
-100 ft NE of MH T-8
06/21/18
Full Depth
20 ft
Inv/Bed: Depth to invert or stream bed from existing grade. Negative value indicate boring below Inv/Bed elevation.
X 11520360 ft X 11520480 ft X 11520600 ft
X 11520720 ft
X 11520840 ft
Reference Notes for Boring Logs
VIOLA ENGINEERING, PC
)I
VIOLA ENGINEERING, PC
Geotechnical • Geophysical • Construction • Materials
REFERENCE NOTES FOR BORING LOGS
Correlation ofSPT Values to Soil Proverties
Coarse Grained Soils
Fine Grained Soils
Unconfined
Compressive
N60(bpfl
Relative Density
N60(bpfl
Consistency
Strength h (tsf)
0 to 3
Very Loose
0 to 1
Very Soft
<0.25
4 to 9
Loose
2 to 4
Soft
0.25 to 0.5
10 to 29
Medium Dense
5 to 8
Firm
0.5 to 1.0
30 to 50
Dense
9 to 15
Stiff
1.0 to 2.0
Over 50
Very Dense
16 to 30
Very Stiff
2.0 to 4.0
31 to 60
Hard
>4.0
Over 60
Very Hard
Note: When SPT values of more than 60 are
obtained for material which has retained the mineralogy and
the structure of parent rock, the stratum is termed "weathered
rock".
Particle Size Identification
Boulders 12 inches or greater
Cobbles 3 inches to 12 inches
Gravel.
Coarse 3/4 inch to 3 inches
Fine #4 sieve to 3/4 inch
Proportion Identification
Trace
1 to 5%
Few
5 to 15%
Little
15 to 29%
Some
30 to 49%
Mostly
50 to 100%
Sand.
Coarse #10 sieve to #4 sieve
Rock
Quality Designation
Medium #40 sieve to #10 sieve
lz D
Quality Classification
Fine #200 sieve to #40 sieve
<25%
Very Poor
Fines Passing #200 sieve
25-50%
Poor
50-75%
Fair
Other Terminology Used on Boring Logs
75-90%
Good
MC Moisture content (%)
>90%
Excellent
LL Liquid limit (%)
PI Plasticity index (%)
P.P. Pocket penetrometer
DCP Dynamic cone penetrometer (15 lb. weight, 20"
free fall)
Note: Unified Soil Classification Symbols (USCS) in parentheses indicate field classification based on
ASTM D 2488.
Test Boring Logs
AMW r
VIOLA ENGINEERING, PC
0
c°
v;
0
0
0
0
r
w
Y
Engineering, PC KEY TO SYMBOLS
VEViola
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
LITHOLOGIC SYMBOLS
SAMPLER SYMBOLS
(Unified Soil Classification System)
Rock Core
GM: USCS Silty Gravel
MH
® SHALE: Shale
Split Spoon
SM: USCS Silty Sand
1
L.,T,;. TOPSOIL: Topsoil
WELL CONSTRUCTION SYMBOLS
ABBREVIATIONS
ILL - LIQUID LIMIT (%) TV - TORVANE
PI - PLASTIC INDEX (%) PID - PHOTOIONIZATION DETECTOR
W - MOISTURE CONTENT (%) UC -UNCONFINED COMPRESSION
DD - DRY DENSITY (PCF) ppm - PARTS PER MILLION
NP - NON PLASTIC
-200 - PERCENT PASSING NO. 200 SIEVE Water Level at Time
PP - POCKET PENETROMETER (TSF) Drilling, or as Shown
bgs BELOW GROUND SURFACE 1 Water Level After 24
- Hours, or as Shown
1356 N Main St. PAGE 1 OF 1
VEViola Engineering, PC BORING NUMBER B-01
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/2/18 COMPLETED 7/2/18 GROUND ELEVATION 338.1 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889065.5 EASTING 11519305.1
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
a=O
ov
0
0-0
��
C�
MATERIAL DESCRIPTION
w
o
~m
g
2z
<
o
_
w�
> C�
Ova
W
0z�
O Q
mOZ
W
�w
w y
v"
d
o.L)
Z o
A SPT N60 VALUE A
15 30 45 60
PL MC LL
I--��
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
—
TOPSOIL layer: 12"
1
100
3(16)9
24
0:
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
°
moist, (GM) layer: 2'
SS
2
100
7-14-42-45
(56)
>60
• >>
RESIDUUM: gray brown, SILTY SAND, laminated, very dense,
moist, relic rock structure, (SM) layer: 7'
>60
>>
SS
100
50
5
3
>60
>>
SS
100
50
4
>60
»
SS
100
50
5
10
>60
RESIDUUM: gray brown, SILTY SAND, laminated, very
4SS
100
50
>>
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
L6
10.5'
15
>60
100
50
>>
LSS
7
20
>60
SS
100
50
»
8
Bottom of borehole at 20.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-02
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/2/18 COMPLETED 7/2/18 GROUND ELEVATION 340 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889095.5 EASTING 11519458.2
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=0
0-0
MATERIAL DESCRIPTION
~m
g
_
w�
> 0
0z�
O Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
0
CL
❑ FINES CONTENT (%) ❑
0
20 40 60 80
—
TOPSOIL layer: 12"
SS
100
2-3-4-4
11
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
1
(7)
°
moist, (GM) layer: 2'
SS
100
2-7-7-8
21
•
RESIDUUM: orange brown, SILTY SAND, laminated, moist, relic
2
(14)
rock structure, (SM) layer: 2'
SS
3
100
15-26 50
(76)
5
>60
• >>
RESIDUUM: gray brown, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
SS
100
50
15.5'
>60
>>
4
>60
»
SS
100
50
5
10
>60
SS
100
50
»
6
15
>60
100
50
>>
LSS
7
20
>60
SS
100
50
»
8
Bottom of borehole at 20.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-03
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/2/18 COMPLETED 7/2/18 GROUND ELEVATION 345.1 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889300.1 EASTING 11519187.9
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
°
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=O
0-0
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
O Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
—
TOPSOIL layer: 12"
SS
75
4-5-6-6
17
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
1
(11)
°
medium dense to very dense, moist, relic rock structure, (GM)
layer: 4.5'
2S
100
6-6-5-5
17
1111
o °
( )
SS
3
100
7-36-40-40
(76)
5
°
>60
RESIDUUM: gray brown, SILTY SAND, laminated, very
SS
100
50
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
>60
»
15,
4
>60
»
SS
100
50
5
10
>60
SS
100
50
>>
6
15
>60
SS
100
50
>>
L7
20
>60
SS
100
50
>>
8
Bottom of borehole at 20.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-04a
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/9/18 COMPLETED 7/9/18 GROUND ELEVATION 348 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3888716.2 EASTING 11518711.2
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=O
0-0
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
O Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
—
TOPSOIL Approximate_In_vert or Stream_ Bed Elevation. layer: 6"
RESIDUUM: gray brown, SILTY SAND, laminated, very dense,
SS
100
2 �6)32
9
•
dry, weathered phyllite, vertically bedded, (SM) layer: 10'
SS
100
2-2-3-4
8
2
(5)
5
>60
SS
3
100
1017-34-
50
(51)
>60
>>
100
50
LSS
4
>60
»
SS
100
50
5
10
>60
SS
100
50
»
L6
Bottom of borehole at 10.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-04b
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/9/18 COMPLETED 7/9/18 GROUND ELEVATION 348.9 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3888705.1 EASTING 11518655.0
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=O
0-0
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
O Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
° °
medium dense, moist, (GM) layer: 2'
SS
75
5-4-3-4
11
•
----------------------------
1
(7)
Approximate Invert or Stream Bed Elevation.
RESIDUUM: orange brown, SILTY SAND, laminated, very loose
to medium dense, moist, relic rock structure, (SM) layer: 4.5'
SS
75
2-1-1-2
3
•
2
(2)
3S
100
2 ($) 6
5
12
>60
• »
4S
100
8 (90) 0
RESIDUUM: gray brown, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
4'
SS
100
50
>60
>>
5
10
>60
SS
100
50
>>
6
Bottom of borehole at 10.5' bgs
Backfilled with auger cuttings.
1356 N Main St. PAGE 1 OF 1
VEViola Engineering, PC BORING NUMBER B-04C
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/9/18 COMPLETED 7/9/18 GROUND ELEVATION 351.1 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3888658.9 EASTING 11518755.8
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
a=O
ov
0
0-0
��
C�
MATERIAL DESCRIPTION
w
o
~m
g
2z
<
o
_
w�
> C�
Ova
W
0z�
O Q
mOZ
W
�w
w y
v"
d
2
o.L)
Z o
A SPT N60 VALUE A
15 30 45 60
PL MC LL
I--��
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
'*,-*-,*'—,,_TOPSOIL
layer: 6"
1 SS
100
-10-14-16
5(24)
36
•
° °
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
dense to very dense, moist, (GM) layer: 3'
2S
67
15-385-50
( )
°
>60
• >>
5
>60
»
RESIDUUM: gray brown, SILTY SAND, laminated, very
dense, d_ry,_we_athered phyllite, vertically bedded, —d, (SM) layer: — I
—
pproximate Invert or Stream Bed Elevation.
SS
3
100
50
>60
»
SS
100
50
4
>60
>>
SS
100
50
5
10
>60
SS
100
50
>>
L 6
Bottom of borehole at 10.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-04d
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/9/18 COMPLETED 7/9/18 GROUND ELEVATION 353.5 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3888615.8 EASTING 11518808.3
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
°
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=0
o- 0
MATERIAL DESCRIPTION
~m
g
_
w�
> 0
O 0z�
Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
0
CL
❑ FINES CONTENT (%) ❑
0
20 40 60 80
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
° °
medium dense, moist, (GM) layer: 4.5'
SS
100
7-5-6-5
17
1
(11)
83
3-412-10
° °
18
2S
()
SS
3
75
8-22-33-50
(55)
5
o 10A
>60
RESIDUUM: purple brown, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer: 6'
----------------------------
Approximate Invert or Stream Bed Elevation.
>60
>>
SS
100
50
4
>60
»
SS
100
50
5
10
>60
SS
100
50
>>
L6
Bottom of borehole at 10.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-04e
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/6/18 COMPLETED 7/6/18 GROUND ELEVATION 351.5 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3888740.5 EASTING 11518634.2
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=O
o- O
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
°
dense, moist, (GM) layer: 2'
SS
92
2- -11 )18
33
•
RESIDUUM: gray brown, SILTY SAND, laminated, very
10-17-33-
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
SS
75
50
>60
•
8.5'
2
(50)
Approximate Invert or Stream Bed Elevation.
>60
>>
SS
100
50
5
3
>60
>>
SS
100
50
4
>60
»
SS
100
50
L5
10
>60
SS
100
50
>>
L6
Bottom of borehole at 10.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-04f
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/9/18 COMPLETED 7/9/18 GROUND ELEVATION 351.8 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3888680.7 EASTING 11518669.4
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=O
0-0
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
O Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
° °
medium dense, moist, (GM) layer: 4'
SS
67
5-8-9-10
26
1
(17)
88
12-1176-16
00
26
9
2S
()
RESIDUUM: orange brown, SILTY SAND, laminated, very r
�`
10-20-21-
5
dense, dry, weathered phyllite, vertically bedded, (SM) layer:_ _I
Rxroximate Invert or Stream Bed Elevation.
SS
3
100
23
(41)
>60
100
19(74-50
>60
>>
4S
>60
»
SS
100
50
5
10
>60
SS
100
50
>>
L6
Bottom of borehole at 10.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-05
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/9/18 COMPLETED 7/9/18 GROUND ELEVATION 333.3 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3888719.5 EASTING 11519440.9
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV Z-7 AT TIME OF DRILLING 12.00 ft / Elev 321.30 ft
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
2
15 30 45 60
PL MC LL
I--��
a=O
0-0
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
O Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
'*,-*-,*'—,,_TOPSOIL
layer: 6"
o
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND, loose
SS
83
2 �6)4-4
9
•
0
to dense, moist, (GM) layer: 3'
SS
83
2-2-20-21
0 o
33
•
2
(22)
RESIDUUM: gray brown, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
5
8.5'
3S
79
9-9-3) 35
>60
>60
• >>
89
27 50
4S
(78)
>60
>>
SS
100
50
5
10
>60
SS
100
50
»
6
Refusal encountered, hole terminated. at 12.0'.
Bottom of borehole at 12.0' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-06a
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/28/18 COMPLETED 6/28/18 GROUND ELEVATION 344.7 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889341.9 EASTING 11519641.5
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV Z-7 AT TIME OF DRILLING 20.50 ft / Elev 324.20 ft
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
°
A SPT N60 VALUE A
o
°
W
15 30 45 60
PL MC LL
I--��
a=O
0-0
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z-1
O Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
—
TOPSOIL layer: 12"
SS
58
2-2-4-4
9
•
°—X
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
1
(6)
`loose, moist, (GM)layer: 4'_______________ J
Approximate Invert or Stream Bed Elevation.
SS
2-1-5-3
o °
<
X
2
83
(6)
9
•
SS
3
79
2-2-4-5
(6)
5
9
RESIDUUM: orange brown, SILTY SAND, laminated, medium
dense, moist, relic rock structure, (SM) layer: 4'
88
3468
15
4S
(0)
SS
100
6-8-12-16
30
•
RESIDUUM: gray brown, SILTY SAND, laminated, dense to
5
(20)
10
very dense, dry, weathered phyllite, vertically bedded, (SM)
layer:16.5'
SS
75
-11-18-22
44
•
6
(29)
15
SS
15-24-24-
7
83
30
>60
(48)
20
Q
>60
SS
100
50
>>
_
8
25
>60
SS
100
50
»
9
Bottom of borehole at 25.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-06b
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/29/18 COMPLETED 6/29/18 GROUND ELEVATION 344.7 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889288.7 EASTING 11519623.1
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV Z-7 AT TIME OF DRILLING 10.50 ft / Elev 334.20 ft
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
°
A SPT N60 VALUE A
o
°
W
15 30 45 60
PL MC LL
I--��
a=O
o- O
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
` TOPSOIL layer: 6"
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
SS
96
1-()-3
6
•
loose, moist, (GM) layer: 6.5'-X
- - - - - - - - - - - - - - - - - - - - - - - - - - --
Approximate Invert or Stream Bed Elevation.
° °
SS
75
1-2-3-3
8
•
2
(5)
S3S
83
1-3(6)-5
5
°
9
SS
100
3-9-12-12
° °
32
•
RESIDUUM: orange brown, SILTY SAND, laminated, dense to
4
(21)
very dense, moist, relic rock structure, (SM) layer: 8'
SS
100
6-9-15-25
36
•
5
(24)
10
7
-
SS
75
9-16-22-30
57
•
6
(38)
15
>60
RESIDUUM: gray brown, SILTY SAND, laminated, very
SS
100
50
>>
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
7
10.5'
20
>60
SS
100
50
>>
8
25
>60
SS
100
50
»
9
Bottom of borehole at 25.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-06C
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/2/18 COMPLETED 7/2/18 GROUND ELEVATION 344.8 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889356.7 EASTING 11519609.9
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
°
A SPT N60 VALUE A
o
°
W
15 30 45 60
PL MC LL
I--��
a=0
0-0
MATERIAL DESCRIPTION
~m
g
_
w�
> 0
0z�
O Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
0
CL
❑ FINES CONTENT (%) ❑
0
20 40 60 80
—
TOPSOIL layer: 12"
SS
83
2-3-3-4
9
°<
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND, loose
1
(6)
-X
to medium dense, moist, (GM) layer: 5' — — — — — — — — — J
— — — — — — — — — — — — — — — — —
Approximate Invert or Stream Bed Elevation.
SS
1-2-2-7
o °
<
X
2
83
(4)
6
•
SS
3
100
6-8-6-8
(14)
5
°
21
RESIDUUM: orange brown, SILTY SAND, laminated, very
9_ 0
dense, dry, relic rock structure, (SM) layer: 2'
4S
100
(69)
>60
• »
>60
>>
RESIDUUM: gray brown, SILTY SAND, laminated, very
4 SS
100
50
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
L 5
17.5'
10
>60
SS
100
50
>>
6
15
>60
100
50
>>
LSS
7
20
>60
SS
100
50
>>
8
25
>60
SS
100
50
»
9
Bottom of borehole at 25.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-06d
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/28/18 COMPLETED 6/28/18 GROUND ELEVATION 344.2 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889307.5 EASTING 11519593.0
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV Z-7 AT TIME OF DRILLING 18.00 ft / Elev 326.20 ft
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
°
A SPT N60 VALUE A
a=O
o
~m
° _
w�
W
�w
15 30 45 60
PL MC LL
0-0
MATERIAL DESCRIPTION
g
> C�
0z�
O Q
w y
o.L)
Z
I--��
ov
��
Ova
mOZ
v"
o
20 40 60 80
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
—
TOPSOIL layer: 12"
SS
83
1-2-3-3
8
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
�
1
(5)
°
loose, moist, (GM) layer: 3.5'_ _ _ _ _ _ _ _ _ _ _ _ _ _ JI
Approximate Invert or Stream Bed Elevation.
SS
1-2-3-5
o °
2
92
(5)
8
SS
3
100
4-8-8 10
(16)
5
24
RESIDUUM: orange brown, SILTY SAND, laminated, medium
dense, dry, relic rock structure, (SM) layer: 18"
RESIDUUM: gray brown, SILTY SAND, laminated, very
20 18 30-
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
SS
100
50
>60
•
19.5'
4
(48)
>60
>>
100
50
LSS
5
10
>60
SS
100
50
>>
6
15
>60
SS
100
50
>>
7
Sz
20
>60
SS
100
50
»
8
25
>60
SS
100
50
>>
9
Bottom of borehole at 25.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-06e
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/26/18 COMPLETED 6/26/18 GROUND ELEVATION 345.4 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889320.6 EASTING 11519565.1
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV Z-7 AT TIME OF DRILLING 11.00 ft / Elev 334.40 ft
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
a=O
o
~m
_
w�
W
�w
15 30 45 60
PL MC LL
0-0
MATERIAL DESCRIPTION
g
> C�
0z�
O Q
w y
o.L)
Z
I--��
ov
��
Ova
mOZ
v"
o
20 40 60 80
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
—
TOPSOIL layer: 12"
SS
79
1-2-2-2
6
•
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
1
(4)
°
moist, (GM) layer: 2'
----------------------------
Approximate Invert or Stream Bed Elevation.
SS
92
1-4-4-5
12
RESIDUUM: orange brown, SILTY SAND, laminated, moist, relic
2
(8)
rock structure, (SM) layer: 2.5'
5
3S
100
4- (1 )16
23
RESIDUUM: orange brown, SILTY SAND, laminated, dense to
very dense, dry, weathered phyllite, vertically bedded, (SM)
layer: 10.5'
SS
100
7-14-17-19
47
•
4
(31)
SS
100
8-25-20-19
>60
•
5
(45)
10
Q
53
SS
75
5-14-21-30
•
6
(35)
15
>60
SS
7
100
24-50
• : >>
Bottom of borehole at 16.0' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-06f
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/29/18 COMPLETED 6/29/18 GROUND ELEVATION 346.6 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889270.7 EASTING 11519646.1
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
a=O
o
~m
_
w�
W
�w
15 30 45 60
PL MC LL
0-0
MATERIAL DESCRIPTION
g
> C�
0z�
O Q
w y
o.L)
Z
I--��
ov
��
Ova
mOZ
v"
o
20 40 60 80
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
`
TOPSOIL layer: 6"
0 o
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
SS
58
2-(5j-3
8
•
moist, (GM) layer: 2.5'
SS
100
2-7-14-39
32
•:
RESIDUUM: orange brown, SILTY SAND, laminated, moist, relic
2
(21)
I rock structure, ISM) layer: 6"
I RESIDUUM: gray brown, SILTY SAND, laminated, very
3S
100
26-50
>60
• >>
5
I dense, dry, weathered phyllite, vertically bedded, (SM) layer:
72— -----—
Approximate Invert or Stream Bed Elevation.
>60
>>
SS
100
50
4
>60
>>
SS
100
50
5
10
>60
SS
100
50
>>
6
15
>60
SS
100
50
>>
7
Bottom of borehole at 15.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-069
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/26/18 COMPLETED 6/26/18 GROUND ELEVATION 347.3 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889394.0 EASTING 11519583.9
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV Z-7 AT TIME OF DRILLING 14.00 ft / Elev 333.30 ft
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
a=O
o
~m
_
w�
W
�w
15 30 45 60
PL MC LL
o- O
MATERIAL DESCRIPTION
g
> C�
0z�
Q
w y
o.L)
Z
I--��
ov
��
Ova
mOZ
v"
o
20 40 60 80
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
—
TOPSOIL layer: 12"
SS
92
2-2-3-3
8
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
1
(5)
°
moist, (GM) layer: 2'
SS
88
2-3-6-7
14
RESIDUUM: orange brown, SILTY SAND, laminated, medium
2
(9)
dense, moist, relic rock structure, (SM) layer: 6'
5
----------------------------
Approximate Invert or Stream Bed Elevation.
3S
83
4-614 10
()
21
92
3 12 -8
18
4S
()
SS
100
2-12-17-22
44
•:
RESIDUUM: orange brown, SILTY SAND, laminated, very
5
(29)
10
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
7
SS
100
8-14-36-38
>60
0
6
(50)
7
15
>60
SS
7
67
27-50
>>
Bottom of borehole at 16.0' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-06h
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/28/18 COMPLETED 6/28/18 GROUND ELEVATION 346 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889341.7 EASTING 11519660.4
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=O
0-0
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
O Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
—
TOPSOIL layer: 12"
SS
75
1-2-3-2
8
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
1
(5)
°
medium dense, moist, (GM) layer: 4'
----------------------------
SS
100
2-3-4-4
11
° °
Approximate Invert or Stream Bed Elevation.
2
(7)
SS
3
100
3-11-31-29
(42)
5
>60
RESIDUUM: orange brown, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
100
15-67 50
10.5'
>60
9 >>
4S
()
>60
>>
SS
100
50
5
10
>60
SS
100
50
>>
6
15
>60
SS
100
50
>>
7
Bottom of borehole at 15.5' bgs
Backfilled with auger cuttings.
1356 N Main St. PAGE 1 OF 1
VEViola Engineering, PC BORING NUMBER B-06i
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/29/18 COMPLETED 6/29/18 GROUND ELEVATION 355.6 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889360.1 EASTING 11519749.8
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
a=O
ov
0
o- O
��
C�
MATERIAL DESCRIPTION
w
o
~m
g
2z
<
o
_
w�
> C�
Ova
W
0z�
Q
mOZ
W
�w
w y
v"
d
o.L)
Z o
A SPT N60 VALUE A
15 30 45 60
PL MC LL
I--��
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
—
TOPSOIL layer: 12"
SS
1
75
2-12-36-50
(48)
>60
•
RESIDUUM: gray brown, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
14.5'SS
>60
>>
100
50
L2
>60
>>
SS
100
50
5
L3
>60
>>
SS
100
50
4
>60
»
SS
100
50
5
10
>60
SS
100
50
>>
6
----------------------------
Approximate Invert or Stream Bed Elevation.
15
>60
SS
100
50
>>
7
Bottom of borehole at 15.5' bgs
Backfilled with auger cuttings.
1356 N Main St. PAGE 1 OF 1
VEViola Engineering, PC BORING NUMBER B-06j
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/29/18 COMPLETED 6/29/18 GROUND ELEVATION 354.5 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889421.4 EASTING 11519779.4
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
a=O
ov
0
0-0
��
C�
MATERIAL DESCRIPTION
w
o
~m
g
2z
<
o
_
w�
> C�
Ova
W
0z-1
o Q
mo>
"
W
�w
w y
v"
d
o.�
Z o
A SPT N60 VALUE A
15 30 45 60
PL MC LL
I--��
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
—
TOPSOIL layer: 6"
—x
SS
1
2-9-50
(59)
>60
»
RESIDUUM: gray brown, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
15'
>60
>>
SS
50
2
>60
>>
SS
50
5
3
>60
>>
SS
50
4
>60
>>
SS
50
5
10
>60
SS
50
>>
6
----------------------------
Approximate Invert or Stream Bed Elevation.
15
>60
SS
50
>>
7
Bottom of borehole at 15.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-07a
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/26/18 COMPLETED 6/26/18 GROUND ELEVATION 349.2 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889698.3 EASTING 11519274.2
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
2
15 30 45 60
PL MC LL
I--��
a=O
o- O
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
'*,-*-,*'—,,_TOPSOIL
layer: 6"
0
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
SS
63
1-() 2
6
•
0
loose, moist, (GM) layer: 4.5'
SS
63
2-2-3-3
0 0
8
•
2
(5)
SS
3
96
2-6-19-21
(25)
5
0 0
38
RESIDUUM: purple brown, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
100
16-76 50
20.5'
>60
9 >>
4S
()
>60
>>
SS
100
50
5
10
>60
SS
100
50
>>
6
15
>60
SS
100
50
>>
L7
20
>60
SS
100
50
>>
8
25
>60
SS
100
50
>>
9
Bottom of borehole at 25.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-07b
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/5/18 COMPLETED 7/5/18 GROUND ELEVATION 348.9 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889666.3 EASTING 11519265.2
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=O
o- O
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
` TOPSOIL layer: 6"
o
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND, loose
SS
75
2-2-4-4
9
•
0
to medium dense, moist, (GM) layer: 4.5'
SS
75
3-3-5-10
0 o
12
2
(8)
SS
3
83
4-4-5-5
(9)
5
0 °
14
RESIDUUM: orange brown, SILTY SAND, laminated, moist, relic
rock structure, (SM) layer: 2'
SS
100
5-12-16-22
42
•
RESIDUUM: purple brown, SILTY SAND, laminated, very
4
(28)
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
SS
78
17 50
18.5'
>60
• >>
(88)
10
>60
SS
100
50
>>
6
15
>60
100
50
>>
LSS
7
20
>60
SS
100
50
>>
8
25
>60
SS
100
50
>>
9
Bottom of borehole at 25.5' bgs
Backfilled with auger cuttings.
1356 N Main St. PAGE 1 OF 1
VEViola Engineering, PC BORING NUMBER B-07C
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/26/18 COMPLETED 6/26/18 GROUND ELEVATION 349.1 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889679.2 EASTING 11519302.1
DRILLING METHOD 3 1/4" HSA/NQ Core GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
a=O
ov
0
0-0
��
C�
MATERIAL DESCRIPTION
w
o
~m
g
2z
<
o
_
w�
> C�
Ova
W
0z-1
O Q
moZ
W
�w
w y
v"
d
o.�
Z o
A SPT N60 VALUE A
15 30 45 60
PL MC LL
I--��
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
—
TOPSOIL layer: 12"
SS
1
50
1-3-2-4
(5)
8
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
°
loose, moist, (GM) layer: 4'
° °
<
x
SS
2
79
3-2-3-5
(5)
8
SS
3
100
6-16-15-14
(31)
5
47
RESIDUUM: gray brown, SILTY SAND, laminated, moist, relic
rock structure, (SM) layer: 2'
SS
4
100
6-11-24-40
(35)
53
•
RESIDUUM: gray brown, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
3'
>60
• >>
SS
5
100
38-50
10
Moderately weathered, thin bedded, light to dark gray,
PHYLLITE, intensely fractured, [Candler Formation] moderately
hard layer: 10'
RC
90
6
(0)
15
RC
100
7
(0)
9
20
Bottom of borehole at 20.0' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-07d
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/5/18 COMPLETED 7/5/18 GROUND ELEVATION 348.7 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889644.4 EASTING 11519292.3
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=O
o- O
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
—
TOPSOIL layer: 9"
SS
83
2 )-5
11
°
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
°
moist, (GM) layer: 2.3'
SS
75
3-3-4-5
11
:orange brown, SILTY SAND, laminated, moist, relic
2
(7)
rock structure, (SM) layer: 2'
5
SS
3
75
6-17-28-50
(45)
>60
RESIDUUM: purple brown, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
4
4
83
45-50
20.5'
>60
• >>
>60
>>
SS
100
50
5
10
>60
SS
100
50
>>
6
15
>60
SS
100
50
>>
L7
20
>60
SS
100
50
>>
8
25
>60
SS
100
50
>>
9
Bottom of borehole at 25.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-07e
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/26/18 COMPLETED 6/26/18 GROUND ELEVATION 351.7 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889727.5 EASTING 11519250.8
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=O
o- O
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
`
TOPSOIL layer: 6"
° °
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND, loose
SS
75
2-2
1 ) 2
6
•
to medium dense, moist, (GM) layer: 6.5'
----------------------------
Approximate Invert or Stream Bed Elevation.
° °
SS
71
2-2-5-2
11
•
2
(7)
S3S
88
2- -4 10
5
0 °
11
° °
>60
>>
72
16(84-50
4S
)
RESIDUUM: purple brown, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer: 8.5'
SS
100
50
>60
»
5
10
>60
SS
100
50
>>
6
15
>60
SS
100
50
>>
7
Bottom of borehole at 15.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-07f
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/25/18 COMPLETED 6/25/18 GROUND ELEVATION 351.2 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889674.7 EASTING 11519331.1
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=O
o- O
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
`
TOPSOIL layer: 6"
0 o
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
SS
75
1-()-3
6
•
`loose, moist, (GM) layer: 2.5' _ _ _ _ _ _ _ _ _ _ _ _ _ _ - -X
Approximate Invert or Stream Bed Elevation.
SS
92
2-4-6-16
15
•
RESIDUUM: orange brown, SILTY SAND, laminated, moist, relic
2
(10)
rock structure, (SM) layer: 12"
RESIDUUM: gray brown, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
3S
100
5-50
5
>60
>>
11.5'
>609
>>
SS
100
50
4
>60
>>
SS
100
50
5
10
>60
SS
100
50
>>
6
15
>60
SS
100
50
>>
7
Bottom of borehole at 15.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-079
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/5/18 COMPLETED 7/5/18 GROUND ELEVATION 351 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889671.2 EASTING 11519216.5
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
°
A SPT N60 VALUE A
o
°
W
15 30 45 60
PL MC LL
I--��
a=O
o- O
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
—
TOPSOIL layer: 12"
SS
83
2-3-3-4
9
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
1
(6)
°
medium dense, moist, (GM) layer: 5'_ _ _ _ _ _ _ _ _ _ _ J
Approximate Invert or Stream Bed Elevation.
SS
3-4-4-7
o °
2
79
(8)
12
•
SS
3
13
3-4-5-6
(9)
5
o °
14
RESIDUUM: purple brown, SILTY SAND, laminated, dense,
moist, relic rock structure, (SM) layer: 2'
SS
75
6-11-14-40
38
•
4
(25)
RESIDUUM: purple brown, SILTY SAND, laminated, very
S5
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
89
23(900)50
>60
• >>
7.5'
10
>60
SS
100
50
>>
6
15
>60
SS
100
50
>>
7
Bottom of borehole at 15.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-07h
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/3/18 COMPLETED 7/3/18 GROUND ELEVATION 349.4 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889603.5 EASTING 11519308.1
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=O
0-0
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z-1
O Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
—
TOPSOIL layer: 12"
SS
92
2-2-2-3
6
•
RESIDUUM: tan brown, SILTY GRAVEL WITH SAND, loose,
1
(4)
°
moist, (GM) layer: 4'
x
SS
92
2-2-2-2
6
•
° °
<
2
(4)
SS
3
100
1-2-7-8
(9)
5
14
RESIDUUM: orange brown, SILTY SAND, laminated, moist, relic
rock structure, (SM) layer: 12"
RESIDUUM: purple brown, SILTY SAND, laminated, very
SS
9-35 45-50
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
4
75
(80)
>60
• >>
9.5'
>60
>>
SS
100
50
5
10
>60
SS
100
50
>>
6
15
>60
SS
100
50
>>
7
Bottom of borehole at 15.5' bgs
Backfilled with auger cuttings.
1356 N Main St. PAGE 1 OF 1
VEViola Engineering, PC BORING NUMBER B-08a
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/22/18 COMPLETED 6/22/18 GROUND ELEVATION 362 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889829.5 EASTING 11520114.2
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV Z-7 AT TIME OF DRILLING 11.00 ft / Elev 351.00 ft
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
a=0
ov
0
o- 0
��
C�
MATERIAL DESCRIPTION
w
o
~m
g
2z
<
o
_
w�
> 0
Ova
W
O 0z�
Q
mOZ
W
�w
w y
v"
0
CL
o.L)
Z o
A SPT N60 VALUE A
15 30 45 60
PL MC LL
I--��
20 40 60 80
❑ FINES CONTENT (%) ❑
20 40 60 80
—
TOPSOIL Approximate Invert or Stream Bed Elevation. layer: 12"
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
RESIDUUM: red brown, SILTY SAND, laminated, moist, relic -X
SS
1
71
1-1-3-4
(4)
6
rock structure, (SM) layer: 2'
SS
2
100
4-6-15-14
(21)
32
RESIDUUM: gray brown, SILTY SAND, laminated, very
5
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
22.5'
>60
>60
• >>
3S
100
9-50
>>
SS
100
50
4
>60
>>
SS
100
50
5
10
>60
SS
100
50
>>
SZ
6
15
>60
100
50
>>
LSS
7
20
>60
SS
100
50
>>
8
25
>60
SS
100
50
>>
9
Bottom of borehole at 25.5' bgs
Backfilled with auger cuttings.
1356 N Main St. PAGE 1 OF 1
VEViola Engineering, PC BORING NUMBER B-08b
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/25/18 COMPLETED 6/25/18 GROUND ELEVATION 360.2 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889788.0 EASTING 11520081.5
DRILLING METHOD 3 1/4" HSA/NQ Core GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
a=O
ov
0
0-0
��
C�
MATERIAL DESCRIPTION
w
o
~m
g
2z
<
o
_
w�
> C�
Ova
W
0z�
O Q
mOZ
W
�w
w y
v"
d
o.L)
Z o
A SPT N60 VALUE A
15 30 45 60
PL MC LL
I--��
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
`
TOPSOIL layer: 6"
SS
67
1 �3)2-3
5
0 o
RESIDUUM: red orange, SILTY GRAVEL WITH SAND, loose,
moist, (GM) layer: 2'
SS
2
100
5-15-22-19
(37)
56
RESIDUUM: gray brown, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
5
2.5'
>60
• >>
SS
3
100
25-50
Highly weathered, gray brown, PHYLLITE, intensely
fractured, [Candler Formation] moderately hard layer: 5'
RC
100
4
(8)
10
Moderately weathered, light gray, PHYLLITE, intensely
fractured, [Candler Formation] moderately hard layer: 5'
RC
100
5
(47)
15
Bottom of borehole at 15.0' bgs
Backfilled with auger cuttings.
1356 N Main St. PAGE 1 OF 1
VEViola Engineering, PC BORING NUMBER B-08C
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/22/18 COMPLETED 6/22/18 GROUND ELEVATION 362 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889821.1 EASTING 11520125.6
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
a=0
ov
0
o- 0
��
C�
MATERIAL DESCRIPTION
w
o
~m
g
2z
<
°
° _
w�
> 0
Ova
W
O 0z�
Q
mOZ
W
�w
w y
v"
0
CL
o.L)
Z o
A SPT N60 VALUE A
15 30 45 60
PL MC LL
I--��
20 40 60 80
❑ FINES CONTENT (%) ❑
20 40 60 80
` TOPSOIL layer: 6"
SS
1
54
1-1-1-1
(2)
3
•
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND, very
loose to loose, moist, (GM) layer: 4.5' — — — — — — — --1
`----------------——
° °
Approximate Invert or Stream Bed Elevation.
° °
SS
2
100
1-2-2-2
(4)
6
•
SS
3
83
4-5-38-50
(43)
5
°
>60
RESIDUUM: gray brown, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
20.5'
>60
>>
SS
100
50
4
>60
>>
SS
100
50
5
10
>60
SS
100
50
>>
6
15
>60
100
50
>>
LSS
7
20
>60
SS
100
50
>>
8
25
>60
SS
100
50
>>
9
Bottom of borehole at 25.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-08d
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/25/18 COMPLETED 6/25/18 GROUND ELEVATION 360.4 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889775.1 EASTING 11520089.2
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=0
0-0
MATERIAL DESCRIPTION
~m
g
_
w�
> 0
0z�
O Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
0
CL
❑ FINES CONTENT (%) ❑
0
20 40 60 80
` TOPSOIL layer: 6"
o
RESIDUUM: red orange, SILTY GRAVEL WITH SAND, loose to
SS
88
1-24)-3
6
•
0
medium dense, moist, (GM) layer: 3.5'
SS
100
3-4-9-20
0 o
20
•
2
(13)
>60
0 >>
RESIDUUM: gray brown, SILTY SAND, laminated, very
SS
100
16-50
5
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
21.5'
3
>60
>>
SS
100
50
4
>60
>>
SS
100
50
5
10
>60
SS
100
50
»
6
15
>60
SS
100
50
>>
L7
20
>60
SS
100
50
>>
8
25
>60
SS
100
50
>>
L 9
Bottom of borehole at 25.5' bgs
Backfilled with auger cuttings.
1356 N Main St. PAGE 1 OF 1
VEViola Engineering, PC BORING NUMBER B-08e
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/22/18 COMPLETED 6/22/18 GROUND ELEVATION 360.9 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889800.7 EASTING 11520053.6
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
a=0
ov
0
o_ 0
��
C�
MATERIAL DESCRIPTION
w
o
~m
g
2z
<
o
_
w�
> 0
Ova
W
0z�
O Q
mOZ
W
�w
w y
v"
0
CL
o.L)
Z o
A SPT N60 VALUE A
15 30 45 60
PL MC LL
I--��
20 40 60 80
❑ FINES CONTENT (%) ❑
20 40 60 80
—
TOPSOIL layer: 6"
SS
88
1-8-3��0
17
•
RESIDUUM: tan orange, SILTY GRAVEL WITH SAND, moist,
(GM) layer: 6"
>60
• >>
RESIDUUM: gray brown, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
SS
2
100
50
14.5'
>60
>>
SS
100
50
5
3
>60
>>
SS
100
50
4
>60
»
SS
100
50
5
10
>60
SS
100
50
»
6
15
>60
SS
100
50
»
7
Bottom of borehole at 15.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-08f
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/25/18 COMPLETED 6/25/18 GROUND ELEVATION 361.3 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889747.7 EASTING 11520080.9
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=0
0-0
MATERIAL DESCRIPTION
~m
g
_
w�
> 0
0z�
O Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
0
CL
❑ FINES CONTENT (%) ❑
0
20 40 60 80
=
TOPSOILlayer:6"___________________�
o
Approximate Invert or Stream Bed Elevation.
SS
83
1 (7)12
11
0
RESIDUUM: red brown, SILTY GRAVEL WITH SAND, medium
dense, moist, (GM) layer: 18"
SS
92
-12-38-
1250
>60
•
RESIDUUM: gray brown, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
2
(50)
13.5'
SS
3
100
25-50
5
>60
>60
• >>
>>
SS
100
50
4
>60
»
SS
100
50
5
10
>60
SS
100
50
>>
6
15
>60
SS
100
50
>>
7
Bottom of borehole at 15.5' bgs
Backfilled with auger cuttings.
1356 N Main St. PAGE 1 OF 1
VEViola Engineering, PC BORING NUMBER B-089
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/22/18 COMPLETED 6/22/18 GROUND ELEVATION 363.3 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889847.9 EASTING 11520100.8
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
a=0
ov
0
0-0
��
C�
MATERIAL DESCRIPTION
w
o
~m
g
2z
<
o
_
w�
> 0
Ova
W
0z�
O Q
mOZ
W
�w
w y
v"
0
CL
o.L)
Z o
A SPT N60 VALUE A
15 30 45 60
PL MC LL
I--��
20 40 60 80
❑ FINES CONTENT (%) ❑
20 40 60 80
`
TOPSOIL layer: 6"
SS
92
1-()-3
6
0 o
RESIDUUM: red orange, SILTY GRAVEL WITH SAND, loose,
moist, (GM) layer: 2.5'
SS
2
92
8-15-36-50
(51)
Approximate Invert or Stream Bed Elevation.
>60
• : »
RESIDUUM: gray brown, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
SS
3
89
24-25-50
(75)
5
12.5'
>60
• »
>60
>>
SS
100
50
4
>60
>>
SS
100
50
5
10
>60
SS
100
50
>>
6
15
>60
SS
100
50
>>
7
Bottom of borehole at 15.5' bgs
Backfilled with auger cuttings.
1356 N Main St. PAGE 1 OF 1
VEViola Engineering, PC BORING NUMBER B-08h
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/21/18 COMPLETED 6/21/18 GROUND ELEVATION 363.1 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889814.3 EASTING 11520146.9
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
a=0
ov
0
0-0
��
C�
MATERIAL DESCRIPTION
w
o
~m
g
2z
<
o
_
w�
> 0
Ova
W
0z�
O Q
mOZ
W
�w
w y
v"
0
CL
2
o.L)
Z o
A SPT N60 VALUE A
15 30 45 60
PL MC LL
I--��
20 40 60 80
❑ FINES CONTENT (%) ❑
20 40 60 80
` TOPSOIL layer: 6"
SS
100
1 �5)3-3
8
0 0
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
loose, moist, (GM) layer: 2'
Approximate Invert or Stream Bed Elevation
15
•
2S
88
3 ���� 0
RESIDUUM: tan orange, SILTY SAND, laminated, medium
dense, moist, relic rock structure, (SM) layer: 18"
5
>60
0 >>
RESIDUUM: gray brown, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
21.5'
SS
3
100
40-50
>60
>>
SS
100
50
4
>60
>>
SS
100
50
5
10
>60
SS
100
50
>>
6
15
>60
100
50
>>
LSS
7
20
>60
SS
100
50
>>
8
25
>60
SS
100
50
>>
9
Bottom of borehole at 25.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-09a
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/20/18 COMPLETED 6/20/18 GROUND ELEVATION 394 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889459.8 EASTING 11520383.7
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=O
0-0
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
O Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
—
TOPSOIL layer: 6"
RESIDUUM: red brown, SILTY SAND, laminated, dense to very
SS
88
4- -114-15
32
dense, moist, relic rock structure, (SM) layer: 7.5'
100
9-10233-14
35
0
2S
()
5
>60
SS
3
100
15-22-29-
31
(51)
SS
27-27-30-
4
100
50
>60
• : >>
(57)
>60
>>
RESIDUUM: red brown, SILTY SAND, laminated, very
SS
100
50
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
5
12.5'
10
>60
SS
100
50
>>
6
15
>60
100
50
>>
LSS
7
20
>60
SS
100
50
>>
8
Bottom of borehole at 20.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-09b
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/20/18 COMPLETED 6/20/18 GROUND ELEVATION 381.7 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889380.5 EASTING 11520515.0
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=O
0-0
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
O Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
—
TOPSOIL layer: 6"
RESIDUUM: orange brown, SILTY SAND, laminated, medium
SS
83
5-7- 5)16
23
dense to very dense, moist, relic rock structure, (SM) layer: 7.5'
100
5-8-8-15
24
2S
16
()
5
59
SS
3
67
14-15-24-
30
(39)
SS
15-31-38-
4
100
50
>60
>>
(69)
>60
»
RESIDUUM: orange brown, SILTY SAND, laminated, very
SS
100
50
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
5
12.5'
10
>60
SS
100
50
»
6
15
>60
100
50
>>
LSS
7
20
>60
SS
100
50
»
8
Bottom of borehole at 20.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-09C
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 6/20/18 COMPLETED 6/20/18 GROUND ELEVATION 382.4 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889303.0 EASTING 11520318.1
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
°
A SPT N60 VALUE A
o
°
W
15 30 45 60
PL MC LL
I--��
a=O
0-0
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
O Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
` TOPSOIL layer: 6"
RESIDUUM: red brown, SILTY GRAVEL WITH SAND, medium
SS
83
2-4-3-4
11
dense to dense, moist, relic rock structure, (GM) layer: 4.5'
SS
100
8-14-17-20
° °
47
•
2
(31)
5
°
53
SS
3
67
15-15-20-
23
(35)
RESIDUUM: orange tan, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
17-23-30-
20.5'
4
4
100
31
>60
• >>
(53)
S5
100
35-90050
>60
9 >>
()
10
>60
SS
100
50
>>
6
15
>60
SS
100
50
>>
7
20
>60
SS
100
50
>>
8
25
>60
SS
100
50
>>
9
Bottom of borehole at 25.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-10a
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/3/18 COMPLETED 7/3/18 GROUND ELEVATION 352 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889702.1 EASTING 11519024.7
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
2
15 30 45 60
PL MC LL
I--��
a=O
o- O
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
`
TOPSOIL layer: 6"
0 0
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND, loose
SS
75
1-2-3-3
8
to medium dense, moist, (GM) Approximate Invert or Stream
Bed Elevation. layer: 3'
0 0
SS
100
2-3-5 7
12
----------------------------
2
(8)
RESIDUUM: purple gray, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer: 7'
5
3S
100
6 (2 ) 28
36
>60
>>
SS
100
50
4
>60
>>
SS
100
50
5
10
>60
SS
100
50
>>
L6
Bottom of borehole at 10.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-10b
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/3/18 COMPLETED 7/3/18 GROUND ELEVATION 348.1 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889638.5 EASTING 11519064.0
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=O
o- O
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
`
TOPSOIL layer: 6"
o
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND, loose
SS
83
2-3-3-4
9
0
to medium dense, moist, (GM) layer: 4.5'
SS
100
2-6-4-9
0 o
15
2
(10)
SS
3
100
5-6-13-15
(19)
5
0 0
29
RESIDUUM: gray brown, SILTY SAND, laminated, moist, relic
rock structure, (SM) layer: 12"
RESIDUUM: purple gray, SILTY SAND, laminated, very
SS
13-28-22-
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
x
4
100
30
>60
•
4.5'
(50)
>60
»
SS
100
50
5
10
>60
SS
100
50
>>
6
Bottom of borehole at 10.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-10C
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/3/18 COMPLETED 7/3/18 GROUND ELEVATION 354.2 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889713.5 EASTING 11519044.2
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
a=O
o
~m
_
w�
W
�w
2
15 30 45 60
PL MC LL
0-0
MATERIAL DESCRIPTION
g
> C�
0z�
O Q
w y
o.L)
Z
I--��
ov
��
Ova
mOZ
v"
o
20 40 60 80
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
`
TOPSOIL layer: 6"
0 o
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
SS
100
-
1 (6)-3
9
0
loose, moist, (GM) layer: 12" —X
RESIDUUM: tan brown, SILTY SAND, laminated, moist, relic
rock structure, ISM) layer: 18"
SS
100
3-6-15-17
32
RESIDUUM: purple brown, SILTY SAND, laminated, very
2
(21)
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
7 5'
5
X
SS
3
100
9-25-38-50
(63)
>60
-----------------------------
Approximate Invert or Stream Bed Elevation.
>60
>>
SS
100
50
4
>60
»
SS
100
50
5
10
>60
SS
100
50
»
L6
Bottom of borehole at 10.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-10d
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/5/18 COMPLETED 7/5/18 GROUND ELEVATION 352.2 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889673.3 EASTING 11518992.5
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
°
A SPT N60 VALUE A
o
°
W
15 30 45 60
PL MC LL
I--��
a=O
o- O
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
TOPSOIL layer: 3"
°
SS
75
2
6
•
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND, loose
to medium dense, moist, (GM) layer: 4.8'
)-3
X
SS
100
2-3-4-5
° °
11-),7)
•
2
(7)
----------------------------
Approximate Invert or Stream Bed Elevation.
fORT
5
SS
3
100
7-15-15-30
(30)
45
RESIDUUM: purple brown, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
SS
27-16-30-
5.5'
4
92
50
>60
•
(46)
>60
SS
100
50
L»
5
10
>60
SS
100
50
>>
6
Bottom of borehole at 10.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-10e
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/3/18 COMPLETED 7/3/18 GROUND ELEVATION 352.3 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889659.7 EASTING 11519099.1
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=O
o- O
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
—
TOPSOIL layer: 9"
SS
83
2 �6)3-3
9
°
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
°
medium dense, moist, (GM) layer: 3.8'
75
2-3-9
14
•
° °
2S
(9))
----------------------------
Approximate Invert or Stream Bed Elevation.
5
SS
3
100
3-14-32-35
(46)
>60
RESIDUUM: purple brown, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer: 6'
>60
• »
SS
4
100
40-50
>60
>>
SS
100
50
5
10
>60
SS
100
50
»
L6
Bottom of borehole at 10.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-10f
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/5/18 COMPLETED 7/5/18 GROUND ELEVATION 350.7 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889596.2 EASTING 11519015.5
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
°
A SPT N60 VALUE A
a=0
o
~m
° _
w�
0z�
W
�w
15 30 45 60
PL MC LL
o- 0
MATERIAL DESCRIPTION
g
> 0
O Q
w y
o.L)
Z
I--��
ov
��
Ova
mOZ
v"
o
20 40 60 80
C�
2z
<
W
0
❑ FINES CONTENT (%) ❑
CL
0
20 40 60 80
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
° °
medium dense, moist, (GM) layer: 3'
SS
88
4-5-7-9
18
1
(12)
Approximate Invert or Stream Bed Elevation
°
SS
5-3-4-7
2
100
(7)
11
RESIDUUM: orange brown, SILTY SAND, laminated, moist, relic
rock structure, (SM) layer: 18"
5
SS
3
100
-11-14-13
(25)
38
RESIDUUM: purple brown, SILTY SAND, laminated, dense to
very densedry, , , weathered phyllitevertically bedded(SM)
,
layer: 6'
SS
100
9-17-19-41
54
•
4
(36)
>60
>>
100
50
LSS
5
10
>60
SS
100
50
»
6
Bottom of borehole at 10.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-11a
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/6/18 COMPLETED 7/6/18 GROUND ELEVATION 352 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889164.7 EASTING 11518542.2
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
a=O
o
~m
_
w�
W
�w
15 30 45 60
PL MC LL
o- O
MATERIAL DESCRIPTION
g
> C�
0z�
Q
w y
o.L)
Z
I--��
ov
��
Ova
mOZ
v"
o
20 40 60 80
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
`
TOPSOIL layer: 6"
0 o
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
SS
67
3-
�9)57
14
•
medium dense, moist, (GM) layer: 2'
SS
75
4-5-6-9
17
RESIDUUM: orange brown, SILTY SAND, laminated, medium
dense, moist, relic_ro_ck structure, (SM) layer3_5_
2
(11)
_ _ _ _ _
Approximate Invert or Stream Bed Elevation.
5
3S
50
3-4-5-6(9)
14
RESIDUUM: purple brown, SILTY SAND, laminated, dense to
very dense, dry, weathered phyllite, vertically bedded, (SM)
SS
100
3-10 4-26
36
•
layer: 4.5'
4
(21
>60
• >>
S5
100
12 50
88
()
10
>60
SS
100
50
>>
6
Bottom of borehole at 10.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-11 b
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/6/18 COMPLETED 7/6/18 GROUND ELEVATION 352 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889181.9 EASTING 11518475.7
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=O
o- O
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
RESIDUUM: tan brown, SILTY GRAVEL WITH SAND, medium
°
dense, moist, (GM) layer: 2'
SS
100
4 5 )8
17
RESIDUUM: orange brown, SILTY SAND, laminated, medium
dense to very dense, moist, relic rock structure, (SM) layer: 4.5'
SS
88
4-5-7-9
18
----------------------------
2
(12)
Approximate Invert or Stream Bed Elevation.
5
SS
3
100
8-16-21-27
(37)
56
--W;.
>60
• >>
SS
100
38-50
RESIDUUM: purple brown, SILTY SAND, laminated, very
4
dense, dry, weathered phyllite, vertically bedded, (SM) layer: 4'
>60
>>
SS
100
50
5
10
>60
SS
100
50
>>
L 6
Bottom of borehole at 10.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-11C
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/5/18 COMPLETED 7/5/18 GROUND ELEVATION 352.7 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889186.0 EASTING 11518554.7
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=O
o- O
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
RESIDUUM: orange brown, SILTY SAND, laminated, medium
dense, moist, relic rock structure, (SM) layer: 5'
SS
83
2-2-4-5
9
1
(6)
SS
83
3-4-5-8
14
2
(9)
Approximate Invert or Stream Bed Elevation.
33
SS
3
100
5-7-15-33
(22)
RESIDUUM: purple brown, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
SS
4
100
32-50
10.5'
>60
0»
>60
>>
SS
100
50
5
10
>60
SS
100
50
>>
6
15
>60
SS
100
50
>>
7
Bottom of borehole at 15.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-11 d
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/6/18 COMPLETED 7/6/18 GROUND ELEVATION 352 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889126.9 EASTING 11518529.5
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=O
o- O
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
TOPSOIL layer: 4.5'
T,
SS
75
2223
6
1
(4)
4-5-6-8
-------------------
2S
100
()
17
Approximate Invert or Stream Bed Elevation.
5
SS
3
75
3-4-6-6
(10)
15
RESIDUUM: tan brown, SILTY SAND, laminated, medium
dense, moist, relic rock structure, (SM) layer: 2.5'
SS
100
4-6-16-26
33
•
RESIDUUM: purple brown, SILTY SAND, laminated, very
4
(22)
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
S5
94
18-82 50
8.5'
>60
• >>
()
10
>60
SS
100
50
>>
6
15
>60
SS
100
50
>>
7
Bottom of borehole at 15.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-11e
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/6/18 COMPLETED 7/6/18 GROUND ELEVATION 355.1 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889218.5 EASTING 11518494.9
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=O
o- O
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z�
Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
°
laminated, loose to medium dense, moist, relic rock structure,
SS
75
3-2-2-2
6
(GM) layer: 5'
1
(4)
SS
88
2-3-4-7
° °<
11
2
(7)
SS
3
96
2-3-5-7
(8)
5
° O
12
RESIDUUM: purple brown, SILTY SAND, laminated, very
dense, dry, weathered phyllite, vertically bedded, (SM) layer:
SS
4
89
7-33-50
(83)
—10.5'— — — — — — — — — — — — — — — — — — — — — — — — —
Approximate Invert or Stream Bed Elevation.
>60
• »
>60
>>
SS
100
50
5
10
>60
SS
100
50
»
6
15
>60
SS
100
50
>>
7
Bottom of borehole at 15.5' bgs
Backfilled with auger cuttings.
Engineering, PC BORING NUMBER B-11f
1356 N Main St. PAGE 1 OF 1
VEViola
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
DATE STARTED 7/6/18 COMPLETED 7/6/18 GROUND ELEVATION 353.8 ft HOLE SIZE 6
DRILLING CONTRACTOR Viola Engineering, PC NORTHING 3889146.7 EASTING 11518464.2
DRILLING METHOD 2 1/4 HSA GROUND WATER LEVELS:
LOGGED BY CLA CHECKED BY TPV AT TIME OF DRILLING --- Not encountered.
NOTES Locations and elevations are approximate. AT END OF DRILLING -
AFTER DRILLING --
w
o
A SPT N60 VALUE A
o
W
15 30 45 60
PL MC LL
I--��
a=O
0-0
MATERIAL DESCRIPTION
~m
g
_
w�
> C�
0z-1
O Q
�w
w y
o.L)
��
Ova
mOZ
v"
Z o
20 40 60 80
ov
C�
2z
<
W
d
El FINES CONTENT (%) El
0
20 40 60 80
RESIDUUM: orange brown, SILTY GRAVEL WITH SAND,
° °
medium dense, moist, (GM) layer: 4'
SS
92
5-8-8-13
24
1
(16)
100
4 10 -8
° °
15
2S
()
RESIDUUM: orange brown, SILTY SAND, laminated, medium
5
dense, moist, relic rock structure, (SM) layer: 3'
— — — — — — — — — — — — — — — — — — — — — — — — — — — —
SS
3
96
5-7-9-10
(16)
24
Approximate Invert or Stream Bed Elevation.
SS
100
3-4-7-7
17
RESIDUUM: purple brown, SILTY SAND, laminated, very
4
(11)
dense, dry, weathered phyllite, vertically bedded, (SM) layer: 4'
SS
100
7-16-21-29
56
•
5
(37)
10
>60
SS
6
100
35-50
• >>
Bottom of borehole at 11.0' bgs
Backfilled with auger cuttings.
Laboratory Testing Results
VIOLA ENGINEERING, PC
Soil Classification
VIOLA ENGINEERING, PC Project: Rivanna Village Phase 2
Geotechnical • Geophysical • Construction • Materials Project Number: PTL-172379
P.O. Box 575 Broadway, Virginia 22815
YZW (540) 434-0400 fax: (540) 434-0447 Date Performed: 7/16/2018
Sample Description: S-1 Orange -Tan Silty Gravel with Sand
Sample Location: Bulk Sample: borings B-09a, B-09b, B-09c
Date Received: 7/9/2018 As Received Moisture Content (%): 13.2%
USCS Classification: GM AASHTO Classification: A-2-4 Group Index: 0.00
Gradation Info
% passing
%Gravel 36.0
#4 64.0
% Sand 35.2
#10 52.3
% Silt/Clay 28.8
#40 40.4
#200 28.8 Cc
C
Grain Size Distribution Curve
3"2" 3/4" #4 #10 #40 #200
100 - P-
Olt
m 80
70
60
50
40
u 30
a 20
10
n _
Wh
AIIII`0All
111i■mloom
UNION
lli
MEOW
n
1111
-
mom
iiiii■n
1'100
1111
,
d
UNIONS!III
liiinm
11,
a
UNION
111i■m
UNION
11111
liiimm
llilmmllllmm
50 5 0.5 0.05
Grain Size in Millimeters
performance of wash dependent on apparent plasticity and gradation of material,
sieve selection based on specification or engineerjudgement; for well graded
samples, -#4 material is often split for use on smaller sieves
60
50
_0 40
C
�' 30
'v
a 20
10
0
Plasticity of -#40 Material
Liquid Limit 33
Plastic Limit 26
Plasticity Index 7
Plasticity Chart
i
i
4*
C
i
I
I
i
CL
�
H
A.
CL-ML
ML
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit
performed using manual LL device, PL plastic roller device, straight metal
grooving tool, one point LL method,- sample air dried, pulverized, processed
through #40 sieve, and hydrated with distilled water overnight
Test Methods Performed:
Moisture Content Atterberg Limits Sieve Analysis Proctor
ASTM D2216 ASTM D4318 mv
ASTM D1140 ASTM D698
AASHTO T265 AASHTO T89,T90 ASTM C117 AASHTO T99
VTM 7 ASTM C136 ✓ VTM 1
Remarks: I I ASTM D1557
AASHTO T180
see attached reaorts for more details
1356 North Main Street
Harrisonburg, Virginia 22802
Phone: (540) 434 0400
Fax: (540) 434 0447
Moisture -Density Relationship
VIOLA ENGINEERING, PC Project: Rivanna Village Phase 2
Geotechnical • Geophysical • Construction • Materials Project Number: PTL-172379
P.O. Box 575 Broadway, Virginia 22815
YZW (540) 434-0400 fax: (540) 434-0447 Date Performed: 7/12/2018
Sample Description: S-1 Orange -Tan Silty Gravel with Sand
Sample Location: Bulk Sample: borings B-09a, B-09b, B-09c
155 r IL
150
145
140
135
130
125
120
115
U
Q
110 N
i
G1
105 p
100
95
90
85
80
Sample ID:
Test Method:
Maximum Dry Density (pcf):
Optimum Moisture Content (%):
Apparent Specific Gravity:
Oversize Absorption (%):
Oversize Fraction (%):
Corrected Maximum Dry Density (pcf):
Optimum Moisture Content (%):
Zero Air Voids
✓ assumed
measured
75 f
Water Content, %
0 5 10 15 20 25 30 35 40
sample air dried, pulverized and sieved, split into point samples, hydrated overnight, pounded with manual rammer
45
1356 North Main Street ARW
Phone: (540) 434 0400
Harrisonburg, Virginia 22802 AASHTC) R1R Fax: (540) 434 0447
Sieve Analysis Results
Y�rVIOLA ENGINEERING, PC Project: Rivanna Village Phase 2
Geotechnical - Geophysical - Construction - Materials Project Number: PTL-172379
P.O. Box 575 Broadway, Virginia 22815 Date Performed: 7/16/2018
(540) 434-0400 fax: (540) 434-0447
Sample Description: 5-1 Orange -Tan Silty Gravel with Sand
Sample Location: Bulk Sample: borings B-09a, B-09b, B-09c
Sample Retrieval Date: 6/27/2018 Total Dry Sample Weight: 9814.0 g
Material Specification
Wash ✓ wash performed no wash performed % passing
Information: �/ deflocculant/wetting agent used soak time (hrs): 29 % retained
Weight Retained' Percent Percent not applicable
Designation Size mm (g) Retained Passing Minimum Maximum
3-inch
16x24
75
1.1
0%
100%
2.5-inch
16x24
63
96.6
1%
99%
2-inch
16x24
50
249.9
3%
97%
1.5-inch
16x24
37.5
574.6
6%
94%
1-inch
16x24
25
1160.0
12%
88%
3/4-inch
✓
16x24
✓
8-in
19
1617.7
16%
84%
1/2-inch
✓
16x24
✓
8-in
12.5
2093.6
21%
79%
3/8-inch
✓
16x24
✓
8-in
10
2434.6
25%
75%
#4
✓
16x24
✓
8-in
4.75
3535.0
36%
64%
#8
8-in
2.36
#10
8-in
2.00
4685.2
48%
52%
#16
8-in
1.18
#20
8-in
0.850
5451.1
56%
44%
#30
8-in
0.600
#40
8-in
0.425
5852.1
60%
40%
#50
8-in
0.300
#60
8-in
0.250
6305.0
64%
36%
#100
8-in
0.150
6689.8
68%
32%
#120
8-in
0.125
#140
8-in
0.106
6856.0
70%
30%
#200
8-in
0.075
6986.1
71%
29%
Sleve analys%s performed In accordance wlth ASTM CI36 and ASTM CI Z7 unless noted otherwlse.
entire sample sieved ✓ portions split and sieved to obtain full gradation
Remarks:
Method used: Method A
Procedure to obtain specimen: Air -Dried Procedure
Sample was composite sieved with the #4 and 3/4-in designated as separating sieves.
Percent retained does not exceed the 2% criterion.
Ultasonic bath and shaking apparatus were not used in dispersion process.
Remarks:
weight retained for portions where sample was spilt represents the full predicted weight retained; actual weight retained is lower
❑ meets specification
�SALTH OF
eS oo
"4 Y,A.V10,
stst
1356 North Main Street o Phone: (540) 434 0400
Harrisonburg, Virginia 22802 encuTn PiR Fax: (540) 434 0447
1356 N Main St. PAGE 1 OF 5
VEViola Engineering, PC SUMMARY OF LABORATORY RESULTS
Harrisonburg, VA
CLIENT Timothy Culpepper VP Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County Virginia
Borehole
Depth
(ft)
Liquid
Limit
Plastic
Limit
Plasticity
Index
Fines
NN
Water
Content
Dry
Density
(pcf)
Wet
Density
(pcf)
Pocket
Pen.
(tsf)
Other Tests / Comments
B-01
0.0
15
B-01
2.0
4
B-02
0.0
15
B-02
2.0
10
B-02
4.0
5
B-03
0.0
27
B-03
2.0
22
B-03
4.0
3
B-04a
0.0
24
B-04a
2.0
30
B-04a
4.0
4
B-04b
0.0
29
B-04b
2.0
26
B-04b
4.0
20
B-04b
6.0
10
B-04c
0.0
7
B-04c
2.0
6
B-04d
0.0
4
B-04d
2.0
22
B-04d
4.0
7
B-04e
0.0
9
B-04e
2.0
7
B-04f
0.0
16
B-04f
2.0
11
B-04f
4.0
7
B-05
0.0
26
B-05
2.0
19
B-05
4.0
5
B-05
6.0
4
B-06a
0.0
27
B-06a
2.0
25
B-06a
4.0
24
B-06a
6.0
21
B-06a
8.0
18
B-06a
10.0
10
B-06b
0.0
26
B-06b
2.0
22
B-06b
4.0
19
B-06b
6.0
10
B-06b
8.0
7
B-06b
10.0
5
B-06c
0.0
23
1356 N Main St. PAGE 2 OF 5
VEViola Engineering, PC SUMMARY OF LABORATORY RESULTS
Harrisonburg, VA
CLIENT Timothy Culpepper VP Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County Virginia
Borehole
Depth
(ft)
Liquid
Limit
Plastic
Limit
Plasticity
Index
Fines
NN
Water
Content
Dry
Density
(pcf)
Wet
Density
(pcf)
Pocket
Pen.
(tsf)
Other Tests / Comments
B-06c
2.0
18
B-06c
4.0
27
B-06c
6.0
10
B-06d
0.0
29
B-06d
2.0
21
B-06d
4.0
9
B-06d
6.0
8
B-06e
0.0
29
B-06e
2.0
18
B-06e
4.0
17
B-06e
6.0
11
B-06e
8.0
12
B-06e
10.0
14
B-06e
15.0
14
B-06f
0.0
24
B-06f
2.0
15
B-06f
4.0
11
B-06g
0.0
22
B-06g
2.0
16
B-06g
4.0
18
B-06g
6.0
21
B-06g
8.0
15
B-06g
10.0
9
B-06h
0.0
30
B-06h
2.0
20
B-06h
4.0
26
B-06h
6.0
9
B-06i
0.0
4
B-06i
2.0
3
B-06j
0.0
19
B-07a
0.0
28
B-07a
2.0
26
B-07a
4.0
17
B-07a
6.0
9
B-07b
0.0
25
B-07b
2.0
21
B-07b
4.0
15
B-07b
6.0
14
B-07b
8.0
8
B-07c
0.0
21
B-07c
2.0
19
B-07c
4.0
7
1356 N Main St. PAGE 3 OF 5
VEViola Engineering, PC SUMMARY OF LABORATORY RESULTS
Harrisonburg, VA
CLIENT Timothy Culpepper VP Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County Virginia
Borehole
Depth
(ft)
Liquid
Limit
Plastic
Limit
Plasticity
Index
Fines
NN
Water
Content
Dry
Density
(pcf)
Wet
Density
(pcf)
Pocket
Pen.
(tsf)
Other Tests / Comments
B-07c
6.0
5
B-07c
8.0
4
B-07d
0.0
22
B-07d
2.0
22
B-07d
4.0
5
B-07d
6.0
4
B-07e
0.0
34
B-07e
2.0
30
B-07e
4.0
26
B-07e
6.0
18
B-07f
0.0
33
B-07f
2.0
8
B-07f
4.0
2
B-07f
6.0
1
B-07g
0.0
23
B-07g
2.0
24
B-07g
4.0
15
B-07g
6.0
6
B-07g
8.0
5
B-07h
0.0
33
B-07h
2.0
31
B-07h
4.0
10
B-07h
6.0
7
B-08a
0.0
29
B-08a
2.0
4
B-08a
4.0
6
B-08a
6.0
3
B-08b
0.0
23
B-08b
2.0
3
B-08b
4.0
6
B-08c
0.0
30
B-08c
2.0
20
B-08c
4.0
9
B-08c
6.0
3
B-08d
0.0
24
B-08d
2.0
12
B-08d
4.0
3
B-08e
0.0
13
B-08e
2.0
4
B-08f
0.0
24
B-08f
2.0
19
B-08f
4.0
4
1356 N Main St. PAGE 4 OF 5
VEViola Engineering, PC SUMMARY OF LABORATORY RESULTS
Harrisonburg, VA
CLIENT Timothy Culpepper VP Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County Virginia
Borehole
Depth
(ft)
Liquid
Limit
Plastic
Limit
Plasticity
Index
Fines
NN
Water
Content
Dry
Density
(pcf)
Wet
Density
(pcf)
Pocket
Pen.
(tsf)
Other Tests / Comments
B-08g
0.0
15
B-08g
2.0
13
B-08g
4.0
7
B-08h
0.0
17
B-08h
2.0
12
B-08h
4.0
3
B-09a
0.0
15
B-09a
2.0
13
B-09a
4.0
11
B-09a
6.0
13
B-09b
0.0
19
B-09b
2.0
17
B-09b
4.0
16
B-09b
6.0
22
B-09c
0.0
20
B-09c
2.0
11
B-09c
4.0
14
B-09c
6.0
8
B-09c
8.0
5
B-10a
0.0
29
B-10a
2.0
18
B-10a
4.0
13
B-10b
0.0
19
B-10b
2.0
25
B-10b
4.0
23
B-10b
6.0
11
B-10c
0.0
18
B-10c
2.0
5
B-10c
4.0
4
B-10d
0.0
27
B-10d
2.0
22
B-10d
4.0
20
B-10d
6.0
9
B-10e
0.0
22
B-10e
2.0
32
B-10e
4.0
9
B-10e
6.0
4
B-10f
0.0
17
B-10f
2.0
15
B-10f
4.0
5
B-10f
6.0
5
B-11 a
0.0
27
VEViola Engineering, PC
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper VP Robinson Development Group
PROJECT NUMBER PTL-172379
SUMMARY OF LABORATORY RESULTS
PAGE 5 OF 5
PROJECT NAME Rivanna Village
PROJECT LOCATION Albemarle County Virginia
Borehole
Depth
(ft)
Liquid
Limit
Plastic
Limit
Plasticity
Index
Fines
NN
Water
Content
Dry
Density
(pcf)
Wet
Density
(pcf)
Pocket
Pen.
(tsf)
Other Tests / Comments
B-11 a
2.0
24
B-11 a
4.0
19
B-11 a
6.0
5
B-11 a
8.0
7
B-11 b
0.0
20
B-11b
2.0
18
B-11b
4.0
12
B-11 b
6.0
6
B-11 c
0.0
19
B-11c
2.0
16
B-11 c
4.0
3
B-11 c
6.0
3
B-11 d
0.0
23
B-11 d
2.0
21
B-11 d
4.0
24
B-11d
6.0
14
B-11 d
8.0
4
B-11 e
0.0
25
B-11 e
2.0
22
B-11 e
4.0
11
B-11 e
6.0
7
B-11f
0.0
18
B-11 f
2.0
22
B-11f
4.0
15
B-11f
6.0
17
B-11 f
8.0
9
B-11f
10.0
5
Virginia DOT Standard Drawings
VIOLA ENGINEERING, PC
GENERAL PB-1
1. METHOD "A" PIPE BEDDING SHALL BE USED FOR ALL TYPES OF PIPE CULVERTS WITHIN THE
APPLICABLE HEIGHT OF COVER RANGE NOTED IN THE STANDARD PC-1 TABLES UNLESS
OTHERWISE NOTED ON THE PLANS.
2. H - HEIGHT OF COVER MEASURED FROM TOP OF CULVERT TO FINISHED GRADE.
3. b - EXCAVATION DEPTH AS SHOWN ON PLANS OR TO FIRM BEARING SOIL.
CIRCULAR PIPE
1. D - OUTSIDE DIAMETER OF PIPE.
2. d - INSIDE DIAMETER OF PIPE.
3. X - WIDTH OF CLASS I BACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE.
X - 12" WHERE d IS LESS THAN 36".
X - 18" WHERE d IS 36" AND GREATER.
4. WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR
NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PIPE)
30" AND LESS IN DIAMETER WITH HEIGHT OF COVER 15' OR LESS.
5. REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFILL MATERIAL FOR
ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PIPE) 30" AND
LESS IN DIAMETER WITH HEIGHT OF COVER 15' OR LESS.
6. BEDDING MATERIAL AND CLASS I BACKFILL MATERIAL MAY BE ELIMINATED FOR SHOULDER
SLOT INLET (DI-13) OUTLET PIPES INSTALLATIONS.
ELLIPTICAL PIPE
1. S 1 - OUTSIDE SPAN DIMENSION OF PIPE.
2. S2 - INSIDE SPAN DIMENSION OF PIPE.
3. R - OUTSIDE RISE DIMENSION OF PIPE.
4. X - WIDTH OF CLASS I BACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE.
X - 12" WHERE S2 IS LESS THAN 36".
X - 18" WHERE S2 IS 36" AND GREATER
5. WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR
NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE WHERE S2 IS 38" OR
LESS AND HEIGHT OF COVER 15' OR LESS.
6. REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFILL MATERIAL FOR
ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE WHERE S2 IS 38" OR LESS AND
HEIGHT OF COVER 15' OR LESS.
PIPE ARCH
1. S - SPAN DIMENSION OF PIPE.
2. R = RISE DIMENSION OF PIPE.
3. B - SEE PC-1 TABLE FOR APPLICABLE PIPE MATERIAL
4. x - WIDTH OF CLASS I BACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE.
x - 12" WHERE S2 IS LESS THAN 36".
x - 18" WHERE S2 IS 36" AND GREATER
5. WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR
NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE WHERE S2 IS 35" OR
LESS AND HEIGHT OF COVER 15' OR LESS.
6. REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFILL MATERIAL FOR
ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE WHERE S IS 35" OR LESS AND
HEIGHT OF COVER 15' OR LESS.
SPECIFICATION
INSTALLATION OF PIPE CULVERTS & STORM SEWERS �VDOT
GENERAL NOTES ROAD AND BRIDGE STANDARDS
302 REVISION DATE SHEET 1 OF 1
303 VIRGINIA DEPARTMENT OF TRANSPORTATION
107.00
PB-1 NO PROJECTION OF PIPE ABOVE GROUND LINE
TOP OF FILL
TOP OF FILL
TOP OF FILL
GROUND LINE =
GROUND LINE x
GROUND LINE
x
' '' I -1 I I=1 I I=1 rrrrrrr rrrr III=1 I I=1 I I=
N =1 rrr rr _—� EARTH
'' I -1 I I=1 I I=1 rrrrrrr rrrrrr III=1 I I=1 I I=
II=1 rrr rr
ROCK OR
'' I -1 I I=1 I I=1 rrrrrrr J rrrrrr III=1 I I=1 � I=
N rrr
II=1 rr _ EARTH
*
* -III rr d rr =
UNYIELDING
o _III rr d rr
N III IIIII
o N II III soIL
I_
BEDDING
-
T MATERIAL
�I I1 I III1 I I1 I I I I I � 44
MIN. -- — -
� II —I
MIN. 1/10 D
MIN. 1/10 D X D X BEDDING
1/10 D X D X BEDDING
1
MATERIAL
39. MATERIAL
X D X
/z" PER 1' OF H
MIN. 8'', MAX. 24''
FOUNDATION SOFT, YIELDING, OR
NORMAL EARTH FOUNDATION
ROCK FOUNDATION
OTHERWISE UNSUITABLE MATERIAL
PIPE PROJECTION ABOVE GROUND LINE
MIN. 1.5 x D MIN. 1.5 x D
MIN. 1.5 x D MIN. 1.5 x D
MIN. 1.5 x D MIN. 1.5 x D
TOP OF FILL
TOP OF FILL
TOP OF FILL
x
x
=
— ;•rrrrrrrrrrrrrrr.; _
— rrrrrr rrrrrrr • =
rrrrrrrrrrrrrrr rrrrrrrrrrrrrrr
=
;.rrrrrrr rrrrrr:• —
rr rr .
• • r GROUND
= rrrrr rrrrr : —
• • { rrrr rrr : _
_— :; rrr rr %%%%% :$ : —
=
=
—
rrrrrrrrrrrrrr rrrrrrrrrrrrr
rrrrrrrrrrr rrrrrrrrrrr
rrrrrrrrrr rrrrrrrrrr
—
=
o :LINE
r d rr ••••'••'••'•• LINE
o
* =
rrrrrrrrrr d rrrrrrrrrr
_ GROUND
• N%-
'.N -
N —
- LINE
III IT — - III v EARTH
�ROCK OR
MIN.1.. D — — — — — - UNYIELDING
= -- -- - --
——-i—i—i-
MIN. 1/10 D BEDDING
MIN. 1/10 D X D X BEDDING
MATERIAL
i - - ==III=
�2" PER SOIL
1" of H X D X
MIN.8", BEDDING
EARTH
MATERIAL
MAX.24" MATERIAL
FOUNDATION SOFT, YIELDING, OR
NORMAL EARTH FOUNDATION
ROCK FOUNDATION
OTHERWISE UNSUITABLE MATERIAL
®BEDDING MATERIAL IN ACCORDANCE WITH EMBANKMENT
SECT ON 302 OF THE ROAD AND BRIDGE 0 NOTES:
SPECIFICATIONS.
FOR GENERAL NOTES ON PIPE BEDDING,
EmCLASS I BACKFILL MATERIAL IN ACCORDANCE SEE INSTALLATION OF PIPE CULVERTS
WITH SECTION 302 OF THE ROAD AND BRIDGE AND STORM SEWERS GENERAL NOTES
SPECIFICATONS. REGULAR BACKFILL MATERIAL IN ACCORDANCE ON SHEET 107.00.
rrrrr FOR PLASTIC PIPE CLASS I BACKFILL MATERIAL WITH SECTION 302 OF THE ROAD AND BRIDGE CRUSHED GLASS CONFORMING TO THE
SPECIFICATIONS.
IN ACCORDANCE WITH SECTION 302 OF THE ROAD SIZE REQUIREMENTS FOR CRUSHER RUN
AND BRIDGE SPECIFICATIONS. AGGREGATE SIZE 25 AND 26 MAY BE
FOR ALL OTHER PIPE REGULAR BACKFILL MATERIAL USED IN PLACE OF CLASS I BACKFILL.
rrrrr IN ACCORDANCE WITH SECTION 302 OF THE ROAD
AND BRIDGE SPECIFICATIONS.
XVDOT
INSTALL. OF PIPE CULVERTS AND STORM SEWERS
SPECIFICATION
REFERENCE
ROAD AND BRIDGE STANDARDS
CIRC. PIPE BEDDING AND BACKFILL - METHOD ''A''
302
SHEET 1 OF 4
REVISION DATE
07/12
VIRGINIA DEPARTMENT OF TRANSPORTATION
303
107.01
G
d
NO PROJECTION OF PIPE ABOVE GROUND LINE
TOP OF' FII I
EARTH
MIN. 1/10 RJ BEDDING
X S1 X i MATERIAL
NORMAL EARTH FOUNDATION
AIN. 1.5 x S,
TOP OF FILL
TOP OF FILL
GROUND LIN
ROCK OR
� - UNYIELDING
SOIL
MIN. 1/10 R BEDDING
MATERIAL
PER X Si X
1' OF H
MIN. 8",
MAX. 24"
ROCK FOUNDATION
PIPE PROJECTION ABOVE GROUND LINE
x
MIN. I
1/10 R
PB-1
TOP OF FILL
GROUND LINE
EARTH
BEDDING
MATERIAL
FOUNDATION SOFT, YIELDING, OR
OTHERWISE UNSUITABLE MATERIAL
MIN. 1.5 x S MIN. 1.5 x S MIN. 1.5 x S, _ L MIN 1.5 x S, _
TOP OF FILL
x
GROUND
S 2 _LINE N -
T T EARTH �i y,\ ROCK OR
J UNYIELDING
GROUND
LINE
MIN. 1/10 R BEDDING MIN. 1/10 R w / 1 1 SOIL \ \
X S X MATERIAL 1 OFPHR X S X BEDDING MIN. BEDDING EARTH
MIN.8", 1 MATERIAL 1/10 R MATERIAL
MAX. 24"
NORMAL EARTH FOUNDATION ROCK FOUNDATION FOUNDATION SOFT, YIELDING, OR
OTHERWISE UNSUITABLE MATERIAL
®BEDDING MATERIAL IN ACCORDANCE WITH NOTES,
SECTION 302 OF THE ROAD AND BRIDGE
SPECIFICATIONS. FOR GENERAL NOTES ON PIPE BEDDING, SEE INSTALLATION OF PIPE CULVERTS
CLASS I BACKFILL MATERIAL IN ACCORDANCE AND STORM SEWERS GENERAL NOTES ON SHEET 107.00.
WITH SECTION 302 OF THE ROAD AND BRIDGE
SPECIFICATIONS. CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER RUN
REGULAR BACKFILL MATERIAL IN ACCORDANCE AGGREGATE SIZE 25 AND 26 MAY BE USED IN PLACE OF CLASS I BACKFILL.
i/iii WITH SECTION 302 OF THE ROAD AND BRIDGE
SPECIFICATIONS.
® EMBANKMENT
SPECIFICATION INSTAL. OF PIPE CULVERTS AND STORM SEWERS �VDOT
REFERENCE
ELLIP. PIPE BEDDING AND BACKFILL - METHOD "A„ ROAD AND BRIDGE STANDARDS
302 REVISION DATE SHEET 2 OF 4
303
VIRGINIA DEPARTMENT OF TRANSPORTATION 10/09 107.02
--------------------
PB-i NO PROJECTION OF PIPE ARCH ABOVE GROUND LINE
TOP OF FILL
TOP OF FILL
TOP OF FILL
GROUND LINE
—GROUND LINE
G UND LINE
x
� x
— �iiii iiii _ I
+ iii i/
� / EARTH
04 — iiii iii T)=iiCll�
EARTH
af
m
/
m
�1
MIN. B/4 X . . X BEDDING
MATERIAL
_� m BEDDING
— / MATERIAL
MIN. BIJ ��ROCK OR
=.X UNYIELDING
/p" PER TX!S'SOIL
BEDDING
MATERIAL
MIN. B/4
X
_� — —
S
X
NORMAL EARTH FOUNDATION
1' OF H
MIN. 8",
ROCK FOUNDATION
FOUNDATION SOFT, YIELDING, OR
OTHERWISE UNSUITABLE MATERIAL
PIPE ARCH PROJECTION ABOVE GROUND LINE
MIN. 1.5 x S MIN. 1.5 x S
MIN. 1.5 x S MIN. 1.5 x S
MIN. 1.5 x S
MIN. 1.5 x S
TOP OF FIL
TOP OF FILL
TOP OF FILL
x
x
=
S IN. S
GROUND
+ /// i'�',' /////
/ LINE
mBEDDING
�T94 / I EARTH
—
— MIN. S S IN. S
+ —
— ��� �� / LINE
_ /// /////
�ll / MATERIAL
////// / /////
GROUND
LINE
_
+
—
—
IWBEDDING
I
-�
MIN. B/4 MATERIAL EARTH
III I F
MIN. B/4 EDDING
MATERIAL
X X
MIN. B/4 11 T`
I/2" PER XROCK OR
1" OF H UNYIELDING
MIN. 8", SOIL
NORMAL EARTH FOUNDATION
MAX.24"
ROCK FOUNDATION
FOUNDATION SOFT, YIELDING, OR
OTHERWISE UNSUITABLE MATERIAL
®BEDDING MATERIAL IN ACCORDANCE WITH NOTE
SECT ON 302 OF THE ROAD AND BRIDGE
SPECIFICATIONS.
CLASS I BACKFILL MATERIAL IN ACCORDANCE FOR GENREAL NOTES ON PIPE BEDDING, SEE INSTALLATION OF PIPE CULVERTS
WITH SECTION 302 OF THE ROAD AND BRIDGE AND STORM SEWERS GENERAL NOTES ON SHEET 107.00.
SPECIFICATIONS. CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER RUN
REGULAR BACKFILL MATERIAL IN ACCORDANCE AGGREGATE SIZE 25 AND 26 MAY BE USED IN PLACE OF CLASS I BACKFILL.
WITH SECTION 302 OF THE ROAD AND BRIDGE
SPECIFICATIONS.
® EMBANKMENT
��
INSTALLATION OF PIPE CULVERTS AND STORM
SPECIFICATION
REFERENCE
ROAD AND BRIDGE STANDARDS
SEWERS PIPE ARCH BEDDING AND BACKFILL
VIRGINIA DEPARTMENT OF TRANSPORTATION
302
303
SHEET 3 OF 4
REVISION DATE
107.03
PB-1
TOP OF FILL
J
BEDDING
MATERIAL
H - HEIGHT OF COVER MEASURED FROM TOP OF CULVERT TO FINISHED GRADE.
FOR NORMAL EARTH FOUNDATION:
FOR PRECAST AND CAST IN PLACE BOX CULVERT b - 6"
FOR ROCK FOUNDATION:
FOR PRECAST BOX CULVERT b -1/4" PER 12" OF
H - 8" MIN., 24" MAX.
FOR CAST IN PLACE BOX CULVERT b-DEPTH AS SHOWN
ON PLANS OR WHERE NO BEDDING IS SPECIFIED BOTTOM
SLAB TO BE KEYED INTO EXISTING ROCK FOUNDATION.
FOR SOFT, YIELDING OR OTHERWISE UNSUITABLE FOUNDATION:
FOR PRECAST AND CAST IN PLACE BOX CULVERT
b - DEPTH AS SHOWN ON PLANS OR TO FIRM BEARING SOIL.
GROUND
J LINE
EARTH OR ROCK
®BEDDING MATERIAL IN ACCORDANCE WITH
SECTION 302 OF THE ROAD AND BRIDGE
SPECIFICATIONS.
REGULAR BACKFILL MATERIAL IN ACCORDANCE
WITH SECTION 302 OF THE ROAD AND BRIDGE
SPECIFICATONS.
® EMBANKMENT
SPECIFICATION INSTALLATION OF BOX CULVERT BEDDING �VDOT
REFERENCE
ROAD AND BRIDGE STANDARDS
AND B AC K F I L L -METHOD "All 302 REVISION DATE SHEET 4 OF 4
303 VIRGINIA DEPARTMENT OF TRANSPORTATION
107.04
SWM-DR
VARIES
Z`l�'
—WATER
QUALITY
ORIFICE.
(SEE FLOW
FOR SIZE)
(4) Y4" DIA.
HOLES
SWM DAM METAL PLATE DETAIL
(NOT GALVANIZED)
�.lj
(4) �/2"X4"
ADHESIVE
BOLTS, SELF
LOCKING HEX.
NUTS, FLAT
WASHERS
CONC. SWM DAM FROUND OR SQUARE
12" MAX. 6" MIN.
OPENING THROUGH
SWM DAM.
-J
TAIL FOR METAL PLATE AND SIDE VIEW OF SWM
WATER QUALITY ORIFICE DAM WITH DEBRIS
TYPICAL SWM DAM
METAL PLATE MUST BE
CURVED TO FIT CIRCULAR
UNITS WHERE APPLICABLE.
VARIES
i
)K)K
1/12 D
VD
I I/4 D )K
CONCRETE CRADLE
PIPE SIZE
INCHES
CRADLE
BOTTOM
WIDTH
(INCHES)
CRADLE
HEIGHT
(INCHES)
CRADLE
TOP WIDTH
(INCHES)
INCREMENT, IN
CUBIC YARDS,
PER LINEAR
FOOT OF PIPE
12
34
14
32
0.093
15
38
15.75
35.5
0.110
18
42
17.5
1 39
0.129
24
50
21
46
0.168
30
58
26
53
0.233
36
66
31
60
0.307
42
74
36
67
0.390
CONCRETE SHALL BE CLASS A3
x BUT NOT LESS THAN 6"
W * IF THE PIPE IS LAID IN AN EXCAVATED TRENCH, THEN
THE SIDE WALLS MAY CONFORM TO THE TRENCH SHAPE
(IE THE TRENCH MAY BECOME THE CRADLE FORM).
CONCRETE CRADLE IS TO BE INSTALLED UNDER THE ENTIRE
LENGTH OF CULVERT AT EACH STORMWATER MANAGEMENT BASIN.
CONCRETE CRADLE IS TO BE PAID FOR AS MISCELLANEOUS
CONCRETE AND SUMMARIZED IN CUBIC YARDS FOR EACH PIPE LOCATION
ROUND OR SQUARE CONC. SWM RISER
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VIOLA ENGINEERING, PC
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-01, Depth: 2 ft
B-01, Depth: 10 ft
B-02, Depth: 2 ft
B-02, Depth: 4 ft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-02, Depth: 10 ft
B-03, Depth: 2 ft
B-03, Depth: 4 ft
B-03, Depth: 10 ft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-04a, Depth: Oft
B-04a, Depth: 2 ft
B-04a, Depth: 4 ft
B-04a, Depth: 6 ft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-04a, Depth: 8 ft
B-04a, Depth: 10 ft
B-04b, Depth: Oft
B-04b, Depth: 2 ft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-04b, Depth: 4 ft
B-04b, Depth: 6 ft
B-04b, Depth: 8 ft
B-04b, Depth: 10 ft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-04c, Depth: Oft
B-04c, Depth: 2 ft
B-04c, Depth: 4 ft
B-04c, Depth: 6 ft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-04c, Depth: 10 ft
B-04d, Depth: Oft
B-04d, Depth: 2 ft
B-04d, Depth: 4 ft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-04d, Depth: 6 ft
B-04d, Depth: 8 ft
B-04d, Depth: 10 ft
B-04e, Depth: Oft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-04e, Depth: 2 ft
B-04e, Depth: E ft
B-04e, Depth: 8 ft
B-04e, Depth: 10 ft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-04f, Depth: O ft
B-04f, Depth: 2 ft
B-04f, Depth: 4 ft
B-04f, Depth: E ft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-05, Depth: O ft
B-05, Depth: 2 ft
B-05, Depth: 4 ft
B-05, Depth: E ft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-06a, Depth: Oft
B-06a, Depth: 2 ft
B-06a, Depth: 4 ft
B-06a, Depth: 6 ft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-06a, Depth: 8 ft
B-06a, Depth: 10 ft
B-06a, Depth: 15 ft
B-06a, Depth: 20 ft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-06b, Depth: Oft
B-06b, Depth: 2 ft
B-06b, Depth: 4 ft
B-06b, Depth: 6 ft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-06b, Depth: 8 ft
B-06b, Depth: 10 ft
B-06b, Depth: 15 ft
B-06b, Depth: 20 ft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-06b, Depth: 25 ft
B-06c, Depth: Oft
B-06c, Depth: 2 ft
B-06c, Depth: 4 ft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-06c, Depth: E ft
B-06c, Depth: 8 ft
B-06c, Depth: 10 ft
B-06d, Depth: Oft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-06d, Depth: 2 ft
B-06d, Depth: 4 ft
B-06d, Depth: 6 ft
B-06d, Depth: 10 ft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-06d, Depth: 15 ft
B-06e, Depth: Oft
B-06e, Depth: 2 ft
B-06e, Depth: 4 ft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-06e, Depth: E ft
B-06e, Depth: 8 ft
B-06e, Depth: 10 ft
B-06e, Depth: 15 ft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-06f, Depth: O ft
B-06f, Depth: 2 ft
B-06f, Depth: 4 ft
B-06f, Depth: 8 ft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-06f, Depth: 10 ft
B-06g, Depth: Oft
B-06g, Depth: 2 ft
B-06g, Depth: 4 ft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-06g, Depth: 6 ft
B-06g, Depth: 8 ft
B-06g, Depth: 10 ft
B-06h, Depth: Oft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-06h, Depth: 2 ft
B-06h, Depth: 4 ft
B-06h, Depth: 6 ft
B-06h, Depth: 10 ft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-06i, Depth: Oft
B-06i, Depth: 2 ft
B-06i, Depth: 1Oft
B-06j, Depth: Oft
Viola Engineering, PC SAMPLEPHOTOGRAPHS
1356 N Main St.
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1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
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1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-07b, Depth: 4 ft
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1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-07b, Depth: 15 ft
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1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-07c, Depth: E ft
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1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
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1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
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1356 N Main St.
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CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
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1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
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CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-07g, Depth: 8 ft
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B-07g, Depth: 10 ft
B-07h, Depth: 2 ft
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1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
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1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
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1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
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1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
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1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-08c, Depth:
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B-08c, Depth: E ft
B-08c, Depth:
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B-08c, Depth: 15 ft
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1356 N Main St.
Harrisonburg, VA
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CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-08c, Depth: 20 ft
B-08d, Depth: Oft
B-08c, Depth: 25 ft
B-08d, Depth: 2 ft
VEViola Engineering, PC
1356 N Main St.
Harrisonburg, VA
SAMPLE PHOTOGRAPHS
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-08d, Depth: 4 ft
B-08d, Depth: 10 ft
B-08d, Depth: 6 ft
B-08% Depth: Oft
YEViola Engineering, PC SAMPLE PHOTOGRAPHS
1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
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1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
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1356 N Main St.
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CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-08g, Depth: 2 ft
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1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
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1356 N Main St.
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1356 N Main St.
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1356 N Main St.
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CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
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1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
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1356 N Main St.
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CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
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1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
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1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
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B-10d, Depth: 6 ft
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Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
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1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
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1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
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1356 N Main St.
Harrisonburg, VA
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PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
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PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
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CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
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Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
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1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
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1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
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1356 N Main St.
Harrisonburg, VA
CLIENT Timothy Culpepper, VP, Robinson Development Group PROJECT NAME Rivanna Village
PROJECT NUMBER PTL-172379 PROJECT LOCATION Albemarle County, Virginia
B-11f, Depth: 2 ft
B-11f, Depth: 4 ft
B-11f, Depth: E ft
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VDOT — Pavement Design Guide for Subdivision and Secondary Roads in Virginia (revised 2014)
Appendix IV
Flexible Pavement Design Worksheet for New Subdivision Streets
This sheet is intended for use and submission in conjunction with VDOT's Secondary Street Acceptance Requirements
County: (02) Albemarle E. of Rte. 29 Date: 7/25/2018
Subdivision: Rivanna Village Phase II
Street Name: Cattail Court, Meander Way, Terrapin Trace, and Mossy Rock Road
Design Engineer: Timothy Viola, PE (PTL-172379 Viola Engineering PC) Phone: 540-434-0400
AADT Projected traffic for the street segment considered, as defined in the Subdivision Street Requirements.
CBRD Design CBR = Average of CBRT x 2/3 and modified only as discussed in the Pavement Design Guide.
CBRT CBR value of the subgrade sample, taken and tested as specified in the Pavement Design Guide
DME VDOT District Materials Engineer
EPT Equivalent projected traffic
HCV Number of Heavy Commercial Vehicles (e.g. trucks, buses, etc., with 2 or more axles and 6 or more tires).
%HCV Percentage of the total traffic volume composed of Heavy Commercial Vehicles.
RF Resiliency Factor = Relative value of the subgrade soil's ability to withstand repeated loading.
SSV Soil support value of subgrade (SSV = CBRD x RF)
D, Thickness index of proposed pavement design computed by the Conventional Pavement Design Method
Du Thickness index required, based on Design AADT and SSV, determined by Appendix II.
Step 1• Determine Design
'
AADT
Step 2: Determine Design Values
CBR, RF, and SSV
AADT
300
Sample No.
CBRT
Resiliency Factor (RF)
%HCV = 100 (HCV / AADT)
or
EPT = 20 x HCV
Note: For %HCV 5%, use AADT
I
S-1 Bulk
8
Source
Value
Table 1
2
Note: For
%HCV>5%,
EP'I>AADT
Appendix I
1
DME approved
RF
--
For preliminary designs, use
the lowest RF value
CBRD x RF = S
( 5.3 ) x ( 1 ) = 5.3
Design AADT
Use greater of AADT or EPT
300
Step 3: Pavement Design (Check appropriate
box and show proposed pavement design below.)
(A) Limited to Design AADT 400 -Show pavement material notations and thickness from Appendix IV Tables A and B.
Fx (B) Show pavement section as developed in the Pavement Design Guide. DR = 10.1
(See Appendix III for material notations and thickness equivalency values (a)). from Appendix II
Description of Proposed Pavement
Section
Material Notation
Thickness, h
a
(a x h)
Surface
SM-12.5A
2.00
2.25
4.50
Intermediate
Base
BM-25
VDOT 21A
3.00
2.25
6.75
Subbase
6.00
0.60
3.60
Dp must equal or exceed the value of DR. DP = E(a x h) = 14.9
VDOT — Pavement Design Guide for Subdivision and Secondary Roads in Virginia (revised 2014)
Appendix IV
Flexible Pavement Design Worksheet for New Subdivision Streets
This sheet is intended for use and submission in conjunction with VDOT's Secondary Street Acceptance Requirements
County: (02) Albemarle E. of Rte. 29 Date: 7/25/2018
Subdivision: Rivanna Village Phase II
Street Name: Lazy Branch Lane and Moose Lane
Design Engineer: Timothy Viola, PE (PTL-172379 Viola Engineering PC) Phone: 540-434-0400
AADT Projected traffic for the street segment considered, as defined in the Subdivision Street Requirements.
CBRD Design CBR = Average of CBRT x 2/3 and modified only as discussed in the Pavement Design Guide.
CBRT CBR value of the subgrade sample, taken and tested as specified in the Pavement Design Guide
DME VDOT District Materials Engineer
EPT Equivalent projected traffic
HCV Number of Heavy Commercial Vehicles (e.g. trucks, buses, etc., with 2 or more axles and 6 or more tires).
%HCV Percentage of the total traffic volume composed of Heavy Commercial Vehicles.
RF Resiliency Factor = Relative value of the subgrade soil's ability to withstand repeated loading.
SSV Soil support value of subgrade (SSV = CBRD x RF)
D, Thickness index of proposed pavement design computed by the Conventional Pavement Design Method
Du Thickness index required, based on Design AADT and SSV, determined by Appendix II.
Step 1• Determine Design
'
AADT
Step 2: Determine Design Values
CBR, RF, and SSV
AADT
1650
Sample No.
CBRT
Resiliency Factor (RF)
%HCV = 100 (HCV / AADT)
or
EPT = 20 x HCV
Note: For %HCV 5%, use AADT
I
S-1 Bulk
8
Source
Value
Table 1
2
Note: For
%HCV>5%,
EP'I>AADT
Appendix I
1
DME approved
RF
--
For preliminary designs, use
the lowest RF value
CBRD x RF = S
( 5.3 ) x ( 1 ) = 5.3
Design AADT
Use greater of AADT or EPT
1650
Step 3: Pavement Design (Check appropriate
box and show proposed pavement design below.)
(A) Limited to Design AADT 400 -Show pavement material notations and thickness from Appendix IV Tables A and B.
Fx (B) Show pavement section as developed in the Pavement Design Guide. DR = 16.1
(See Appendix III for material notations and thickness equivalency values (a)). from Appendix II
Description of Proposed Pavement
Section
Material Notation
Thickness, h
a
(a x h)
Surface
SM-12.5A
2.00
2.25
4.50
Intermediate
Base
BM-25
VDOT 21A
3.00
2.25
6.75
Subbase
8.00
0.60
4.80
Dp must equal or exceed the value of DR. DP = E(a x h) = 16.1