20200914 Ver 1_More Information Received_20200826

Staff Review
Does this application have all the attachments needed to accept it into the review process?*
r Yes r No
ID#* Version* 1
20200914
Is this project a public transportation project?* r Yes
r No
Reviewer List:* Sue Homewood:eads\slhomewood
Select Reviewing Office:* Winston-Salem Regional Office - [phone]
Does this project require a request for payment to be sent?*
r
Yes
r
No

Project Submittal Form
Please note: fields marked with a red asterisk below are required. You will not be able to submit the form until all
mandatory questions are answered.
Project Type:* r New Project C New Project w Existing ID
r Pre -Application Submittal (-- More Information Response
r Other Agency Comments C Stream or Buffer Appeal
r Re-issuance\Renewal Request (- For the Record Only (Courtesy
Copy)
Is this supplemental information that needs to be sent to the Corps?*
6- Yes C No
New Project - Please check the new project type if you are trying to submit a new project that needs an official approval
decision.
Pre -Application Submittal - Please check the pre -application submittal if you just want feedback on your submittal and
do not have the expectation that your submittal will be considered a complete application requiring a formal decision.
More Information Response - Please check this type if you are responding to a request for information from staff and
you have and ID# and version for this response.
Other Agency Comments - Please check this if you are submitting comments on an existing project.
Re-issuance\Renewal Request — Please check this if you are submitting for a re-issuance\renewal prior to expiration
date for the corresponding 401/404. If submitting after the expiration date or if modification needed use New Project with
Existing ID option.
Project Contact Information
Name: Derek Goddard
Who is subnitting the information?
Email Address: [e-mail]
Project Information
Existing ID #:
20200914
20170001(no dashes)
Existing Version:
I
Project Name: Dollar General NC 135 and Harrington Hwy, Eden, Rockingham County
Is this a public transportation project?
C Yes
(' No
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
C Yes C No (-- Unknown
County (ies)
Rockingham
Please upload all files that need to be submited.

click the upload button or drag and drop files here to attach document
19-580 DG Eden Geotech Report.pdf 2.33MB
DG_EDEN.pdf 18.68MB
Only pdf or krm files are accepted.
Describe the attachments
or comments:
I have uploaded a revised set of plans that clarifies that SW is routed through the sand filter and added the
additional information requested. The soils report for this site has also been uploaded. Please note that in the
executive summary under item 1, it was noted that groundwater was not encountered (page 1). Please let us
know if you need anything else.
Sign and Submit
P By checking the box and signing box below, I certify that:
• I have given true, accurate, and complete information on this form;
• I agree that submission of this form is a "transaction" subject to Chapter 66, Article 40 of the NC General Statutes (the
"Uniform Electronic Transactions Act")
• I agree to conduct this transaction by electronic means pursuant to Chapter 66, Article 40 of the NC General Statutes
(the "Uniform Electronic Transactions Act');
• I understand that an electronic signature has the same legal effect and can be enforced in the same way as a written
signature; AND
o I intend to electronically sign and submit the online form."
Signature:
Submittal Date: Is filled in automatically.

GEOTECHNICAL ENGINEERING REPORT
Proposed Dollar General Store
1815 & 1829 NC Highway 135 & 2401 Harrington Highway
Eden, Rockingham County, North Carolina
CVET Project No. 19-580
April 1, 2020
PREPARED FOR:
Teramore Development, LLC
P.O. Box 6460
Thomasville, Georgia 31758
PREPARED BY:
CATAWBA VALLEY ENGINEERING AND TESTING, P.C.
HICKORY, NORTH CAROLINA
�i
GEOTECHNICAL • CONSTRUCTION MATERIALS • ENVIRONMENTAL

CATAWBA VALLEY
ENGINEERING & TESTING
PO Box 747
Hickory, NC 28603
161 Lenoir Rhyne Blvd. SE
Hickory, NC 28602
828 578 9972 0
www.cvet.net
NC Firm No. C-3833
SC Firm No. 5201
Geotechnical Engineering
Environmental Services
CMT/Speci a I Inspections
April 1, 2020
Ms. Danielle Stewart
Teramore Development, LLC
P.O. Box 6460
Thomasville, Georgia31758
[e-mail]
Re: Geotechnical Engineering Report
Proposed Dollar General Store
1815 & 1829 NC Highway 135 and 2401 Harrington Highway
Eden, Rockingham County, North Carolina
CVET Project No.: 19-575
Dear Ms. Stewart:
Catawba Valley Engineering and Testing (CVET) is pleased to submit to you
our Geotechnical Engineering Report for the proposed Dollar General Store
located at 1815 & 1829 NC Highway 135 and 2401 Harrington Highway in
Eden, North Carolina. This study was authorized by Teramore Development,
LLC on December 13, 2019. This report presents the findings of our
subsurface exploration and provides geotechnical recommendations for
design and construction of the project.
CVET appreciates the opportunity to provide our geotechnical engineering
services for this project. If you have any questions regarding the contents
of this report, or if we can provide additional services for the project such
as construction materials testing, please do not hesitate to contact us.
Sincerely,
CATAWBA VALLEY ENGINEERING AND TESTING, P.C.
ire r
James H. Carter
Senior Geologist
4y�15CAP
1LlhJ h+�tl
SEAL
s = 041419 aa1
4/1/2020
Did M. LeGrand, Jr., P.E.
Principal Engineer
NC 041419

Project Name: Proposed Dollar General Store
Location: Eden, Rockingham County, North Carolina
Date: April 1, 2020
Project No. 19-580
TABLE OF CONTENTS
1.0 EXECUTIVE SUMMARY.....................................................................................1
2.0 PURPOSE AND SCOPE OF WORK......................................................................2
3.0 PROJECT INFORMATION..................................................................................3
4.0 EXPLORATION PROCEDURES...........................................................................3
4.1 Field Exploration...........................................................................................3
4.2 Laboratory Testing........................................................................................4
5.0 SUBSURFACE CONDITIONS..............................................................................4
5.1 Site Geology.................................................................................................4
5.2 Soils.............................................................................................................4
5.3 Bedrock........................................................................................................5
5.4 Groundwater................................................................................................5
6.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION..................................6
6.1 Site Preparation............................................................................................6
6.2 Earthwork....................................................................................................6
6.3 Groundwater Control.....................................................................................7
6.4 Foundations.................................................................................................8
6.5 Floor Slabs...................................................................................................8
6.6 Pavements...................................................................................................9
6.7 Construction Materials Testing and Special Inspections.................................10
7.0 LIMITATIONS................................................................................................11
APPENDIX A — PROJECT FIGURES ............................................................................. iii
APPENDIX B — BORING LOGS....................................................................................v
APPENDIX C — LABORATORY TEST DATA..................................................................vi

Project Name: Proposed Dollar General Store
Location: Eden, Rockingham County, North Carolina
Date: April 1, 2020
Project No. 19-580
1.0 EXECUTIVE SUMMARY
The following items represent a short summary of (1) the findings of our subsurface
exploration, (2) our conclusions, and (3) our recommendations for design and
construction of the proposed Dollar General Store located at 1815 & 1829 NC Highway
135 and 2401 Harrington Highway in Eden, North Carolina.
1. The area being evaluated generally consists of 4 to 12 inches of topsoil underlain by
existing residual soils. Residual soils consisting primarily of dry to moist, silty sand
(SM), clayey sand (SC), sandy silt (ML) and sandy clay (CL) were encountered in all
nine (9) test borings underlying the surficial topsoil. SPT N-values from the residual
soils ranges from 22 to 50+ bpf indicating loose to medium dense non -cohesive soil
consistencies and 11 to 50+ bpf indicating stiff to very hard cohesive soil
consistencies. Partially weathered rock (PWR) was encountered in every soil test
boring with the exception of boring B-6. See table below for depths of the
encountered PWR and auger refusal conditions. Groundwater was not encountered
during this exploration.
2. We offer the following design and construction recommendations for the proposed
Dollar General Store located at 1815 & 1829 NC Highway 135 and 2401 Harrington
Highway in Eden, North Carolina:
• Site preparation should consist of removing the residential dwelling and associated
out buildings, removing the topsoil layer, relocation of any affected utilities, if
applicable, and removing all other soft or unsuitable material from the proposed
building envelope and associated pavement areas. Site preparation operations
should extend a minimum of 10 feet beyond the planned limits of the facilities and
a minimum of 5 feet beyond the planned limits of the pavement areas.
• Based on the cut/fill depths anticipated for this site, we anticipate some rock
removal will be required for foundation and utility installation. PWR was
encountered at depths ranging from 2.0 to 7.0 feet below existing site grades.
Unweathered bedrock (Auger refusal conditions) were encountered at depths
ranging from 6.3 to 14.1 feet below existing site grades.
• Any required fill soils should be compacted to at least 98 percent of the maximum
dry density obtained in accordance with ASTM Specification D-698, Standard
Proctor Method, with a moisture content within +/- 3% of the optimum moisture
content (OMC). We recommend the on -site geotechnical engineer evaluate the
suitability of the proposed fill soils prior to use as structural fill.
1

Project Name: Proposed Dollar General Store
Location: Eden, Rockingham County, North Carolina
Date: April 1, 2020
Project No. 19-580
• Groundwater was not encountered during this exploration, however; groundwater
tends to run along the interface between residual soils and partially weathered
rock and also in seams of partially weathered rock and unweathered bedrock,
therefore based upon the depths of the anticipated excavations groundwater may
be present.
• We recommend supporting the proposed building on shallow foundations bearing
on approved residual soils, newly compacted structural fill, or approved existing
fill soil. Shallow foundations for buildings should be designed for an allowable net
bearing pressure of up to 3,000 pounds per square foot. We recommend minimum
foundation widths and embedment depths of 16 and 24 inches, respectively, for
building foundations.
• As a result of the encountered site conditions we recommend a modulus of
subgrade reaction (ks) of up to 100 pounds per cubic inch (pci) for slabs supported
by properly prepared soil subgrade.
This executive summary should be used in conjunction with the entire contents of the
report, in order to gain a complete understanding of all conclusions and recommendations
contained within the report. If conditions revealed during construction vary from those
described in this report, the on -site geotechnical engineer shall contact the engineer of
said report to discuss potential options to address the varying site conditions.
2.0 PURPOSE AND SCOPE OF WORK
The purpose of the subsurface exploration and geotechnical engineering evaluation was
to explore the subsurface conditions at the site, collect representative samples of soil for
examination in our laboratory, and provide conclusions and recommendations for the
proposed Dollar General Store located at 1815 & 1829 NC Highway 135 and 2401
Harrington Highway in Eden, North Carolina.
CVET's scope of work included the following:
• Drilling of nine (9) soil test borings at the site;
• Collection of representative samples of soil from the soil test borings;
• Classification of collected soil samples and laboratory testing as necessary;
• Preparation of boring logs, boring location plan, and general subsurface profile;
• Evaluation of the encountered subsurface conditions at the site; and
• Preparation of this geotechnical report.
2

Project Name: Proposed Dollar General Store
Location: Eden, Rockingham County, North Carolina
Date: April 1, 2020
Project No. 19-580
3.0 PROJECT INFORMATION
This project consists of the evaluation of subsurface conditions for the proposed
construction of a new 9,100 square foot building, asphalt paved parking and driveway
areas, and associated infrastructure located at 1815 & 1829 NC Highway 135 and 2401
Harrington Highway in Eden, North Carolina.
The property is mainly grass covered with a residential home and associated outbuilding
on the south east corner of the subject property. Based upon the Rockingham County
GIS website, existing site grades slope down gradient from the north to the south from
approximately 570 to 560 feet above mean sea level (amsl). At the time of this report,
CVET was not provided a proposed finished floor elevation (FFE) for the facility. We
anticipate that the FFE will be approximately 562f feet amsl. Cut and fill requirements
to achieve anticipated FFE will likely range from 2 to 3 feet. Based upon the anticipated
FFE, cut and fill requirements in the parking areas will be of similar magnitude. Access
to the new facility will be from the northwest off Harrington Highway.
Project information was developed through review of a Site Plan, provided by Teramore
Development, LLC.
4.0 EXPLORATION PROCEDURES
Exploration procedures for this project included drilling test borings at the site and
laboratory testing of representative soil samples at our laboratory in Hickory, North
Carolina.
4.1 Field Exploration
The subsurface conditions at the site were explored by drilling nine (9) soil test borings
(denoted B-1 through B-9) at the locations indicated on Figure 2 — Boring Location Plan
in Appendix A. The borings were drilled on January 10 and 13, 2020 and extended to
depths ranging from 6.3 to 14.1 feet below existing site grades. The boring locations
were selected by and located in the field by CVET using existing site features as a
reference. Ground elevations at the boring locations were estimated from the
Rockingham County GIS website. Therefore, the boring locations and elevations shown
on Figure 2 and 3; plus the boring logs should be considered approximate.
Drilling was performed with a Geoprobe 7822DT atv-mounted drill rig using continuous -
flight hollow stem augers (HSA). Soil samples were obtained by means of the split -barrel
sampling procedures in general accordance with ASTM D1586. A 2-inch O.D., split -barrel
sampler was driven into the soil a distance of 18 inches by means of an automatic
hammer. The number of blows required to drive the sampler through the final 12-inch
interval is termed the Standard Penetration Test (SPT) "N"value and is indicated for each
3

Project Name: Proposed Dollar General Store
Location: Eden, Rockingham County, North Carolina
Date: April 1, 2020
Project No. 19-580
sample on the boring logs. This value can be used to provide an indication of the in -
place relative density of cohesionless soils, but is a less reliable indicator of the
consistency of cohesive soils. For cohesive soils, the measurement of unconfined
compressive strength Qu is a better indicator of consistency; this value is also listed on
the boring logs.
Representative portions of each SPT sample were sealed in airtight containers and returned
to our laboratory for classification and storage. See the individual soil test boring logs in
Appendix B for more details. Note that the soil samples will be discarded after 60 days from
this report date, unless otherwise directed by Teramore Development, LLC.
4.2 Laboratory Testing
Representative samples of soil obtained during the field exploration were transported to
CVET's laboratory in Hickory, North Carolina, where they were examined and classified
by a geotechnical engineer. The soil samples were visually classified in general accordance
with the Unified Soil Classification System (USCS), per ASTM D2487.
5.0 SUBSURFACE CONDITIONS
The subsurface conditions at the site are described in the following paragraphs.
5.1 Site Geology
The site is located in the Piedmont Physiographic Province of North Carolina. The name
Ilk piedmont"" means ""foot -of -the -mountains" which reflect remnants of an ancient
mountain range that has since been extensively weathered, decomposed and eroded to
form rolling terrain and hillsides. The bedrock is metamorphic in nature (igneous or
sedimentary rocks that have been changed by heat and/or pressure) and typically
consists of schist, gneiss and/or granite. Extensive weathering over time has reduced
the bedrock in -place to form overburden residual soils that range from clay topsoil to
sandy silts and silty sandy that grade with depth back to saprolite and partially -
weathered -bedrock. The degree of weathering varies both laterally and vertically. Based
on the 1985 North Carolina Geologic Map, the site is underlain by Stoneville Formation.
5.2 Soils
A generalized subsurface profile has been prepared for the site - see Figure 3 in Appendix
A. Soil boring logs are included in Appendix B. The area being evaluated generally
consists of 4 to 12 inches of topsoil underlain by residual soils. The generalized
subsurface conditions are described below.
51

Project Name: Proposed Dollar General Store
Location: Eden, Rockingham County, North Carolina
Date: April 1, 2020
Project No. 19-580
Residual soils consisting primarily of dry to moist, silty sand (SM), clayey sand (SC), sandy
silt (ML) and sandy clay (CL) were encountered in all nine (9) test borings underlying the
surficial topsoil. SPT N-values from the residual soils ranges from 22 to 50+ bpf indicating
loose to medium dense non -cohesive soil consistencies and 11 to 50+ bpf indicating stiff
to very hard cohesive soil consistencies.
5.3 Bedrock
Partially weathered rock (PWR) was encountered in every soil test boring with the
exception of boring B-6. See table below for depths of the encountered PWR and auger
refusal conditions.
Boring
PWR
(ft.)
Auger Refusal
(ft.)
B-1
6.0
10.0
B-2
2.5
6.3
B-3
6.0
13.8
B-4
7.0
13.6
B-5
6.5
14.1
B-6
N/A
N/A
B-7
9.5
9.8
B-8
4.5
8.5
B-9
2.0
6.3
5.4 Groundwater
Groundwater was not encountered during this exploration. Note that boreholes are left
open for only a short period of time during the drilling operation, so the detection of
groundwater during this brief period is difficult. Also note that soil moisture and
groundwater conditions vary depending on conditions such as temperature, precipitation
and season. Therefore, soil moisture and groundwater location at other times of the year
may vary from those observed at the time of this subsurface exploration and as described
in this report.
The borehole cave-in depths ranged from 4.0 to 13.5 feet below existing site. In this
geology, the cave-in depth of a boring is sometimes an indication of the stabilized water
level, although the water level may be a few feet below the cave-in depth and therefore
cannot be directly observed. If the location of the groundwater elevation is important at
this site, we recommend the installation of temporary observation wells.
5

Project Name: Proposed Dollar General Store
Location: Eden, Rockingham County, North Carolina
Date: April 1, 2020
Project No. 19-580
6.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
The following recommendations are provided for the construction of the proposed Dollar
General Store located at 1815 & 1829 NC Highway 135 and 2401 Harrington Highway in
Eden, North Carolina. The recommendations stated herein shall not be applied to any
other project, or used in conjunction with any other recommendation, and shall be used
explicitly for this project.
6.1 Site Preparation
Site preparation should consist of removing the residential dwelling and associated out
buildings, removing the topsoil layer, relocation of any affected utilities, if applicable, and
removing all other soft or unsuitable material from the proposed building envelope and
associated pavement areas. Site preparation operations should extend a minimum of 10
feet beyond the planned limits of the facilities and a minimum of 5 feet beyond the
planned limits of the pavement areas.
Once stripping and rough excavation has been accomplished, the exposed subgrade
should be evaluated by proofrolling. Proofrolling consists of driving the appropriate
equipment, typically a dump truck with axle weights of 10 or 20 tons for single and double
axles respectively, over the subgrade at a walking pace. The proofrolling equipment
should first make overlapping passes across the subgrade in one direction, followed by
passes in a perpendicular direction. We recommend that the proofrolling be observed by
a professional engineer or qualified engineering technician. Based upon the surficial
cohesive site soils and their moisture content at the time of proofrolling, we anticipate
that some instability of subgrade soils may be observed.
6.2 Earthwork
Based upon the Forsyth County GIS website, existing site grades slope down gradient
from the north to the south from approximately 570 to 560 feet above mean sea level
(amsl). At the time of this report, CVET was not provided a proposed finished floor
elevation (FFE) for the facility. We anticipate that the FFE will be approximately 562f
feet amsl. Cut and fill requirements to achieve anticipated FFE will likely range from 2 to
3 feet. Based upon the anticipated FFE, cut and fill requirements in the parking areas
will be of similar magnitude. Access to the new facility will be from the northwest off
Harrington Highway.
Based on the cut/fill depths anticipated for this site, we anticipate some rock removal will
be required for foundation and utility installation. PWR was encountered at depths
ranging from 2.0 to 7.0 feet below existing site grades. Unweathered bedrock (Auger
refusal conditions) were encountered at depths ranging from 6.3 to 14.1 feet below
existing site grades. Based on the encountered partially weathered rock we anticipate
0

Project Name: Proposed Dollar General Store
Location: Eden, Rockingham County, North Carolina
Date: April 1, 2020
Project No. 19-580
that it should be possible to excavate the residual soils and the fractured partially
weathered rock materials with conventional earthwork equipment. However, the
underlying harder bedrock (auger refusal materials or materials with SPT N-values of
50/2" or less) may require ripping. We recommend ripping operations to be performed
by a CAT D-8 bulldozer with a single tooth ripper (or equivalent machinery). Rock not
able to be removed by ripping will require the use of pneumatic hammers or blasting to
excavate. We define un-excavatable rock as material that cannot be removed with a CAT
330 excavator or equivalent (approximately a 75,000 pound machine) utilizing rock teeth.
Required fill soils should be compacted to at least 98 percent of the maximum dry density
obtained in accordance with ASTM Specification D-698, Standard Proctor Method, with a
moisture content within +/- 3% of the optimum moisture content (OMC). Acceptable fill
soils should be soil that has less than 5 percent organic content and a liquid limit and
plasticity index less than 50 and 20, respectively. Soils with USCS group symbols of SP,
SW, SM, SC, and ML are recommended for use as controlled fill, although it is important
to note that silty soils are very moisture sensitive and not as strong as sandy soils. Elastic
silts (MH) and plastic clays (CH) should not be utilized as structural fill at this site. All fill
soils should be placed in horizontal loose lifts and compacted with adequately -sized
equipment. Loose lift thicknesses will vary depending on the size of the compaction
equipment: we recommend a maximum of 8 inches for large self-propelled compactors,
6 inches for small self-propelled compactors, and 4 inches for remote -controlled
compactors and hand -operated equipment (plate tampers, wacker-packers, or jumping
jacks). Vibratory smooth -drum rollers are appropriate for cohesion less/coarse-grained
soils while sheepsfoot rollers are appropriate for cohesive/fine-grained soils.
We recommend that positive site drainage is maintained during earthwork operations to
prevent the ponding of water on exposed subgrades. Soil subgrades should be protected
from inclement weather (rain especially) by sealing' the subgrades prior to forecasted
inclement weather. Sealing' can be performed by rolling with a smooth steel -drum roller
without vibration. Ruts should not be created during the sealing' operation. Prior to the
placement of additional fill, the sealed' subgrade should be scarified.
If earthwork is performed during winter months or after inclement weather, the subgrade
soil conditions could potentially be more unstable due to wet soil conditions, which could
potentially require stabilization or undercutting.
6.3 Groundwater Control
Groundwater was not encountered during this exploration, however; groundwater tends
to run along the interface between residual soils and partially weathered rock and also in
seams of partially weathered rock and unweathered bedrock, therefore based upon the
depths of the anticipated excavations groundwater may be present. Groundwater control
is the purposeful drawdown of the groundwater levels to facilitate necessary construction.

Project Name: Proposed Dollar General Store
Location: Eden, Rockingham County, North Carolina
Date: April 1, 2020
Project No. 19-580
Temporary dewatering operations consist of well points and sump pumps, while
permanent dewatering operations typically consist of French underdrains which discharge
by means of gravity flow into the site storm drainage system.
Note that soil moisture and groundwater conditions vary depending on conditions such
as temperature, precipitation and season. Therefore soil moisture and groundwater
location at other times of the year may vary from those observed at the time of this
subsurface exploration and as described in this report.
6.4 Foundations
We recommend supporting the proposed building on shallow foundations bearing on
approved residual soils, newly compacted structural fill, or approved existing fill soil.
Shallow foundations for buildings should be designed for an allowable net bearing
pressure of up to 3,000 pounds per square foot. We recommend minimum foundation
widths and embedment depths of 16 and 24 inches, respectively, for building foundations.
We do not recommend bearing any foundations directly on elastic/plastic soils, especially
perimeter foundations which have a greater chance of being subjected to surface water.
If such conditions are encountered, we recommend an undercut of the plastic/elastic soil
to a depth of at least 24 inches from where encountered at the foundation bearing
elevation and replacement with approved fill materials or ABC stone. If fill soils are placed
to reach final grades, we recommend a 24-inch buffer of non -plastic fill soils between the
bottom of foundations and the elastic/plastic soils. Some localized undercut and
replacement of existing fill soils should be anticipated during foundation excavation.
As a result of shallow partially weathered rock and bedrock, ripping and the use of
pneumatic tools may be necessary within portions of the site depending on foundation
bearing elevations. We recommend a minimum of 12-inch buffer of ABC stone is rock is
exposed at foundation bearing elevation.
A site -specific settlement analysis has not been performed. However, based upon the
expected loading and the requirement that the foundations bear on approved existing fill
soil, competent residuum, or structural fill soils (to be verified by CVET or another
qualified CMT firm), we expect total settlements of structure foundations to not exceed
acceptable industry standard tolerances. In general, differential settlements between
building components are expected to be on the order of 1/3 to 1/2 of the total
settlements. We expect settlements in the building foundations to occur relatively soon
after the loads are applied.
6.5 Floor Slabs
We recommend that grade slabs be supported on approved residual soils or newly
compacted structural fill. Correspondence with Teramore Development, LLC (developer)
0

Project Name: Proposed Dollar General Store
Location: Eden, Rockingham County, North Carolina
Date: April 1, 2020
Project No. 19-580
indicated that the project architect and developer do not require the use of 4 to 6 inches
of free draining material or aggregate base course beneath the concrete slab on grade;
therefore CVET has been requested to provide a modulus of subgrade reaction (ks) for
slabs supported directly on prepared soil subgrade.
As a result of the encountered site conditions we recommend a modulus of subgrade
reaction (ks) of up to 100 pounds per cubic inch (pci) for slabs supported by properly
prepared soil subgrade. This value is representative of a 1-ft square loaded area and may
need to be adjusted depending the size and shape of the loaded area and the method of
structural analysis. The floor slab should be isolated from building foundations unless
the connection is designed to accommodate anticipated differential settlement between
the slab and foundation systems. We consider properly prepared soil subgrade to consist
of approved residuum or approved structural fill soils within the top two feet of finished
grades compacted to 100% of the standard Proctor method (ASTM D698). Compacted
soils should be placed within f3% of the optimum moisture content (OMC) as determined
by the standard Proctor method.
Please note that site preparation and earthwork operations shall be performed in
accordance with our Geotechnical Engineering Report to ensure adequate subgrade soil
conditions for direct slab on grade support. The structural engineer of record should be
provided to the structural engineer of record for review.
Plastic/elastic soils are moisture sensitive and prone to shrink/swell with moisture
changes. If plastic/elastic soil is exposed at the floor slab elevation, we recommend an
undercut of at least 18 inches of the elastic/plastic soil, and replacement with quality non -
plastic fill materials. If fill soils are placed to reach final grades, we recommend an 18-
inch buffer of non -plastic fill soils between the bottom of foundations and the
elastic/plastic soils. Stabilization can also include the installation of a biaxial geogrid
(Mirafi BX1200 or approved equivalent) or a heavy woven geotextile fabric (Mirafi HP 370
or approved equivalent) depending on the exposed subgrade soil conditions. If conditions
revealed during slab on grade preparation operations vary from those described in this
report, the on -site geotechnical engineer shall contact the engineer of said report to
discuss potential options to address the varying site conditions.
The use of a vapor retarder should be considered beneath concrete slabs on grade which
will be covered with wood, tile, carpet or other moisture -sensitive or impervious
coverings, per ACI 302 and/or ACI 360. Construction joints, contraction joints, and
isolation joints should be provided in the slab to reduce the impacts of cracking and
shrinkage. See ACI 302 for additional details regarding slab joint design.
6.6 Pavements
0

Project Name: Proposed Dollar General Store
Location: Eden, Rockingham County, North Carolina
Date: April 1, 2020
Project No. 19-580
Traffic loading conditions for this project have not been provided. Pavement for this
project is assumed to consist of light -duty asphalt parking areas (only personal vehicle
traffic) and heavy-duty asphalt drives (drive lanes). Based on the subsurface conditions
encountered in the test borings, and assuming all pavement areas pass a proofroll as
described in section 6.1 of this report, we recommend thicknesses of 2, 0 and 8 inches
for surface course, base course and ABC crushed stone, respectively, for light -duty
pavement. For heavy-duty pavement, we recommend thicknesses of 3.0 and 8.0 inches
for surface course and ABC crushed stone, respectively. We recommend an 8-inch thick
Portland cement concrete slab bearing on 6 inches of ABC crushed stone for the approach
and slab for any trash dumpster on site. If concrete pavements are desired, we
recommend a minimum of 6 inches of concrete overlying 8 inches of ABC crushed stone
base. The concrete should be air -entrained and have a minimum of 4,000 psi after 28
days of laboratory curing per ASTM C-31.
It should be noted that the design recommendations stated may not satisfy North Carolina
Department of Transportation guidelines; therefore, we recommend that any roadways
constructed for public use with maintenance provided by the State be designed in
accordance with State regulatory requirements.
If a proofroll reveals unstable soils, stabilization and/or undercut should be anticipated.
We recommend an undercut of at least 18 inches and replacement with quality non -
plastic fill materials. Plastic/elastic soils are moisture sensitive and prone to shrink/swell
with moisture changes. If fill soils will be placed to reach final grades, we recommend
an 18 inch buffer of non -plastic fill soils between the pavement subgrade and the elastic
soils. Stabilization could consist of the installation of a biaxial geogrid (Mirafi BX1200 or
approved equivalent) or a heavy woven geotextile fabric (Mirafi HP 370 or approved
equivalent) depending on the exposed subgrade soil conditions. Pavements should not
bear on plastic/elastic soils.
Careful control of storm water is one of the best ways to ensure adequate long-term
performance of any pavement. The surface of the pavement should be sloped to gutters
and/or catch basins to prevent water from ponding and infiltrating through the pavement
into the sub -base and subgrade.
We recommend compaction testing of the ABC crushed stone base prior to
asphalt/concrete placement, and full-time inspection during asphalt/concrete placement.
6.7 Construction Materials Testing and Special Inspections
Construction materials testing (CMT) and inspection should be performed at regular
intervals throughout the course of the project. CVET is qualified for this work and would
be pleased to provide these services during construction.
10

Project Name: Proposed Dollar General Store
Location: Eden, Rockingham County, North Carolina
Date: April 1, 2020
Project No. 19-580
7.0 LIMITATIONS
This report has been prepared for the exclusive use of Teramore Development, LLC, and
their agents for specific application to the referenced property, in accordance with
generally accepted soils and foundation engineering practices. No warranties, express or
implied, are intended or made. The conclusions and recommendations presented in this
report are based on the specific test borings and laboratory testing performed as part of
our scope of work, and do not reflect variations in subsurface conditions that may exist
between test boring locations or in unexplored portions of the site. Note that the soil
data presented in this report is for the specific time of this subsurface exploration. While
the type of material encountered in the test borings will not likely change significantly
over time, the properties of the materials can and will change over time, including soil
moisture content, density, consistency, SPT ""N" values, etc. Fluctuations in the
groundwater level can have a significant impact on the material properties, as can
seasonal changes. Site safety, excavation support related to OSHA requirements, and
construction dewatering requirements are the responsibility of others, not CVET. In the
event changes are made to the proposed construction plans, design or location of the
project as described within this report, the conclusions and recommendations provided
in this report shall not be considered valid unless CVET is given the opportunity to review
the changes, and either verifies or modifies the conclusions and recommendations
contained in this report in writing.
11

Project Name: Proposed Dollar General Store
Location: Eden, Rockingham County, North Carolina
Date: April 1, 2020
Project No. 19-580
APPENDIX A - PROJECT FIGURES

115A
F,
C2
4
C
H
a
W
zU)Ir
4
Z r
Y U
U
Cam] III
y �++
U
/�/
LJ_ 00 Z
r
T
o'c
c H
w
J z
LLI
S
W
U
O
0
M
-
s
z

N r-
0)
0)
N 0 O -
W W 00
U) N W [
Z N
L 0 C
L
W W Y N
U -
UO=� C
c
`� L7
m= H
�QW V
¢F W
u W
�I =
0
LO
Ol
O W CO V N O W CO V N O W CO
I- CO CO CO CO Co LO LO LO LO LO V V
LO LO LO LO LO LO LO LO LO LO LO LO LO
o
0
CToo
M �
Qo
m,
�
a
NIv-
NM
N7
Nr
M
7
7
m -.
r
r m
m
M
J m
CN
m i
0
m
O W CO V N O W CO V N O W CO
I- CO CO CO CO Co LO LO LO LO LO V V
LO LO LO LO LO LO LO LO LO LO LO LO LO
(11) U01l2Aa13
LO
U)
Mm
W
0
� U
C
U)
Cl)
Nll�
0
fdE)'N303 32JOAV2J31\S103PO2JdUNIJ\A3-1N38\S1N3Wf1000\oi�ond\S2J3sn\:O - b£:80 OZ/9Z/Z - lOJ'8V� sn OlS 1NIJ - 3ZIS V - MJ'S AHdV2JEAIV2JIS

CVET KEY TO SYMBOLS
308 15th St SE
CATAWBA VALLEY Hickory, NC 28702
ENGINEERING 8.TESTIN0 Telephone: [phone]
CLIENT Teramore Development LLC PROJECT NAME Dollar General Eden
PROJECT NUMBER 19-580 PROJECT LOCATION NC Highway 135 & Harington Highway
LITHOLOGIC SYMBOLS
SAMPLER SYMBOLS
(Unified Soil Classification System)
Split Spoon
IN BEDROCK: Bedrock
12 CL: USCS Low Plasticity Clay
IM] ML: USCS Silt
SC: USCS Clayey Sand
SM: USCS Silty Sand
TOPSOIL: Topsoil
WELL CONSTRUCTION SYMBOLS
ABBREVIATIONS
LL - LIQUID LIMIT (%) TV - TORVANE
PI - PLASTIC INDEX (%) PID - PHOTOIONIZATION DETECTOR
W - MOISTURE CONTENT (%) UC -UNCONFINED COMPRESSION
DID - DRY DENSITY (PCF) ppm - PARTS PER MILLION
NP - NON PLASTIC Water Level at Time
-200 - PERCENT PASSING NO. 200 SIEVE Drilling, or as Shown
PP - POCKET PENETROMETER (TSF) Water Level at End of
1
Drilling, or as Shown
Water Level After 24
- Hours, or as Shown

Project Name: Proposed Dollar General Store
Location: Eden, Rockingham County, North Carolina
Date: April 1, 2020
Project No. 19-580
APPENDIX B - BORING LOGS

REFERENCE NOTES FOR BORING LOGS
I. Drilling Sampling Symbols
SS
Split Spoon Sampler
ST
Shelby Tube Sampler
RC
Rock Core, NX, BX, AX
PM
Pressure meter
DC
Dutch Cone Penetrometer
RD
Rock Bit Drilling
BS
Bulk Sample of Cuttings
PA
Power Auger (no sample)
HSA
Hollow Stem Auger
WS
Wash Sample
REC
Rock Sample Recovery %
RQD
Rock Quality Designation
II. Correlation of Penetration Resistance to Soil Properties
Standard penetration (blows/ft) refers to the blows per foot of a 140 lb. hammer falling 30 inches on
a 2 inch OD split spoon sampler, as specified in ASTM D 1586. The blow count is commonly referred
to as the N-value.
L. Non -Cohesive Soils (Silt, Sand, Gravel and Combinations
Density
Adjective Form
Under 4 blows/ft
Very Loose
5 to 10 blows/ft
Loose
11 to 30 blows/ft
Medium Dense
31 to 50 blows/ft
Dense
Over 51 blows/ft
Very Dense
Particle Size Identification
Boulders
8 inches and larger
Cobbles
3 to 8 inches
Gravel
Coarse
1 to 3 inches
Medium
1/2 to 1 inch
Fine
1/4 to'/z inch
Sand
Coarse
2.00 mm to inch
Medium
0.42 to 2.0 mm
Fine
0.074 to 0.42 mm
Silt and Clay
0.0 to 0.074 mm
Cohesive Soils (Clay, Silt, and Combinations
Blows/ft
Consistency
Unconfined
Comp. Strength
Q (tso
Degree of
Plasticity
Plasticity Index
Under 2
Very Soft
Under 0.25
None to Slight
0-4
3 to 4
Soft
0.25-0.49
Slight
5-7
5 to 8
Medium Stiff
0.50-0.99
Medium
8-22
9 to 15
Stiff
1.00-1.99
High to Very High
Over 22
16 to 30
Very Stiff
2.00-3.00
31 to 50
Hard
4.00-8.00
Over 51
Very Hard
Over 8.00
III. Water Level Measurement Symbols
WL Water Level
BCR Before Casing Removal
DCI Dry Cave-in
WS While Sampling
ACR After Casing Removal
WCI Wet Cave-in
WD While Drilling
0 Est. Groundwater Level
0. Est. Seasonal High GWT
The water levels are those levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when augering, without adding fluids, in a granular
soil. In clay and plastic silts, the accurate determination of water levels may require several days for
the water level to stabilize. In such cases, additional methods of measurement are generally applied.

BORING NUMBER 131
CVET
`V 308 15th St SE PAGE 1 OF 1
CATAW13A VALLEY Hickory, NC 28702
ENGINEERING &TESTING Telephone: [phone]
CLIENT Teramore Development LLC PROJECT NAME Dollar General Eden
PROJECT NUMBER 19-580 PROJECT LOCATION NC Highway 135 & Harington Highway
DATE STARTED 1/10/20 COMPLETED 1/10/20 GROUND ELEVATION 562 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILLING METHOD 2.25 Hollow Stem Auger AT TIME OF DRILLING --- Cave at 6.0 ft.
LOGGED BY TV CHECKED BY JC AT END OF DRILLING ---
NOTES AFTER DRILLING ---
W
o
ASPTNVALUE A
C)
Of
}
w
w
20 40 60 80
=
~^
d O
MATERIAL DESCRIPTION
W
J
d' ^
> 0
0 Q
0-
W Z
Z a
PL . 'L
pv
<J
d�
0�
m0>
v"
}
20 40 60 80
(�
2Z
0
UZ
<
W
0
T-
ElFINES CONTENT (%) El
0.0
20 40 60 80
TOPSOIL (12")
(CL) RESIDUAL: Sandy CLAY, Brown, Grey, Dark Brown, Dry to
Moist, Stiff
SS
100
25-6
O
2.5
SZ
100
5 4025
(SM) RESIDUAL: Silty SAND with Small Rock Fragments, Dark
5.0
Brown, Dry, Dense
>>
(SM) PARTIALLY WEATHERED BEDROCK: Silty SAND with Rock
SS
100
50/5"
Fragments, Grey, Dry
3
7.5
>>
SS
100
50/4"
4
10.0
Refusal at 10.0 feet. SS 50/0"
Bottom of borehole at 10.0 feet. 5

BORING NUMBER B2
CVET
`V 308 15th St SE
PAGE 1 OF 1
CATAW13A VALLEY Hickory, NC 28702
ENGINEERING &TESTING Telephone: [phone]
CLIENT Teramore Development LLC
PROJECT NAME Dollar General Eden
PROJECT NUMBER 19-580
PROJECT LOCATION NC Highway
135 & Harington Highway
DATE STARTED 1/10/20 COMPLETED 1/10/20
GROUND ELEVATION 563 ft MSL
HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET
GROUND WATER LEVELS:
DRILLING METHOD 2.25 Hollow Stem Auger
AT TIME OF DRILLING --- Cave at 4.0 ft.
LOGGED BY TV CHECKED BY JC
AT END OF DRILLING ---
NOTES
AFTER DRILLING ---
W
o
ASPTNVALUE A
=
C)
Of
}
[aw
0-
20 40 60 80
PL . 'L
~^
d O
MATERIAL DESCRIPTION
W
J
Of
> 0
� �
0 Q
W Z
Z a
pv
<J
d�
0-
m0>
v"
}
20 40 60 80
(�
2Z
0
UZ
<
W
0
T-
El FINES CONTENT (%) El
TOPSOIL (6")
(SM) RESIDUAL: Silty Fine SAND, Grey, Dry
(SM) PARTIALLY WEATHERED BEDROCK: Silty SAND with Rock
Fragments, Grey, Dry
2.5
Refusal at 6.3 feet.
Bottom of borehole at 6.3 feet.
SS 100 13-35- »
1 50/1 "
SS 100 31-50/3" >>Ak
2
SS 100 50/3" »
3

BORING NUMBER B3
CVET
`V 308 15th St SE
PAGE 1 OF 1
CATAW13A VALLEY Hickory, NC 28702
ENGINEERING &TESTING Telephone: [phone]
CLIENT Teramore Development LLC
PROJECT NAME Dollar General Eden
PROJECT NUMBER 19-580
PROJECT LOCATION NC Highway
135 & Harington Highway
DATE STARTED 1/10/20 COMPLETED 1/10/20
GROUND ELEVATION 560 ft MSL
HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET
GROUND WATER LEVELS:
DRILLING METHOD 2.25 Hollow Stem Auger
AT TIME OF DRILLING --- Cave at 13.5 ft.
LOGGED BY TV CHECKED BY JC
AT END OF DRILLING ---
NOTES
AFTER DRILLING ---
W
o
ASPTNVALUE A
=
C)
Of
} ^
w
w
0-
20 40 60 80
PL . 'L
~^
d O
MATERIAL DESCRIPTION
W
J
d'
> 0
0 Q
W Z
Z a
pv
<J
d�
0-
m0>
v"
}
20 40 60 80
(�
2Z
0
UZ
<
W
0
T-
El FINES CONTENT (%) El
TOPSOIL (4")
(SC) RESIDUAL: Clayey SAND with Small Rock Fragments, Dark
Brown, Dry, Dense
2.5
5.0
SS 100 10 21
(33)
SZ 100 12 23
(44)
(ML) PARTIALLY WEATHERED BEDROCK: Sandy SILT with Small SS 100 35-50/1"
Rock Fragments, Dark Brown, Dry 3
7.5
SS 1 100 1 50/4"
4
E111111
(SM) PARTIALLY WEATHERED BEDROCK: Silty Fine SAND with
12.5M Rock Fragments, Grey, Dry
SS 100 50/3"
Refusal at 13.8 feet. 5
Bottom of borehole at 13.8 feet.

BORING NUMBER B4
CVET
`V 308 15th St SE
PAGE 1 OF 1
CATAW13A VALLEY Hickory, NC 28702
ENGINEERING &TESTING Telephone: [phone]
CLIENT Teramore Development LLC
PROJECT NAME Dollar General Eden
PROJECT NUMBER 19-580
PROJECT LOCATION NC Highway
135 & Harington Highway
DATE STARTED 1/13/20 COMPLETED 1/13/20
GROUND ELEVATION 560 ft MSL
HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET
GROUND WATER LEVELS:
DRILLING METHOD 2.25 Hollow Stem Auger
AT TIME OF DRILLING --- Cave at 13.5 ft.
LOGGED BY TV CHECKED BY JC
AT END OF DRILLING ---
NOTES
AFTER DRILLING ---
W
o
ASPTNVALUE A
=
C)
Of
} ^
w
w
0-
20 40 60 80
PL . 'L
~^
d O
MATERIAL DESCRIPTION
W
J
d'
> 0
0 Q
W Z
Z a
pv
<J
d�
0-
m0>
v"
}
20 40 60 80
(�
2Z
0
UZ
<
W
0
T-
El FINES CONTENT (%) El
TOPSOIL (10")
-
(SM) RESIDUAL: Silty Fine SAND with Sandy SILT, Brown, Dark
Brown, Dry, Dense
_1
SS
100
11 25
(50 )
2.5
_
SS
2
94
14-16-19
(35)
5.0
_
SS
100
19 50
(89 )
(SM) PARTIALLY WEATHERED BEDROCK: Silty Fine SAND with
Rock Fragments, Grey, Dry
7.5
»
SS
100
50/3"
_
4
10.0
12.5
Refusal at 13.6 feet.
Bottom of borehole at 13.6 feet.
SS
5
100
50/1"

BORING NUMBER B5
CVET
`V 308 15th St SE PAGE 1 OF 1
CATAW13A VALLEY Hickory, NC 28702
ENGINEERING &TESTING Telephone: [phone]
CLIENT Teramore Development LLC PROJECT NAME Dollar General Eden
PROJECT NUMBER 19-580 PROJECT LOCATION NC Highway 135 & Harington Highway
DATE STARTED 1/10/20 COMPLETED 1/10/20 GROUND ELEVATION 562 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILLING METHOD 2.25 Hollow Stem Auger AT TIME OF DRILLING --- Cave at 13.4 ft.
LOGGED BY TV CHECKED BY JC AT END OF DRILLING ---
NOTES AFTER DRILLING ---
W
o
ASPTNVALUE A
C)
Of
}
w
w
20 40 60 80
=
~^
d O
MATERIAL DESCRIPTION
W
J
d' ^
> 0
0 Q
0-
W Z
Z a
PL . 'L
pv
<J
d�
0�
m0>
v"
}
20 40 60 80
(�
2Z
0
UZ
<
W
0
T-
ElFINES CONTENT (%) El
0.0
20 40 60 80
:
TOPSOIL (6")
(SC) RESIDUAL: Claye SAND with Small Rock Fragments, Dark
Brown, Dry, Medium Dense to Dense
SS
100
8 22 3
O
2.5
SZ
100
12 17
32
O
5.0
»
SS
3
100
45-50/3"
(SM) PARTIALLY WEATHERED BEDROCKL Silty Fine SAND with
Rock Fragments, Brown, Dark Brown, Dry
7.5
SS
4
100
45-50/4"
10.0
>>
12.5
SS
100
35-50/1'.
5
Refusal at 14.1 feet.
Bottom of borehole at 14.1 feet.

BORING NUMBER B6
CVET
`V 308 15th St SE PAGE 1 OF 1
CATAW13A VALLEY Hickory, NC 28702
ENGINEERING &TESTING Telephone: [phone]
CLIENT Teramore Development LLC PROJECT NAME Dollar General Eden
PROJECT NUMBER 19-580 PROJECT LOCATION NC Highway 135 & Harington Highway
DATE STARTED 1/13/20 COMPLETED 1/13/20 GROUND ELEVATION 560 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILLING METHOD 2.25 Hollow Stem Auger AT TIME OF DRILLING --- Cave at 5.0 ft.
LOGGED BY TV CHECKED BY JC AT END OF DRILLING ---
NOTES AFTER DRILLING ---
W
o
ASPTNVALUE A
C)
Of
}
w
w
20 40 60 80
=
~^
d O
MATERIAL DESCRIPTION
W
J
d' ^
> 0
0 Q
0-
W Z
Z a
PL . 'L
pv
<J
d�
0�
m0>
v"
}
20 40 60 80
(�
2Z
0
UZ
<
W
0
Tf
ElFINES CONTENT (%) El
0.0
20 40 60 80
:
TOPSOIL (4")
(SM) RESIDUAL: Silty Fine SAND with Rock Fragments and Clay
Inclusions, Yellow -Brown, Grey, Dry, Dense to Very Dense
SS
100
11 50
72
O
2.5
SZ
100
23 14
39
O
5.0
(ML) RESIDUAL: Sandy SILT with Small Rock Fragments, Light
Yellow, Brown, Tan, Dry, Dense to Very Dense
S3S
100
14 24
45
O
7.5
S4
100
14-24-47
10.0
Bottom of borehole at 10.0 feet.

BORING NUMBER B7
CVET
`V 308 15th St SE
PAGE 1 OF 1
CATAW13A VALLEY Hickory, NC 28702
ENGINEERING &TESTING Telephone: [phone]
CLIENT Teramore Development LLC
PROJECT NAME Dollar General Eden
PROJECT NUMBER 19-580
PROJECT LOCATION NC Highway
135 & Harington Highway
DATE STARTED 1/13/20 COMPLETED 1/13/20
GROUND ELEVATION 560 ft MSL
HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET
GROUND WATER LEVELS:
DRILLING METHOD 2.25 Hollow Stem Auger
AT TIME OF DRILLING --- Cave at 5.0 ft.
LOGGED BY TV CHECKED BY JC
AT END OF DRILLING ---
NOTES
AFTER DRILLING ---
W
o
ASPTNVALUE A
=
C)
Of
} ^
w
w
0-
20 40 60 80
PL . 'L
~^
d O
MATERIAL DESCRIPTION
W
J
d'
> 0
0 Q
W Z
Z a
pv
<J
d�
0-
m0>
v"
}
20 40 60 80
(�
2Z
0
UZ
<
W
0
T-
El FINES CONTENT (%) El
2.5
5.0
7.5
J
TOPSOIL (6")
(CL) RESIDUAL: Sandy CLAY with Rock Fragments and Fine Roots,
Brown, Grey, Moist, Stiff
(ML) RESIDUAL: Sandy SILT with Rock Fragments, Brown, Dark
Brown, Dry, Very Dense
ML) PARTIALLY WEATHERED BEDROCK: Sandy SILT with Rock
-ragments, Brown, Dark Brown, Dry
Refusal at 9.8 feet.
Bottom of borehole at 9.8 feet.
SS
100
4 27
O
SS
2
94
13-33-39
(72)
S3S
100
24 83 38
O
SS
4
100
24-33-
50/4"

BORING NUMBER B8
CVET
`V 308 15th St SE
PAGE 1 OF 1
CATAW13A VALLEY Hickory, NC 28702
ENGINEERING &TESTING Telephone: [phone]
CLIENT Teramore Development LLC
PROJECT NAME Dollar General Eden
PROJECT NUMBER 19-580
PROJECT LOCATION NC Highway
135 & Harington Highway
DATE STARTED 1/13/20 COMPLETED 1/13/20
GROUND ELEVATION 560 ft MSL
HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET
GROUND WATER LEVELS:
DRILLING METHOD 2.25 Hollow Stem Auger
AT TIME OF DRILLING --- Cave at 5.0 ft.
LOGGED BY TV CHECKED BY JC
AT END OF DRILLING ---
NOTES
AFTER DRILLING ---
W
o
ASPTNVALUE A
=
C)
Of
} ^
w
w
0-
20 40 60 80
PL . 'L
~^
d O
MATERIAL DESCRIPTION
W
J
d'
> 0
0 Q
W Z
Z a
pv
<J
d�
0-
m0>
v"
}
20 40 60 80
(�
2Z
0
UZ
<
W
0
T-
El FINES CONTENT (%) El
0.0
20 40 60 80
-
_
2.5
:
TOPSOIL (4")
»
»Ak
»
(ML) RESIDUAL: Sandy SILT with Fine Root and Rock Fragments,
Brown, Dark Brown, Grey, Dry to Moist, Stiff
SS
100
11-7 8
( )
5.0
SS
2
100
4-13-50/5"
(SM) PARTIALLY WEATHERED BEDROCKL Silty SAND with Rock
Fragments, Grey, Dry
-
7.5
SS
3
100
33-50/3"
SS
100
50/4"
Refusal at 8.8 feet.
Bottom of borehole at 8.8 feet.
4

BORING NUMBER B9
CVET
`V 308 15th St SE
PAGE 1 OF 1
CATAW13A VALLEY Hickory, NC 28702
ENGINEERING &TESTING Telephone: [phone]
CLIENT Teramore Development LLC
PROJECT NAME Dollar General Eden
PROJECT NUMBER 19-580
PROJECT LOCATION NC Highway
135 & Harington Highway
DATE STARTED 1/13/20 COMPLETED 1/13/20
GROUND ELEVATION 568 ft MSL
HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET
GROUND WATER LEVELS:
DRILLING METHOD 2.25 Hollow Stem Auger
AT TIME OF DRILLING --- Cave at 4.4 ft.
LOGGED BY TV CHECKED BY JC
AT END OF DRILLING ---
NOTES
AFTER DRILLING ---
W
o
ASPTNVALUE A
=
C)
Of
}
[aw
0-
20 40 60 80
PL . 'L
~^
d O
MATERIAL DESCRIPTION
W
J
Of
> 0
� �
0 Q
W Z
Z a
pv
<J
d�
0-
m0>
v"
}
20 40 60 80
(�
2Z
0
UZ
<
W
0
T-
El FINES CONTENT (%) El
TOPSOIL (6")
(SM) RESIDUAL: Silty SAND, Brown, Grey, Yellow, Dry
(ML) PARTIALLY WEATHERED BEDROCK: Sandy SILT with Rock
Fragments, Brown, Dark Brown, Dry
2.5
(SM) RESIDUAL: Silty SAND with Rock Fragments, Brown, Dry
Refusal at 6.3 feet.
Bottom of borehole at 6.3 feet.
S1 S 100 8-22-50/5" »
Ak
SS 100 26-50/4" >>Ak
2
SS 100 50/4" >>AL
3

Project Name: Proposed Dollar General Store
Location: Eden, Rockingham County, North Carolina
Date: April 1, 2020
Project No. 19-580
APPENDIX C - LABORATORY TEST DATA

PERCENT
COARSER
d
N
N
O
o
O
N
O
M
O
V
O
N (O
O
L-
O
00
O
0)
O o
(0
O
V
J
M
M
O
O
o
O
M
00
�c
Z
N
(n
If
w
LL
V)
00
Zt
w
o
I
o
x
cn
�U�0
U
�
N
al
I —I
OC
ElM
/�
C
o
1
O
O
CG
V
O
T
C
M
M
�
LL
p
�+
O
LU
07
/1
V/
Z o
a
N V
w
w
w
ca
06
w
O
0
Z
U
V
a
(�
() O
O
O
W
E
U)
�
N
N
aca
c
>
w
x
N
N
o
W
N
N
L
(D n
O_
C
Z -
0
IY1
IY1
W
0- ��
_
Ll
LU
� \
#
LL1 c_
N
a)
d
V1
O
�O
O
U
C
U)
O
G
Q
W
�
O
O
O
>
a3
f+
tDf
00
0
o
CG
CG
0
O
m 00
O
O
o
Lo
0
0
V
o
O
o O
O
O
C
N
N
�
U
U
bENld
1N�Cb�d0
L
d
L
d
ElU
u
T
U

PERCENT
COARSER
d
N
N
N
O
o
O
N
O
M
O
O
N (O
O
O
r 00
O
O o
O
(0
O
V
J
A
M
M
O
O
O
tn
Z
N
N
If
w
LL
tn
tn
N
O
t
w
o
I
o
x
cn
a
�
o
U
o
U
U
�+
L
°7
o
Q
�
o�CG
y
W
O
0
LL
N
p
Ct
w
m
Z�LU
N U
w
LU
ca
0<
u
Z
`�
~
N
ai Z
0
U
ai
m
UU�uu
� .L
N�
V O
in
c V
5
C
_
C
o0o
LU
U)000
N
N
N
N
aca
c
>
LU
z \
N
N
_
c
o
o
W
N
N
Z_
(7
o
~
M
~
Z
Mtn
`�
Z
oa)
CG
CG
CG
W
IL
U
_
LL
LU
> \
#
w c_
(D N
a)
d
N
O\
M
O\
O\
U
E
m
O
O
O
a
j C
O
W
�
O
a3
f+
r,
0
00
O
O
O
E
O
O
O
4+
0
o
CG
CG
CG
0
O
m 00
O
O
o
Lo
0
0
o
O
o O
O
O
C
N
N
�
U
U
bENld
1NECbEd
U
L
d
L
d
O
O
O
u
T
A

LIQUID AND PLASTIC LIMITS TEST REPORT
60
Dashed line indicates the approximate
upper limit boundary for natural soils
SOIL DATA
NATURAL
SYMBOL
SOURCE
SAMPLE
DEPTH
WATER
PLASTIC
LIQUID
PLASTICITY
USCS
NO.
CONTENT
LIMIT
LIMIT
INDEX
•
Test Borings
4092
B11-2.5'
2L1
24
45
21
CL
�
Test Borings
4093
B3 3.5-5'
10.2
22
37
15
SC
�
Test Borings
4094
BS 1-2.5'
15.6
25
39
14
SC
♦
Test Borings
4095
B7 1-2.5'
18.0
21
37
16
CL
♦
Test Borings
4096
B9 1-2.5'
26.3
26
37
11
SM
Tested By: CLP Checked By: CR

SURVEY:
BLUE RIDGE GEOMATICS, PA
1520 MEADOWVIEW DRIVE
WILKESBORO, NC 28697
LICENSE: C-3576
CITY/TOWN: EDEN, NC
EDEN, NC
STORE #21637
VICINITY MAP (NTS)
ENGINEER:
BREC, PA
1520 MEADOWVIEW DRIVE
WILKESBORO, NC 28697
LICENSE: C-3448
NORTH CAROLINA COUNTY MAP
(ROCKINGHAM COUNTY)
C000
C001
C002
C003
C100
C200
C201
C202
C203
C300
C301
C302
C303
C400
G100
C900
C901
C902
C903
C904
C905
SHEETINDEX
COVER SHEET
NPDES NCG01
EXISTING CONDITIONS
DEMOLITION PLAN
SITE PLAN
GRADING PLAN
DRAINAGE AREAS
WATERS OF THE US
USGS MAP
PHASE 1 ESC PLAN
PHASE 2 ESC PLAN
PHASE 3 ESC PLAN
FINAL ESC PLAN
UTILITY PLAN
LANDSCAPE PLAN
DETAILS
DETAILS
DETAILS
DETAILS
DETAILS
DETAILS
SITE COORDINATES: LATITUDE = 36.476457' N LONGITUDE _-79.794872° W
���1111111///
0Q SS/
<i
F
'REVIEW
035736 =
��vGs;•�NGINE��''G� �,
///II1110 \`\\
08/24/2020
BREC: .,q
NICBELSK-3448;
z
�'•. CARD
W
ti
z
�
U
W
z
CIA
�
z
w
w
�
�
w
OII­__
J
COVER SHEET
PREPARED FOR:
TERAMORE DE'
PO BOX 6460
THOMASVILLE,
JELOPMENT, LLC
GA 31758
DATE: REVISIONS:
SHEET SIZE:
24"x36"
DATE:
06/15/2020
PROJECT NUMBER:
3160632019
DRAWN BY:
J.EDWARDS
APPROVED BY:
J.CHURCH
SCALE:
NTS (H)
(N)
SHEET:
C000
© COPYRIGHT 2020 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE -USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.

GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCGO1 CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this plan sheet will result in the construction
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCGO1 Construction General Permit (Sections E and F, respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
may not apply depending on site conditions and the delegated authority having jurisdiction.
Temporary and Permanent Groundcover*
STABILIZATION TIMEFRAMES
(Effective Aug. 3, 2011)
SITE AREA DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
Perimeter dikes, swales, ditches, slopes
7 days
None
-OWN" High Quality Water (HQW) Zones
7 days
None
Slopes steeper than 3:1
7 days
If slopes are 10' or less in length and are
not steeper than 2:1, 14 days are allowed.
Slopes 3:1 flatter
14 days
7 days for than 50' in length.
or
slopes greater
All other areas with slopes flatter than 4:1
14 days
None, except for perimeters and HQW Zones.
*-For Falls Lake watershed, in disturbed areas where grading activities are incomplete, provide
temporary groundcover no later than seven (7) days for slopes steeper than 3:1; ten (10) days for
slopes equal to or flatter than 3:1; fourteen (14) days for areas with no slope.
GROUND STABILIZATION SPECIFICATION
Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the
techniques in the table below:
Temporary Stabilization
Permanent Stabilization
• Temporary grass seed covered with straw or
• Permanent grass seed covered with straw or
other mulches and tackifiers
other mulches and tackifiers
• Hydroseeding
• Geotextile fabrics such as permanent soil
• Rolled erosion control products with or without
reinforcement matting
temporary grass seed
• Hydroseeding
• Appropriately applied straw or other mulch
• Shrubs or other permanent plantings covered
• Plastic sheeting
with mulch
• Uniform and evenly distributed ground cover
sufficient to restrain erosion
• Structural methods such as concrete, asphalt
or retainingwalls
POLYACRYLAMIDES (PAMS) AND FLOCCULANTS
1. Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC DWR List of Approved PAMS/Flocculants.
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures.
3. Apply flocculants at the concentrations specified in the NC DWR List of Approved
PAMS/Flocculants and in accordance with the manufacturer's instructions.
4. Provide ponding area for containment of treated Stormwater before discharging
offsite.
5. Store flocculants in leak -proof containers that are kept under storm -resistant cover
or surrounded by secondary containment structures.
NORTH CAROLINA
Environmental Quality
EQUIPMENT AND VEHICLE MAINTENANCE
1. Maintain vehicles and equipment to prevent discharge of fluids.
2. Provide drip pans under any stored equipment.
3. Identify leaks and repair as soon as feasible, or remove leaking equipment from the
project.
4. Collect all spent fluids, store in separate containers and properly dispose as
hazardous waste (recycle when possible).
5. Remove leaking vehicles and construction equipment from service until the problem
has been corrected.
6. Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products
to a recycling or disposal center that handles these materials.
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
1. Never bury or burn waste. Place litter and debris in approved waste containers.
2. Provide a sufficient number of waste containers on site to manage the quantity of
waste produced.
3. Locate waste containers at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
4. Locate waste containers on areas that do not receive substantial amounts of runoff
from upland areas and does not drain directly to a storm drain, stream or wetland.
5. Cover waste containers at the end of each workday and before storm events. Repair
or replace damaged waste containers.
6. Anchor all lightweight items in waste containers during times of high winds.
7. Empty waste containers as needed to prevent overflow.
8. Dispose waste off -site at an approved disposal facility.
PAINT AND OTHER LIQUID WASTE
1. Do not dump paint and other liquid waste into storm drains, streams or wetlands.
2. Locate paint washouts at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
3. Contain liquid wastes in a controlled area.
4. Containment must be labeled, sized and placed appropriately for the needs of site.
5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from
construction sites.
PORTABLE TOILETS
1. Install portable toilets on level ground, at least 50 feet away from storm drains,
streams or wetlands unless there is no alternative reasonably available. If 50 foot
offset is not attainable, provide relocation of portable toilet behind silt fence or place
on a gravel pad and surround with sand bags.
2. Provide staking or anchoring of portable toilets during periods of high winds or in high
foot traffic areas.
3. Monitor portable toilets for leaking and properly dispose of any leaked material.
Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace
with properly operating unit.
EARTHEN STOCKPILE MANAGEMENT
1. Show stockpile locations on plans. Locate earthen -material stockpile areas at least
50 feet away from storm drain inlets, sediment basins, perimeter sediment controls
and surface waters unless it can be shown no other alternatives are reasonably
available.
2. Protect stockpile with silt fence installed along toe of slope with a minimum offset of
five feet from the toe of stockpile.
3. Provide stable stone access point when feasible.
4. Stabilize stockpile within the timeframes provided on this sheet and in accordance
with the approved plan and any additional requirements. Soil stabilization is defined
as vegetative, physical or chemical coverage techniques that will restrain accelerated
erosion on disturbed soils for temporary or permanent control needs.
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
A
o 1ssrrR,
0 oR srnPlF
0 s°Es rvsrs `'
0 arR,°F
O A
FENCEL5N
rvarirvc oEvicEElie°xzaA irvi SECTION A -A
cii%nL tocnriory °srERnrirvE°w EiEL°
uoaEzcry
PLAN cuEaar niaRxEouw rnRs� ­ onrau oEvcE.
BELOW GRADE WASHOUT STRUCTURE
- ,o miNB
°�EI..IUTRo o° 0 0
0 0
o 0
0 O
e
°R
cu
NOTING OEvicE
PLAN
ABOVE GRADE
,u nvc.
oM�L
'LASTIC L soi�sERM ry
�P°E 9
SECTION E-n rEry
R°aAUs P, iI AL Eoc11- UETERM «E° IN 11CLI
srraIE2 THE CONCRETEMSICUT STRUCTURES
l�s5xlapMiN.1
MirviMuu,z irvcrvEs of FREE -N.
CIII
.01i .Rv E. rceo wrtry sicrvncE
WASHOUT STRUCTURE
CONCRETE WASHOUTS
1. Do not discharge concrete or cement slurry from the site.
2. Dispose of, or recycle settled, hardened concrete residue in accordance with local
and state solid waste regulations and at an approved facility.
3. Manage washout from mortar mixers in accordance with the above item and in
addition place the mixer and associated materials on impervious barrier and within
lot perimeter silt fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
alternate method or product is to be used, contact your approval authority for
review and approval. If local standard details are not available, use one of the two
types of temporary concrete washouts provided on this detail.
5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged to the storm drain system or receiving surface waters. Liquid waste must
be pumped out and removed from project.
6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
can be shown that no other alternatives are reasonably available. At a minimum,
install protection of storm drain inlet(s) closest to the washout which could receive
spills or overflow.
7. Locate washouts in an easily accessible area, on level ground and install a stone
entrance pad in front of the washout. Additional controls may be required by the
approving authority.
8. Install at least one sign directing concrete trucks to the washout within the project
limits. Post signage on the washout itself to identify this location.
9. Remove leavings from the washout when at approximately 75% capacity to limit
overflow events. Replace the tarp, sand bags or other temporary structural
components when no longer functional. When utilizing alternative or proprietary
products, follow manufacturer's instructions.
10. At the completion of the concrete work, remove remaining leavings and dispose of
in an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance
caused by removal of washout.
HERBICIDES, PESTICIDES AND RODENTICIDES
1. Store and apply herbicides, pesticides and rodenticides in accordance with label
restrictions.
2. Store herbicides, pesticides and rodenticides in their original containers with the
label, which lists directions for use, ingredients and first aid steps in case of
accidental poisoning.
3. Do not store herbicides, pesticides and rodenticides in areas where flooding is
possible or where they may spill or leak into wells, stormwater drains, ground water
or surface water. If a spill occurs, clean area immediately.
4. Do not stockpile these materials onsite.
HAZARDOUS AND TOXIC WASTE
1. Create designated hazardous waste collection areas on -site.
2. Place hazardous waste containers under cover or in secondary containment.
3. Do not store hazardous chemicals, drums or bagged materials directly on the ground.
NCGO1 GROUND STABILIZATION AND MATERIALS HANDLING
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF -INSPECTION
Self -inspections are required during normal business hours in accordance with the table
below. When adverse weather or site conditions would cause the safety of the inspection
personnel to be in jeopardy, the inspection may be delayed until the next business day on
which it is safe to perform the inspection. In addition, when a storm event of greater than
1.0 inch occurs outside of normal business hours, the self -inspection shall be performed
upon the commencement of the next business day. Any time when inspections were
delayed shall be noted in the Inspection Record.
Inspect
Frequency
Inspection records must include [40 CFR 122.41]:
(during
normal
business
hours
(1) Rain
Daily
Daily rainfall amounts.
gauge
If no daily rain gauge observations are made during
maintained in
weekend or holiday periods, and no individual -day rainfall
good working
information is available, record the cumulative rain
order
measurement for those un-attended days (and this will
determine if a site inspection is needed). Days on which no
rainfall occurred shall be recorded as "zero." The
permittee may use another rain -monitoring device
approved by the Division.
(2) E&SC
At least once
1. Identification of the measures inspected,
Measures
per 7 calendar
2. Date and time of the inspection,
days and within
3. Name of the perscn performing the inspection,
24 hours of a
4. Indication of whether the measures were operating
rain event > 1.0
properly,
inch in 24
5. Description of maintenance needs for the measure,
hours
6. Corrective actions taken, and
7. Date of actions taken.
(3)
At least once
1. Identification of the discharge outfalls inspected,
Stormwater
per 7 calendar
2. Date and time of the inspection,
discharge
days and within
3. Name of the perscn performing the inspection,
outfalls
24 hours of a
4. Evidence of indicators of stormwater pollution such as
(SDOs)
rain event > 1.0
oil sheen, floating or suspended solids or discoloration,
inch in 24
S. Indication of visible sediment leaving the site,
hours
6. Actions taken to correct/prevent sedimentation, and
7. Date of actions taken.
(4) Perimeter
At least once
If visible sedimentation is found outside site limits, then a
of site
per 7 calendar
record of the following shall be made:
days and within
1. Actions taken to clean up or stabilize the sediment that
24 hours of a
has left the site limits,
rain event > 1.0
2. Date of actions taken, and
inch in 24
3. An explanation as to the actions taken to control future
hours
releases.
(5) Streams
At least once
If the stream or wetland has increased visible
or wetlands
per 7 calendar
sedimentation or a stream has visible increased turbidity
onsite or
days and within
from the construction activity, then a record of the
offsite (where
24 hours of a
following shall be made:
accessible)
rain event > 1.0
1. Evidence and actions taken to reduce sediment
inch in 24
contributions, and
hours
2. Records of the required reports to the appropriate
Division Regional Office per Part III, Section C, Item
(2)(a) of this permit of this permit.
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
;..4rr f1, ►,, NORTH CAROLINA
Environmental Quality
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION B: RECORDKEEPING
1. E&SC Plan Documentation
The approved E&SC plan as well as any approved deviation shall be kept on the site. The
approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be documented in the manner
described:
Item to Document
Documentation Requirements
(a) Each E&SC Measure has been installed
Initial and date each E&SC Measure on a copy
and does not significantly deviate from the
of the approved E&SC Plan or complete, date
locations, dimensions and relative
and sign an inspection report that lists each
elevations shown on the approved E&SC
E&SC Measure shown on the approved E&SC
Plan.
Plan. This documentation is required upon
the initial installation of the E&SC Measures or
if the E&SC Measures are modified after initial
installation.
(b) A phase of grading has been
Initial and date a copy of the approved E&SC
completed.
Plan or complete, date and sign an inspection
report to indicate completion of the
construction phase.
(c) Ground cover is located and
Initial and date a copy of the approved E&SC
installed in accordance with the
Plan or complete, date and sign an inspection
approved E&SC Plan.
report to indicate compliance with approved
ground cover specifications.
(d) The maintenance and repair
Complete, date and sign an inspection report
requirements for all E&SC Measures
have been performed.
(e) Corrective actions have been
Initial and date a copy of the approved E&SC
taken to E&SC Measures.
Plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action.
2. Additional Documentation
In addition to the E&SC Plan documents above, the following items shall be kept on the site
and available for agency inspectors at all times during normal business hours, unless the
Division provides a site -specific exemption based on unique site conditions that make this
requirement not practical:
(a) This general permit as well as the certificate of coverage, after it is received.
(b) Records of inspections made during the previous 30 days. The permittee shall record
the required observations on the Inspection Record Form provided by the Division or a
similar inspection form that includes all the required elements. Use of
electronically -available records in lieu of the required paper copies will be allowed if
shown to provide equal access and utility as the hard -copy records.
(c) All data used to complete the Notice of Intent and older inspection records shall be
maintained for a period of three years after project completion and made available
upon request. [40 CFR 122.41]
EFFECTIVE: 03/01/19
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1. Occurrences that must be reported
Permittees shall report the following occurrences:
(a) Visible sediment deposition in a stream or wetland.
(b) Oil spills if:
• They are 25 gallons or more,
• They are less than 25 gallons but cannot be cleaned up within 24 hours,
• They cause sheen on surface waters (regardless of volume), or
• They are within 100 feet of surface waters (regardless of volume).
(a) Releases of hazardous substances in excess of reportable quantities under Section 311 of
the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA
(Ref: 40 CFR 302.4) or G.S. 143-215.85.
(b) Anticipated bypasses and unanticipated bypasses.
(c) Noncompliance with the conditions of this permit that may endanger health or the
environment.
2. Reporting Timeframes and Other Requirements
After a permittee becomes aware of an occurrence that must be reported, he shall contact the
appropriate Division regional office within the timeframes and in accordance with the other
requirements listed below. Occurrences outside normal business hours may also be
reported to the Division's Emergency Response personnel at [phone], (800)
858-0368 or [phone].
Occurrence
Reporting Timeframes After Discovery) and Other Requirements
(a) Visible
• Within 24 hours, an oral or electronic notification.
sediment
• Within 7 calendardays, a report that contains a description of the
deposition in a
sediment and actions taken to address the cause of the deposition.
stream or wetland
Division staff may waive the requirement for a written report on a
case -by -case basis.
• If the stream is named on the NC 303� )d) listlistas impaired for sediment -
related causes, the permittee may be required to perform additional
monitoring, inspections or apply more stringent practices if staff
determine that additional requirements are needed to assure
compliance with the federal or state impaired -waters conditions.
(b) Oil spills and
• Within 24 hours, an oral or electronic notification. The
release of
notification shall include information about the date, time, nature,
hazardous
volume and location of the spill or release.
substances per
Item 1(b)-(c)
above
(c) Anticipated
a A report at least ten days before the date of the bypass, if
bypasses [40 CFR
possible. The report shall include an evaluation of the anticipated
122,41(m)(3)]
quality and effect of the bypass.
(d) Unanticipated
• Within 24 hours, an oral or electronic notification.
bypasses [40 CFR
• Within 7 calendardays, a report that includes an evaluation of
122.41(m)(3)]
the quality and effect of the bypass.
(e) Noncompliance
• Within 24 hours, an oral or electronic notification.
with the
• Within 7 calendardays, a report that contains a description of the
conditions of this
noncompliance, and its causes; the period of noncompliance,
permit that may
including exact dates and times, and if the noncompliance has not
endanger health or
been corrected, the anticipated time noncompliance is expected to
the
continue; and steps taken or planned to reduce, eliminate, and
environmeri
prevent reoccurrence of the noncompliance. [40 CFR 122.41(1)(6).
CFR 122.41(I)(7)]
• Division staff may waive the requirement for a written report on a
case -by -case basis.
NCGO1 SELF -INSPECTION, RECORDKEEPING AND REPORTING EFFECTIVE: 03/01/19I
NPDES CONSTRUCTION GENERAL PERMIT - NCG 010000
ENTIRE PERMIT CAN BE FOUND AT:
https://files.nc.gov/ncdeq/Energy%20Mineral%20and%20Land%20Resources/Stormwater/NCG010000_Fi nal_Permit_2019_04_0l .pdf
EROSION CONTROL CONTACT
ROBERT CALDWELL -
[phone]
PROJECT MANAGER
\�i�1111111////
�p� FEssio
REVIEW
035736 =
Sj •........•• ' Q�
/N C CHI \\..
////llllllti�`\
08/24/2020
BREC: .,q
p0Pq
NCBELSK-34481.
•. TH CARD ��•
W
ti
Z
�
U
W
z
CN
�
z
w
w
�
C)
w
O�
J
r-�
NPDES NCGO1
PREPARED FOR:
TERAMORE DE'
PO BOX 6460
THOMASVILLE,
JELOPMENT, LLC
GA 31758
DATE: REVISIONS:
SHEET SIZE:
24" x36"
DATE:
06/15/2020
PROJECT NUMBER:
3160632019
DRAWN BY:
J.EDWARDS
APPROVED BY.
J.CHURCH
SCALE:
NTS (H)
(N)
SHEET:
C001
© COPYRIGHT 2020 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE -USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.

F \ \
"x*�
REBAR SET REBAR
e ,,II �'` \ \\ \ \\ \\ \\ \\ \ - SET
N.C. GRID-NAD 83 (2011) N 1 \ \ \ \
N=993,536.98'
\ \ \ \ \ \ % \ \ \ \ Q, 00
4 \
POLE
Y
's \ \ \ \
\
UTILITY POLE
C.0I I I11o2 \\�\r• �� \ \ \ \ \ \ \ \ \ \ \ \ Pf ---
Sao \ /:
P \
SAT. DISH^ --- WESTSIDE STORAGE, LLC
a' \ ]TILITY
I \ \~ \ \ \ x \ e \ \ D.B. 945, PG. 2303
OLE
SAT. DISH LOTS 21 thru 24 P.B. 03, PG. 53
REBAR SEIi TAX PARCEL #133468
N.C.GRIDN D83(2011
'A .�\\ \ \\ ��\\ SHEDUTILITY
\\—
E 1,7=8.64 / // Mr./`Y \\V` r \ \ \\\ \\ \POLE
\ \N SIVER MANHOLE / / / / �I '�' I 'V ''V�.. �It.. _' 1 \` \ \ IN \ \ \ \ CONC.
I I \ I I RIM=565.94'IN� { \ \
N 19 I \ I \\YV OUT6660 4' / / / / \ I\ +• I �! \ I \ \ \ \ \ \ \ \ \ \ ��� \\ sm
V I N / / / / / 1 ! �\ •�• I) \ \ v \ s6s \ EXISTING
HOUSE
c WELL GAS \\ MTR..`
c
SHED \ \\1 /
> \\ /
\ vN TELE
/
\IPED
\\I \\\ \ \ Gk \\ 2F\ \\ ` AN
F° TLI\Y OUT
INV. 15"RCP RA
=563.39' o �o 16CONC.
o N 1 Fo / I \ I \ / 'C ��i 1 I 1 �• �� �• W \ II I I\ \ \ `` \`\ \\\ \ \ I \ WiR.
m
W / / 'Y \ 'Y ' I \ \ \\ \ CONC. \ \ m ZR _X
INV.
15 RCP\/ " k \ \ \ \ \ EXISTING yI\ N
.p �\
\
Y \\ /
LEGEND
— — PROPERTY LINE
-too EXISTING CONTOURS
10o PROPOSED CONTOURS
BUILDING SETBACK
— — — — — — — — — LANDSCAPE BUFFER
2" PIPE FOUND
N.C. GRID-NAD 83 (2011)
N=993,284.25'
E=1,766,463.03'
/ \ \ 7� \ y I I �� I f _ \ / I'1 �. I I'. I \ \ \ \ \\ \\ GGNG
\ �`2\\ \y \ �\AI �w w• �w• /`�.\ �.�✓\ �I w• I +I w• '�I \ \ \` \\ \ \\ I \-----�/ N \� ` / /p j/i
°I I I� w•/ w• \ .•\ :r w:'� / /ii w• ♦ I w• w•`I \ \ \ \\ \\\ = 1 \ / / / �N I `\\ PGLY
v 2 OA I I 11 \ \ \\ / ` \ \ CLEAN-
"_ -C-, t/ \ o I ' r"!L '/r '/r 'Y �• / I I W •• \ I —� ^ \ I / OUT
o f/
"o S \ \ �GNG. / / \\\\ \ N
\/ 1 /� �Y/ �l✓ �Y 1 .Y �Y\ \ \ \ UTIA�CO
ITY \ \\ t \\
/W �Y {Y �Y �Y .Y r. i/r r. :1 \ \ \ POLE\ \\\ \\\ MTR.
WETLIND t`� \ % \ \ \ \ \\ \ / o.5 /
'RREA �. Z �1 \ WI �. \ \ \ A \ \ \\ \ I _�/ \,
*0.27 AWES
cp,�N.\\ RAP I �Y I �1'/ \ \ \ �A \\ \\ \\ \ COMPUTEDPOINT
1
562
GPS
TP
Ps
4
SEWER MANHOLE / +• I \ \ \ I 1\ \; \ e / e / / N / / Ps/\/' /55 P
RIM=556.57' r, I \ \ I I I \A I \\ \\ / / / / / /i -/VTR.
\ ri \ \ \ \\ \;c�\ \ \ \\ \\ \° \I\ \\� °\\IW\rN �N�. I S�s . A �w.•\�\. w�• �. ��r. \ �. �w.• \�II . �w.•\ �7�. I /h�I ''• I'I ` \I \ \ II I I I II INV IN=551
/ MTR.' J/'\VOK=551.31V OUT / FZP� /5s UTILITY / POLE5P
3VVTR. 8IPA MR. eo
C�
FIRE NGQ`HYD.
PG+4q,yF� ��,•� \\ I I 1 \ /�/ � ���.�� // ��� / / / GPs GPs /ss P CSC/ j / / /
IPA \ \ \ \ o -C\ S ��►SSF\/7 FF�F\6 pG 406 \ \ �\ \ l 1 ��i� ` R'L 2� / / p o I / 1 Ps /GPs/ss /ssR�Po
/ 1 \ �• G /Ss //
� \ Fo
\ \ \ \ \ / / N G
IPA /
\ \ \ \ t�UY\ ' ­'I''Y \ ♦ �� S / /\ \ / /� / '� /GPs s /ss e % / / /
GUY INV. " RCP
%N 'ANCHOR m'' vN \ \ \ ss / .� / �/ / !� S ss/ :`CLEAN -
OUT
/
/ \ \ \ \•��\ / /' /
UTILITY UTI/\ N / / / / �N\/ GP G\1 °A ss
UNIT
NP "POLE\ '1 \/�/ '� °/ I NN .� / / j \S ss'\ UTILITY
I - �/ / ANHOLE TELE POLE / \
1/ M = 556.48' �as� i PED. NN
N \ WTR. \ U\IT1T \ / / / / I / INV IN=550.98'
I a vLv. �Q ' N e PO J /" I NINV OUT=550.78' / / /GP�/
` \ a
I / // \
4
/ SEWER MANHOLE
RIM = 561.49'
INV IN=553.09' \ / a �'\
a GQ INV OUT=552.99
CATCH BASIN \ \a R ' e / �� N d WTR. / I / s/ WTR.
RIM=560.5T a s /' VLV MTR.
INV N=556.64' �J6
INV OUT=556.22 / P �� v \ / / 21 / >, / / j / es 14- I.,\
20
WTR.
UTILITY a \ / P ��VN01 / VLV. vN /GOrQ1/ I G4'�
POLE �
y
,--�/ e GR / � 9�
MAG NAIL SET
P ��"E' / " N.C. GRID-NAD 83 (2011)
N66 �� / N=993,160.01' / A
E=1,766,162.4j-drluT
POL� I // SEWER MANHOLE \
RIM=560.31' \
1.5" PIPE INV IN=550.46' \
FOUND INV OUT=550.36 \ COORDINATE WITH NCDOT AND/OR LOCAL TRANSPORTATION
\ AUTHORITY AND FOLLOW TRAFFIC MANAGEMENT PLAN FOR
IV/ \ ALL WORK WITHIN AND ADJACENT TO PUBLIC RIGHT OF WAY.
IN
P
EX. OVERHEAD ELECTRIC
SS
EX. SANITARY SEWER
W
EX. WATER
FO
EX. FIBER OPTICS
GAS
EX. NATURAL GAS
—
STREAM CENTERLINE
WETLAND
GENERAL NOTES
SITE
VICINITY MAP (NTS)
1. CONTRACTOR IS TO VERIFY ALL UTILITY LOCATIONS PRIOR TO BEGINNING WORK.
2. ALL WORK IS TO BE IN ACCORDANCE WITH ALL STATE AND LOCAL REGULATIONS.
3. ALL PERMITS ARE TO BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION.
4. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH ALL PERMIT CONDITIONS.
5. EXISTING UTILITIES ON SITE SHALL BE RELOCATED AS REQUIRED. CONTRACTOR SHALL PAY ALL COSTS
ASSOCIATED WITH RELOCATION.
6. CONTRACTORS ARE TO FULLY ACQUAINT THEMSELVES WITH ALL UTILITIES WITHIN THE CITY AND STATE ROW AND
WITHIN THE PROPERTY BOUNDARIES WHICH WILL REQUIRE RELOCATION. ALL COSTS ASSOCIATED WITH
RELOCATION SHALL BE INCLUDED IN THE BASE BID.
7. ALL WORK PERFORMED WITHIN NCDOT ROW SHALL BE PER NCDOT SPECS AND SHALL BE INSPECTED FOR
COMPLIANCE BY STATE INSPECTORS AT THEIR DISCRETION.
11
\\\1111111///
\\'CH CARO
pQ'
REVIEW
035736 =
%vGs;•�'�GINE���G �.
08/24/2020
C
p0
.60
NCBELS#C-3448?
0.
''•. CARD o.
�"###seeNllN•
W
ti
z
�
U
W
z
CN
�
z
w
w
�
�
w
O�
J
r--
EXISTING CONDITIONS
PREPARED FOR:
TERAMORE DEVELOPMENT, LLC
PO BOX 6460
THOMASVILLE, GA 31758
DATE: REVISIONS:
SHEET SIZE:
24"x36"
DATE:
06/15/2020
PROJECT NUMBER:
3160632019
DRAWN BY:
J.EDWARDS
APPROVED BY:
J.CHURCH
SCALE:
1" = 20' (H)
(M
20 10 0 20 40 SHEET:
C002
© COPYRIGHT 2020 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE -USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE

1520 MEADOWVIEW DRIVE
WILKESBORO, NC 28697
336.844.4088 http://brec.biz
\ H CARD'%'�
. of o y .'L9
REVIEW
035736 =
S
C. uro
08/24/2020
.•'�� BREC: Pq. ���'-.
p0
NICBELSK-3448i
�'•. CARO
)LITION PLAN
�ELOPMENT,
SHEET SIZE:
24"x36"
DATE:
06/15/2020
PROJECT NUMBER:
3160632019
DRAWN BY:
J.EDWARDS
APPROVED BY:
J.CHURCH
SCALE:
1" = 20' (H)
(N)
SHEET:
C003
© COPYRIGHT 2020 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE -USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.

/
/
/
/
/
e REBAR SET
N.C. GRID-NAD 83 (2011)
` N=993,536.98'
E=1,766,028.32'
0
10' x 70' SIGHT N
TRIANGLE ACCESS
EASEMENT
O
0
24" STOP BAR - WHITE
PER NCDOT STDS. 1205
1
NCDOT PAVING
SEE DET. 1/C901
k1
�3S
10' x 70' SIGHT
TRIANGLE
2 2
0
o
0
w
cp
\ -0
••1 •1
1 �1
F
j ' �r r. r. r:•
RETAINING WALL - 1 TO BE
DESIGNED BY OTHERS.
SAFETY FENCE ALONG
EXTENTS SEE DET. 6/C901 , \
INN p2iaooe
81REBAR
SET
/ so.
6' WOOD FENCE
SEE DET. 6/C901
2/
12' x 18' DUMPSTER NID
ENCLOSURE / \
SEE DET. 4/C901 6,
d
A d .
e ':f
d .. f 'd' a
a
-4
..d d
I .
• d '
y
d' a
° a.
a \
6.14'
DELIVERY RAMP
SEE DET. 2/C901
DOLLAR GENERAL
9,100 SQ. FT.
7,302 SQ.FT. RETAIL SPACE
F.F.E. = 567.75
HANDICAP RAMP
& SIGNAGE SEE
DET. 3-5/C900
4 - BOLLARDS
SEE DET. 9/C900
4" DOUBLE
YELLOW LINES
d
PAVEMENT MARKINGS
\\
PER NCDOT STDS. 1205
I
6 \ ;. d'
\ \ \ IN
\14
`
\
A
\,
/
\
HEAVY DUTY
�o
ASPHALT SEE
\ A ��A RETAINING WALL - 2 TO BE
"'
DET. 1/C900 \ \ \
DESIGNED BY OTHERS.
�'
"' j
R25
\ \ 15 \
\o� a SAFETY FENCE ALONG
\
:p `� EXTENTS SEE DET. 7/C901
\
\ \
r �� r��.• /r� �'� j \ \\ \ \\ �� �\35\ STANDARD
\ \ .\ ;� W \ \ \ \ DUTY ASPHAL
\ \
\r. r. `�r. �•. j r r. r►\ � r. r r r. •\ \ \ \ \ \ \ SEE DE 9
03
\ r• r• r• r• r• r• r• '1 \
\ r• r• �, \ r• r• r• r•
� WETLAND
AREA
C • r. ` r• ` .�. 0.27 ACRES r• r• �. �, / / SAND FILTER
�/*
a
3.5'
d
\
a
\
4" DOUBLE
YELLOW LINES
PAVEMENT MARKINGIN
PER NCDOT STDS. 1205
10' x 70' SIGHT
TRIANGLE
❑A
SIGN LEGEND LEGEND
— — PROPERTY LINE
❑A STOP loo EXISTING CONTOURS
R1-1 goo PROPOSED CONTOURS
30"X30"
BUILDING SETBACK
— — — — — — — — — LANDSCAPE BUFFER
P EX. OVERHEAD ELECTRIC
SS EX. SANITARY SEWER
W EX. WATER
FO EX. FIBER OPTICS
GAS EX. NATURAL GAS
STREAM CENTERLINE
WETLAND
NCDOT PAVING
\ \ \ \ \ STANDARD DUTY ASPHALT
HEAVY DUTY ASPHALT
WESTSIDE STORAGE, LLC
D.B. 945, PG. 2303
LOTS 21 thru 24 - P.B. 03, PG. 53
TAX PARCEL#133468
2" PIPE FOUND
N.C. GRID-NAD 83 (2011)
N=993,284.25'
E=1,766,463.03'
10' x 70' SIGHT
TRIANGLE
NCDOT PAVING
SEE DET. 1/C901
/
f�
24" STOP BAR -WHITE
PER NCDOT STDS. 1205 /
SURFACES SHOULD BE CLEAN,
DRY AND METAL SURFACES FREE
YELLOW CURBING AND BOLLARDS - OF HEAVY RUST. 2 COATS
PARKING LOT SHERWIN WILLIAMS - KEM 4000
ACRYLIC ALKYD ENAMEL SAFETY
YELLOW B55Y300
SURFACES SHOULD BE CLEAN,
STRIPING - PARKING LOT DRY. TOP COAT SHERWIN
WILLIAMS PROMAR TRAFFIC
MARKING PAINT YELLOW TM5495
\ 1.5" PIPE \ SURFACES SHOULD BE CLEAN,
FOUND \ COORDINATE WITH NCDOT AND/OR LOCAL TRANSPORTATION DRY. TOP COAT SHERWIN
\ /' \ AUTHORITY AND FOLLOW TRAFFIC MANAGEMENT PLAN FOR HANDICAP STRIPING - PARKING LOT WILLIAMS - PROMAR TRAFFIC
IV \ ALL WORK WITHIN AND ADJACENT TO PUBLIC RIGHT OF WAY. MARKING PAINT "H.C." BLUE
© COPYRIGHT 2020 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE -USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.
SITE
VICINITY MAP (NTS)
GENERAL NOTES
1. CONTRACTOR IS TO VERIFY ALL UTILITY LOCATIONS PRIOR TO BEGINNING WORK.
2. ALL WORK IS TO BE IN ACCORDANCE WITH ALL STATE AND LOCAL REGULATIONS.
3. ALL PERMITS ARE TO BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION.
4. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH ALL PERMIT CONDITIONS.
5. EXISTING UTILITIES ON SITE SHALL BE RELOCATED AS REQUIRED. CONTRACTOR SHALL PAY ALL COSTS
ASSOCIATED WITH RELOCATION.
6. CONTRACTORS ARE TO FULLY ACQUAINT THEMSELVES WITH ALL UTILITIES WITHIN THE CITY AND STATE ROW AND
WITHIN THE PROPERTY BOUNDARIES WHICH WILL REQUIRE RELOCATION. ALL COSTS ASSOCIATED WITH
RELOCATION SHALL BE INCLUDED IN THE BASE BID.
7. ALL WORK PERFORMED WITHIN NCDOT ROW SHALL BE PER NCDOT SPECS AND SHALL BE INSPECTED FOR
COMPLIANCE BY STATE INSPECTORS AT THEIR DISCRETION.
PARKING AND PAVEMENT NOTES
1. ALL SIGNS, PAVEMENT MARKINGS, AND OTHER TRAFFIC CONTROL DEVICES SHALL CONFORM TO THE MANUAL ON
UNIFORM TRAFFIC DEVICES, 2012 EDITION AS AMENDED.
2. ALL PAVEMENT MARKINGS SHALL BE THERMOPLASTIC WHITE ON ASPHALT IN NCDOT ROW.
3. ALL DIMENSIONS ARE TO FACE -OF -CURB UNLESS INDICATED OTHERWISE.
4. ALL CURB RADII ARE 5' UNLESS OTHERWISE INDICATED.
5. CONTRACTOR SHALL FURNISH AND INSTALL PAVEMENT MARKINGS AS SHOWN ON THE PLANS.
6. CONTRACTOR SHALL COORDINATE THE INSTALLATION OF ALL SIGNS, PAVEMENT MARKINGS, AND OTHER TRAFFIC
CONTROL DEVICES WITH OTHER CONTRACTORS ON SITE.
7. JOINTS OR SCORE MARKS ARE TO BE SHARP AND CLEAN WITHOUT SHOWING EDGES OF JOINTING TOOLS.
8. CONTRACTOR SHALL SAW -CUT TIE-INS AT EXISTING CURBS AS NECESSARY TO INSURE SMOOTH TRANSITIONS.
CONTRACTOR SHALL SAW -CUT AND TRANSITION TO MEET EXISTING PAVEMENT AS NECESSARY AND AS DIRECTED
BY INSPECTOR TO INSURE POSITIVE DRAINAGE (TYPICAL AT ALL INTERSECTIONS).
9. CONTRACTOR SHALL COMPLY WITH ALL PERTINENT PROVISIONS OF THE "MANUAL OF ACCIDENT PREVENTION IN
CONSTRUCTION" ISSUED BY AGC OF AMERICA, INC. AND THE HEALTH AND SAFETY REGULATIONS FOR
CONSTRUCTION ISSUED BY THE US DEPARTMENT OF LABOR.
10. CONTRACTOR SHALL FULLY COMPLY WITH THE REQUIREMENTS OF THE SOILS ENGINEER.
11. ALL EXISTING ON -SITE STRUCTURES SHALL BE REMOVED PER LOCAL CODES AND DISPOSED OF OFF -SITE,
INCLUDING ALL ATTACHED UTILITIES AND APPURTENANCES. ANY AND ALL WELLS ON -SITE SHALL BE IDENTIFIED
TO THE ENGINEER BEFORE CONSTRUCTION AND CAPPED PER HIS INSTRUCTIONS.
12. ALL AREAS NOT IDENTIFIED AS STANDARD DUTY PAVING SHALL BE CONSTRUCTED AS HEAVY DUTY PAVING (SEE
DETAILS FOR STANDARD AND HEAVY DUTY PAVING REQUIREMENTS).
13. ALL SIGNS, WHETHER FREE-STANDING OR ATTACHED REQUIRE SEPARATE APPLICATION FOR EACH INDIVIDUAL
SIGN. ALL SIGNS SHALL MEET LOCAL REQUIREMENTS. A SIGN PERMIT IS REQUIRED PRIOR TO INSTALLATION OF
ANY SIGN.
DOLLAR GENERAL PAVEMENT NOTES:
1. DETAILS ARE DOLLAR GENERAL STANDARD REQUIREMENTS AND MAY INCREASE OR DECREASE WITH VARIOUS
SOIL CONDITIONS. A GEO-TECHNICAL INVESTIGATION WITH PAVEMENT DESIGN RECOMMENDATIONS SHALL BE
COMPLETED FOR EACH DEVELOPMENT. THE FOLLOWING DETAILS ARE MINIMUM DOLLAR GENERAL
REQUIREMENTS. INCREASED RECOMMENDATIONS ARE TO BE USED.
2. THE SUBGRADE MATERIALS SHALL BE PROOF ROLLED AND/OR SCARIFIED AND COMPACTED PRIOR TO PLACEMENT
OF BASE MATERIAL. WHERE EXISTING SUBGRADE MATERIALS ARE UNSUITABLE. THEY SHALL BE REMOVED AND
REPLACED WITH COMPACTED SELECT MATERIAL IN ACCORDANCE WITH GEO-TECHNICAL RECOMMENDATIONS.
3. HEAVY DUTY CONCRETE PAVEMENT AND STANDARD DUTY CONCRETE PAVEMENT (AS RECOMMENDED BY
GEO-TECHNICAL REPORT OR DOLLAR GENERAL MINIMUMS) SHALL BE STEEL REINFORCED. REINFORCEMENT TYPE
SHALL BE PRIOR APPROVED BY DOLLAR GENERAL.
4. CONCRETE PAVEMENT PLAN SHALL BE PROVIDED TO DOLLAR GENERAL FOR PRIOR APPROVAL. ALL JOINTS MUST
BE SEALED WITH AN APPROVED SEALANT. STEEL REINFORCING SHALL BE USED AT JOINTS. REFER TO ACI 330R
\i13t
Z\ /- (GUIDE FOR DESIGN AND CONSTRUCTION OF CONCRETE PARKING LOTS) FOR JOINT DESIGN AND LAYOUT.
/ g 665
1 r• r• r• �,� r• ��\ / / QRo�E 1 60 /
G 4g YFgSF �. /
A / 1r�fj
�`•�` � � . 13964
60406� �� / -flop2252
\ r• Z r• r• r• /
-oop
\ / v PYLON SIGN
/ \
1 i \
Lo
STRIPING LEGEND
1�220 MAG NAIL SET / \
4� 3� E N.C. GRID-NAD 83 (2011)
N66 N=993,160.01' / \
' E=1,766,162.41' /
SITE INFORMATION
PROPERTY SIZE
1.83± ACRES
ON -SITE IMPERVIOUS AREA
0.82± ACRES
DISTURBED ACRES
1.73± ACRES
ZONE
BG
PARKING COUNT
38 SPACES
11
CARD'%'�
pQ''' Essi <i
REVIEW
035736
INE��G�:
C . CN`�
08/24/2020
BREC: Pq.
NCBELS#C-3448?
0.
i •• i
%•. TH CARD ,�.
W
z
W
SITE PLAN
M
U C-0
Z N
Z �
LU W
C) O.
w 0
W
PREPARED FOR:
TERAMORE DEVELOPMENT, LLC
PO BOX 6460
THOMASVILLE, GA 31758
DATE: REVISIONS:
SHEET SIZE:
24"x36"
DATE:
06/15/2020
PROJECT NUMBER:
3160632019
DRAWN BY:
J.EDWARDS
APPROVED BY:
J.CHURCH
SCALE:
1" = 20' (H)
(V)
20 10 0 20 40 SHEET:
C100

HWY 135 DRIVEWAY PROFILE
STATION
\ \\ \\ \\ \\ \ \ \
\ \ \ \ \ \ 18 REBAR
\ \\ \ \ \ \\ \ \\ SET
\\ \\ \\ \\ \\ \\ \ \ \\ \\
-00N
\ \ \ \ \ \ \ sus\ \ \
0
Zm 6;
\\\ \\ \\\ \'o
I ` RETAINING WALL 1 TO BE \ \ \ \ 6' OOD FENCE
W
I / \ SEE DET. 6/C901
DESIGNED BY OTHERS. \ \> \ \\ \\ \ \
I / \`�_ / SAFETY FENCE ALONG � / \ 1s \ \ \
EXTENTS SEE DET. 6/C901 ,j� \ \ �k
\
STRUCTURE TABLE
STRUCTURE NAME
DETAILS
RIM =
565.50'
CURB INLET - 1
INV OUT
= 562.50'
RIM =
564.50'
CURB INLET - 2
INV IN
= 561.38'
INV OUT
= 561.28'
RIM =
567.00'
INV IN
= 562.20'
JUNCTION BOX - 1
INV IN
= 562.20'
INV OUT
= 562.10'
RIM =
560.75'
OUTLET STRUCTURE
INV OUT
= 556.50'
RIM =
565.50'
YARD INLET- 1
INV OUT
= 562.50'
RIM =
565.50'
YARD INLET - 2
INV OUT
= 562.50'
LEGEND
- -
PROPERTY LINE
loo
EXISTING CONTOURS
goo
PROPOSED CONTOURS
-
- BUILDING SETBACK
- - - - - - -
- - LANDSCAPE BUFFER
P
EX. OVERHEAD ELECTRIC
SS
EX. SANITARY SEWER
W
EX. WATER
FO
EX. FIBER OPTICS
GAS
EX. NATURAL GAS
-
STREAM CENTERLINE
WETLAND
SITE
VICINITY MAP (NTS)
11
COORDINATE WITH NCDOT AND/OR LOCAL TRANSPORTATION
AUTHORITY AND FOLLOW TRAFFIC MANAGEMENT PLAN FOR
ALL WORK WITHIN AND ADJACENT TO PUBLIC RIGHT OF WAY.
GENERAL NOTES
1. CONTRACTOR IS TO VERIFY ALL UTILITY LOCATIONS PRIOR TO BEGINNING WORK.
I I I JUNCTION BOX - 1 �. \ \ N6�° \ \ \ \ \ 2. ALL WORK IS TO BE IN ACCORDANCE WITH ALL STATE AND LOCAL REGULATIONS.
I I I RIM: 567.00\��. \ \ \ \ \ \ \ 3. ALL PERMITS ARE TO BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION.
I ` I 15" HDPE INV IN: 562.20 �, . \ 4. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH ALL PERMIT CONDITIONS.
II I 15" HDPE INV IN : 562.201 / \\\� \ Fo ° s�6�ti°�. �\: \ \ s5. EXISTING UTILITIES ON SITE SHALL BE RELOCATED AS REQUIRED. CONTRACTOR SHALL PAY ALL COSTS
15" HDPE INV OUT: 562.10 N �N 6°�0 : , ' \ 6 - 6" PVC ROOF \ ASSOCIATED WITH RELOCATION.
_ I SEE DET. 3/C902 / \ R�O� �S \ Ss737 TC \ DRAINS \ 6. CONTRACTORS ARE TO FULLY ACQUAINT THEMSELVES WITH ALL UTILITIES WITHIN THE CITY AND STATE ROW AND
I . � 567.30 EC \ \
566.87 a �; e or W/SPLASHBLOCKS \ < \ \ WITHIN THE PROPERTY BOUNDARIES WHICH WILL REQUIRE RELOCATION. ALL COSTS ASSOCIATED WITH
P �F \ .. 567.iQ T(-• SEE DET. 8/C901 \ RELOCATION SHALL BE INCLUDED IN THE BASE BID.
WETLAND IMPACT #1 (0.053 ACRES) 567.zo YARD INLET 1 \
9 50' OF 24" RCP EMBEDDED 20% / \ . . \ _ 7. ALL WORK PERFORMED WITHIN NCDOT ROW SHALL BE PER NCDOT SPECS AND SHALL BE INSPECTED FOR
I I I �a Q \ RIM: 565.50 \ \ YARD INLET - 2
I I WITH OUTLET PROTECTION (FILL) I / \\ s . ` , Q 56775E F E. \\ 15" HDPE INV OUT: 562.50 \ \ \ \ RIM: 565.50 COMPLIANCE BY STATE INSPECTORS AT THEIR DISCRETION.
I -SEE DET. 5/C902 DOLLAR GENERAL >� \ \ 15" HDPE INV OUT: 562.50 GRADING NOTES
570- I I / I \.° \ 9,100 SQ.FT. \ \ \ ss?s2 SEE DET. 5/C902 1. PROPOSED CONTOURS SHOWN ARE TOP OF FUTURE PAVING/GRAVEL IN AREAS TO RECEIVE PAVEMENT/GRAVEL AND
A 7,302 SQ.FT. RETAIL SPACE - TOP OF TOPSOIL IN AREAS TO BE SEEDED AND/OR LANDSCAPED.
`� ,�\o .2� •o� \ \ F.F.E. = 567.75 \ �� s . WESTSIDE STORAGE, LLC 2. AREAS OUTSIDE OF THE PARKING LOT PERIMETERS SHOWN TO BE SEEDED AND/OR LANDSCAPED.
567 D.B. 945, PG. 2303
LOTS 21 thru 24 - P.B. 03, PG. 53 3. CONTRACTOR SHALL NOTIFY AND COOPERATE WITH ALL UTILITY COMPANIES OR FIRMS HAVING FACILITIES ON OR
TAX PARCEL#133468 ADJACENT TO THE SITE BEFORE DISTURBING, ALTERING, REMOVING, RELOCATING, ADJUSTING, OR CONNECTING TO
99 -N D83(201 56362 \ \\ \ \ " \ A.. SAID FACILITIES. CONTRACTOR SHALL PAY ALL COSTS IN CONNECTION WITH ALTERATION OF OR RELOCATION OF
\=3,395 � CURB INLET - 1 / � ... ° . THE FACILITY.
- - r / / E=1,76fr078.64' RIM : 565.50 / ssioi TC \\ \\ \\ y^ \ 1 < ' 1 \ \ o \ 4. ALL CATCH BASIN GRATE AND FRAMES ARE TO BE BY US FOUNDRY OR APPROVED EQUAL (U.O.N.) SEE
/ 15 HDPE INV OUT: 562.50 _ SPECIFICATIONS.
SEE DET. 4/C902 OUTLET PROTECTION 5. ALL AREAS NOT COVERED BY BUILDING OR PAVING ARE TO BE GRASSED.
(SEE TABLE FOR SIZE) 220�0 \ \ \ Ss S�?s2TC ` 11�� 6. UNUSABLE EXCAVATED MATERIALS AND ALL WASTE RESULTING FROM CLEARING AND GRUBBING SHALL BE
SEE DET. 4/C903 \ \ °' aToR ss?s8 0
0
?o2 DISPOSED TO AN APPROVED OFF SITE LOCATION BY CONTRACTOR.
567.20 TC °. co � \ sm 7. ALL EXCAVATING IS UNCLASSIFIED AND SHALL INCLUDE ALL MATERIALS ENCOUNTERED.
a �� \ ° \ epR \ \ �� 8. BEFORE ANY MACHINE WORK IS DONE, CONTRACTOR SHALL STAKE -OUT AND MARK OUT THE ITEMS ESTABLISHED BY
> ° ✓ THE SITE PLAN. CONTROL POINTS SHALL BE PRESERVED AT ALL TIMES DURING THE COURSE OF CONSTRUCTION.
CAD 567.15 TC
e\ 566.65 \ / LACK OF PROPER WORKING POINTS AND GRADE STAKES MAY REQUIRE CESSATION OF OPERATIONS UNTIL SUCH
POINTS AND GRADES HAVE BEEN PLACED TO THE OWNERS SATISFACTION.
8,9 /
9. CONTRACTOR IS RESPONSIBLE FOR DETERMINING EARTHWORK QUANTITIES. ENGINEER MAKES NO STATEMENT
EITHER IMPLIED OR EXPRESSED REGARDING CUT/FILL QUANTITIES.
10. ALL CORRUGATED METAL PIPE IS TO BE ALUMINIZED OR APPROVED EQUAL WITH RE -ROLLED ENDS. ALL BANDS ARE
�' I I / I w I �• \� \ ss?s2Tc \ \ 68a \ TO BE HUGGER TYPE.
566 11. ALL STORM DRAINAGE PIPES SHALL HAVE 12" MINIMUM COVER.
�, ✓ II \ / I / ,,�.\� i \ \ / \ \\ \ $ss 36Tci \ \ \ �o 11. ALL GROUND ELEVATIONS ADJACENT TO BUILDING STRUCTURES ARE TO BE A MINIMUM OF 6" BELOW THE FINISHED
FLOOR ELEVATION.
INV. 15" RCP \ / I ,�, 11 S / \ 12. ALL HDPE IS TO BE ADS N-12 ST IB DUAL WALL WITH WATER TIGHT JOINTS AND DUAL WALL FITTINGS OR APPROVED
=563.39' EQUAL.
I \
RETAINING WALL - 2 TO BE
\ -\A \ \ / a 13. ALL PIPE LENGTHS GIVEN ARE TO THE CENTER OF STRUCTURES.
DESIGNED BY OTHERS. I r' / '�''IV'
\ 14. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ANY BENCHMARKS SUPPLIED AS PART OF THESE PLANS.
SAFETY FENCE ALONG / / r' r' ' \ \ Ss /
\ \ / c �`� EXTENTS SEE DET. 7/C901 / \ 1� �iI 566 A sss48 Tc � 2" PIPE FOUND 15. CONTRACTOR RESPONSIBLE FOR IDENTIFYING AND PERMITTING WASTE AND BORROW SITES AS NECESSARY. WASTE
INV. 15" RCP \ / I I I / / \�6 2'�2 / () \\ \ OUTLET PROTECTION \ N.C. GRID-NAD 83 (2011) AND BORROW SITES MUST BE NCDEQ APPROVED LOCATIONS.
\\ (SEE TABLE FOR SIZE) / �/ N=993,284.25'
UT TO DAN RIVER rr l �I �' I \\ CURB INLET - 2 M SEE DET. 4/C903 / \ �co E=1,766,463.03'
CLASS: WS-IV I j I I \ RIM: 564.50 c,
7� I I I f \ / II ++� I I \ 15" HDPE INV IN: 561.38
QOUT:
�.\ r• r• �.�/ : /* +• 15" HDPE INV OUT : 561.28 \ ) U, /
SEE DET. 4/C902
All.00
�o S II II 11\I� r. �`\. r.� r. r. //r. �• r. I r• r• \ \ o"� _ 562- -
�+ �.L I \ 1 r• �� �r r• {r r• r �r r• / 62 �� / /' IN
WETLAND
AREA �• �I \ �\ +' \ �s :� ; SAND FILTER /
IMPACT TABLE
IMPACT NUMBER
TYPE
ACRES
50' OF 24" RCP, 20%
WETLAND IMPACT #1
EMBEDDED (FILL)
0.053
`' I I I 1 r• r• r• 0.27 ACRES
•�-� \ I I I � � . � �� �`�\� �• y � I I +� \ � I ✓ � � ..:SEE DET. 1/C902-.. RAP I:.I......M1. T
OUTLET PROTECTION
(SEE TABLE FOR SIZE)
/ 1 \ \ I + I \r SEE DET. 4/C903 \I / �C5
/ NA \ \\ \ \ \ r r• r• �r• r• �• r• / I I / �p / 801383, log'6 ��G /' /
1 iIPA
\\ \ \ \ �\ 08 I °G 560
48'/Y �•�. / \ ��i 10' EMERGENCY , / / N �.' �s�• '' �'
�c/Ty e3� SPILLWAY ELEV. = 561.00
IPA pc 406 SEE DET. 4/C904
CP
IPA
\ \ \ \ \ \ \ r• \� \ r• - '
INV..Z" RCP / // / �� �j/� "' OUTLET STRUCTURE
t53.24''k . ,' / RIM: 560.75 /
NA / OUTFACE #1 \\ �� r: ,/ �1-1 18" HDPE INV OUT: 556.50 �'
6' �P �/'� / /i 1-1' SEE DET. 2/C902
IPA\ \ \� \ �/ / / / i / / OUTLET PROTECTION C-o� /
r �' (SEE TABLE FOR SIZE)
\/ �'�' i �' SEE DET. ��
J,J�� // \
� \ HARRINGTON HWY DRIVEWAY PROFILE
STATION
' -0 10 0+00 1+00
59 190
CATCH BASIN
RIM=560.5T
INV IN=556.64' \ �' 58 80
INV OUT=556.22' \ �� / � � / / / / \
.o�No� 561� /_ /�� Q m \ 57 70
/P � \ -3.00%SLOPE - .5%SLOPE
1�220 MAG NAIL SET , / s / / / 0 5 $ 60 �
RIPRAP APRON DIMENSIONS
NAME
DIA (in)
La (ft)
Da (ft)
W1 (ft)
W2 (ft)
CLASS
PIPE - 1
24
10
2.0
6.0
12.7
A
PIPE - 5
15
5
1.5
3.8
7.1
A
PIPE - 6
12
4
1.5
3.0
5.7
A
PIPE 7
18
6
1.5
4.5
8.5
A
PIPE TABLE
PIPE NAME
SIZE
LENGTH
SLOPE
INVERTS
INV. IN = 558.70
PIPE - 1
24 INCH CONCRETE PIPE
49.35'
2.06%
INV. OUT = 557.68
INV. IN = 562.50
PIPE - 2
15 INCH CORRUGATED HDPE PIPE
55.51'
0.50%
INV. OUT = 562.20
INV. IN = 562.50
PIPE - 3
15 INCH CORRUGATED HDPE PIPE
49.40'
0.56%
INV. OUT = 562.20
INV. IN = 562.10
PIPE - 4
15 INCH CORRUGATED HDPE PIPE
139.81'
0.50%
INV. OUT = 561.38
INV. IN = 561.28
PIPE - 5
15 INCH CORRUGATED HDPE PIPE
21.18'
9.91%
INV. OUT = 559.00
INV. IN = 562.50
PIPE - 6
15 INCH CORRUGATED HDPE PIPE
106.32'
3.23%
INV. OUT = 559.00
INV. IN = 556.50
PIPE - 7
18 INCH CORRUGATED HDPE PIPE
33.36'
2.12%
INV. OUT = 555.75
-1�o33E N.C.GRID-NAD83(2011' BEFORE YOU DIG!
'i E=1,766,162.4%
55 50 CALL 1-800-632-4949
1.5"
I
FOUNIDE
54 40 N.C. ONE -CALL CENTER
-0+1b 0+00 1+00 ITS THE LAW!
©COPYRIGHT 2020 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE -USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.
ABBREVATIONS
TC
TOP OF CURB
BC
BOTTOM OF CURB
TOR
TOP OF RAMP
BOR
BOTTOM OF RAMP
TOW
TOP OF WALL
BOW
BOTTOM OF WALL
BOD
BOTTOM OF DITCH
HP
HIGH POINT
EX. TC
EXISTING TOP OF CURB
EX. BC
EXISTING BOTTOM OF CURB
EP
EDGE OF PAVEMENT
EC
EDGE OF CONCRETE
\ H CARD'%'�
pQ' Essi . <i
�REVIEW
035736 =
%vGs;•�'�GINE��•.G
08/24/2020
BREC: Pq.
p0
NCBELS#C-3448?
Z
�'•. CARP
W
ti
z
�
U
W
z
CN
�
z
w
w
�
�
w
OII­__
J
GRADING PLAN
PREPARED FOR:
TERAMORE DEVELOPMENT, LLC
PO BOX 6460
THOMASVILLE, GA 31758
DATE: REVISIONS:
SHEET SIZE:
24"x36"
DATE:
06/15/2020
PROJECT NUMBER:
3160632019
DRAWN BY:
J.EDWARDS
APPROVED BY:
J.CHURCH
SCALE:
1" = 20' (H)
(V)
20 10 0 20 40 SHEET:
iiaTTEiiia C200

PRE -CONSTRUCTION DA
s /
1
i / \\v�L(� \\`\`� 1 �/i// /` � // ` ����/) `~�. i ��`J/////ice--/^\\`, •/,�// j/i �,
o
�— \^ —�
tIL
/ I l \ �-�. � 1? �/ S / // �/ // // �•'�` `,^` � /�//%ter
E-CO STFj Tl
I / Il 1111 \ 1 11 f `��t (v f � 1� j lfj rt L\� � �`� ti � \ \ \ \ � \ \ \ ` � •
r 4A
POST -CONSTRUCTION DA
s
�'0000,1 / /
\�\
t / \ (r
C'4
/rmac, CJ
/I�.\\\ \\ r/
� cP
/ n/ 1\\� (ram—� /J/ / / / // l�� \`% \ \•\��, //
PgST-.,CO3NSTR CT10N �i ` �� • �r
zal
fill {
sue° ss' zs"' A.ss
1 (�rA \ \ \ \\\
IN
,�� v��\ PbS ON§TRUC ONY.
2
co
• • • • .�.• • t ^ / I J Ind
i l
f •••� � i t x � � 1 I{
OUTFACE #1 ph
1
OST - CO9STRUCTION 1)
/ / I STo OON9TR I N
\ � 1 )1 I � �' :.�•: ��'•• . l .� ram- N J '� '
A.
\3
Il f \\ • :.•.: •.•. � k -� / � / � / 1 III( {
\ ..... , /
1
\NJ OUTFALL #1 • •
\\ \ Sly^ � N •w ///' /��/� I�� l�—�^..-, /�//( /'Vlj°41�I}Ijr/
LEGEND
— — PROPERTY LINE
goo EXISTING CONTOURS
goo — PROPOSED CONTOURS
BUILDING SETBACK
— — — — — — — — — LANDSCAPE BUFFER
P EX. OVERHEAD ELECTRIC
SS
EX. SANITARY SEWER
W
EX. WATER
FO
EX. FIBER OPTICS
GAS
EX. NATURAL GAS
r� l
STREAM CENTERLINE
WETLAND
N
��t1111111///
H CARO
pQ' Essi <i
REVIEW
035736
�'/GINE��'.•'.
S
���'�� TAN C . CN`�� .•��•
08/24/2020
BREC: Pq.
NCBELS#C-3448?
Z
�'•. CARD
W
z
W
M
U �
Z CV
Z �
W w
C)
w 0
C!)
DRAINAGE AREAS
PREPARED FOR:
TERAMORE DE'
PO BOX 6460
THOMASVILLE,
JELOPMENT, LLC
GA 31758
DATE: REVISIONS:
20 40
SHEET SIZE:
24" x36"
DATE:
06/15/2020
PROJECT NUMBER:
3160632019
DRAWN BY:
J.EDWARDS
APPROVED BY:
J.CHURCH
SCALE:
1" = 20' (H)
(M
SHEET:
C201
W
CJ�
W
w
n
75
0
U
Q
Q
0
W
W
m
U�
z
a_
J
U
Cl�
0
z
0
© COPYRIGHT 2020 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE -USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.

WETLAND POINT TABLE
WETLAND POINTTABLE
Point Number
Longitude
Latitude
Point Number
Longitude
Latitude
1
W 79. 795340 (d)
N 36.476309 (d)
51
W 79. 795405 (d)
N 36.477200 (d)
2
W 79. 795345 (d)
N 36.476280 (d)
52
W79.795384 (d)
N 36.477141(d )
3
W 79. 795336 (d)
N 36.476250 (d)
53
W 79. 795369 (d)
N 36.477094 (d)
4
W 79.795300 (d)
N 36.476224 (d)
54
W 79.795335 (d)
N 36.477029 (d)
5
W 79. 795269 (d)
N 36.476218 (d)
55
W 79. 795345 (d)
N 36.477024 (d)
6
W79.795214 (d)
N36.476180 (d)
56
W79.795353 (d)
N36.477015 (d)
7
W 79. 795189 (d)
N 36. 476171(d)
57
W79.795402 (d)
N 36.477003 (d)
8
W 79. 795153 (d)
N 36.476163 (d)
58
W 79. 795395 (d)
N 36.476973 (d)
9
W 79.795121(d)
N 36.476159 (d)
59
W 79.795363 (d)
N 36.476948 (d)
10
W79.795085 (d)
N36.476194 (d)
60
W79.795326 (d)
N36.476927 (d)
11
W79.795124 (d)
N36.476224 (d)
61
W79.795301(d)
N36.476913 (d)
12
W 79. 795151 (d)
N 36.476248 (d)
62
W 79. 795284 (d)
N 36.476916 (d)
13
W79.795155 (d)
N 36.476304 (d)
63
W 79. 795247 (d)
N 36.476835 (d)
14
W 79.795137 (d)
N 36.476336 (d)
64
W 79.795235 (d)
N 36.476818 (d)
15
W 79. 795103 (d)
N 36.476377 (d)
65
W 79. 795250 (d)
N 36.476812 (d)
16
W79.795127 (d)
N36.476455 (d)
66
W79.795228 (d)
N 36.476771 (d)
17
W 79. 795143 (d)
N36.476476 (d)
67
W 79. 795220 (d)
N 36.476741(d )
18
W79.795135 (d)
N36.476506 (d)
68
W79.795229 (d)
N36.476719 (d)
19
W 79. 795143 (d)
N 36.476535 (d)
69
W79.795203 (d)
N 36.476715 (d)
20
W 79. 795147 (d)
N 36.476550 (d)
70
W 79. 795209 (d)
N 36.476673 (d)
21
W 79. 795144 (d)
N 36.476560 (d)
71
W79.795196 (d)
N 36.476630 (d)
22
W 79. 795144 (d)
N 36.476571(d)
72
W 79. 795197 (d)
N 36.476585 (d)
23
W 79.795143 (d)
N 36.476582 (d)
73
W 79.795195 (d)
N 36.476565 (d)
24
W 79. 795147 (d)
N 36.476592 (d)
74
W 79. 795200 (d)
N 36.476549 (d)
25
W 79. 795147 (d)
N 36.476609 (d)
75
W 79. 795194 (d)
N 36.476530 (d)
26
W 79. 795143 (d)
N 36.476627 (d)
76
W79.795188 (d)
N 36.476507 (d)
27
W 79. 795147 (d)
N 36. 476641(d)
77
W 79. 795194 (d)
N 36.476482 (d)
28
W 79.795144 (d)
N 36.476674 (d)
78
W 79.795206 (d)
N 36.476478 (d)
29
W79.795118 (d)
N36.476680 (d)
79
W79.795223 (d)
N36.476404 (d)
30
W 79. 795086 (d)
N 36.476679 (d)
80
W79.795257 (d)
N 36.476445 (d)
31
W 79. 795052 (d)
N 36.476706 (d)
81
W79.795288 (d)
N 36.476460 (d)
32
W79.795040 (d)
N 36.476744 (d)
82
W 79. 795308 (d)
N 36.476445 (d)
33
W 79. 795068 (d)
N 36.476768 (d)
83
W79.795315 (d)
N 36.476423 (d)
34
W 79. 795069 (d)
N 36.476785 (d)
84
W 79. 795376 (d)
N 36.476468 (d)
35
W 79.795111 (d)
N 36.476789 (d)
85
W 79.795423 (d)
N 36.476478 (d)
36
W 79. 795162 (d)
N 36.476795 (d)
86
W 79. 795437 (d)
N 36.476472 (d)
37
W 79. 795201(d)
N 36.476832 (d)
87
W 79. 795423 (d)
N 36.476435 (d)
38
W 79. 795221(d)
N 36.476827 (d)
88
W79.795408 (d)
N 36.476392 (d)
39
W 79. 795231(d)
N 36.476840 (d)
89
W 79. 795382 (d)
N 36.476354 (d)
40
W 79. 795233 (d)
N 36.476855 (d)
90
W79.795353 (d)
N 36.476333 (d)
41
W 79. 795269 (d)
N 36.476922 (d)
42
W 79.795288 (d)
N 36.476945 (d)
43
W 79. 795308 (d)
N 36.476995 (d)
44
W 79. 795323 (d)
N 36.477047 (d)
45
W 79. 795335 (d)
N 36.477075 (d)
46
W 79.795353 (d)
N 36.477099 (d)
47
W 79.795368 (d)
N 36.477146 (d)
48
W 79. 795387 (d)
N36.477199 (d)
49
j W 79. 795378 (d)
N 36.477231(d )
50
1 W 79. 795397 (d)
N 36.477224 (d)
1520 MEADOWVIEW DRIVE
WILKESBORO, NC 28697
336.844.4088 http://brec.biz
.�H CARD
. of o y .'L9
REVIEW
035736 =
S
C. uro
08/24/2020
,,••••,•.••••,,
BREC: P;9.
p0
NCBELSK-34481.
Z
�'•. CARD
ZS OF THE US
�ELOPMENT,
SHEET SIZE:
24"x36"
DATE:
06/15/2020
PROJECT NUMBER:
3160632019
DRAWN BY:
J.EDWARDS
APPROVED BY:
J.CHURCH
SCALE:
1" = 20' (H)
(N)
© COPYRIGHT 2020 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE -USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.
SHEET:
C202

1520 MEADOWVIEW DRIVE
WILKESBORO, NC 28697
336.844.4088 http://brec.biz
�REVI EW
035736 =
08/24/2020
.•'�� BREC: Pq. ���'-.
p0
NICBELSK-3448i
�'•. � CARO ��.
SGS MAP
�ELOPMENT,
SHEET SIZE:
24"x36"
DATE:
06/15/2020
PROJECT NUMBER:
3160632019
DRAWN BY:
J.EDWARDS
APPROVED BY:
J.CHURCH
SCALE:
1" = 20' (H)
(N)
SHEET:
C203
© COPYRIGHT 2020 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE -USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.

GENERAL NOTES
1. CONTRACTOR IS TO VERIFY ALL UTILITY LOCATIONS PRIOR TO BEGINNING WORK.
2. ALL WORK IS TO BE IN ACCORDANCE WITH ALL STATE AND LOCAL REGULATIONS.
3. ALL PERMITS ARE TO BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION.
4. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH ALL PERMIT CONDITIONS.
5. EXISTING UTILITIES ON SITE SHALL BE RELOCATED AS REQUIRED. CONTRACTOR SHALL PAY ALL COSTS
ASSOCIATED WITH RELOCATION.
6. CONTRACTORS ARE TO FULLY ACQUAINT THEMSELVES WITH ALL UTILITIES WITHIN THE CITY AND STATE ROW AND
WITHIN THE PROPERTY BOUNDARIES WHICH WILL REQUIRE RELOCATION. ALL COSTS ASSOCIATED WITH
RELOCATION SHALL BE INCLUDED IN THE BASE BID.
7. ALL WORK PERFORMED WITHIN NCDOT ROW SHALL BE PER NCDOT SPECS AND SHALL BE INSPECTED FOR
COMPLIANCE BY STATE INSPECTORS AT THEIR DISCRETION.
II
II
II
II
II
000 P
�ON�O
TEMP. CLEANWATER
DIVERSION SEE DET. \
2/C905 \ �• pMC p\
SILT FENCE SEE pM0- \\
V• \ DET. 2/C903
I 1J•\'� ` LIMITS OF DISTURBANCE \ ♦QMEBAR SET
\
� s
N.C. GR D NAD 83 (2011) 1.91±ACRES
` N=993,536.98' ` \ r• �\ \ \ .• pL \ \ \
` E=1,766,028.32'
1 \ \ STOCKPILE \ ems\
\\� \\ \\ \ \ \
WESTSIDE STORAGE, LLC
D.B. 945, PG. 2303
LOTS 21 thru 24- P.B. 03, PG. 53
TAX PARCEL #133468
I \ / �: I I / / I' �,� w •' ` ♦ ° � \ sus � \ \
4 FORsm� \ \ \ \ \ \ \ \ \ \ \ \ \ \
10
10
I I I I TEMPORARY _
570- ■ `■I■ ■ ■ ■ ■ ■ ■ 1/I /I I I / MUT MAT SEE I \ TEMP. INLET \ \ S�0
DET.4/C905 PROTECTION SEE \\ \\ \\ \\ \\ \\ \\\
I cam, ) / 1 DET. 5/C905 \ \
TEMP. 15"CMP \ \\ \\ \\ \ \ \ \\ \\
1 I I e REBAR SET
N-993RID-NtD83(2011)/ \\ i IW• \ W W / \\ \\ \\ \ \\ \\ �� \\
E=1,76X78.64' / (/' •tr \ •�• \ •tr •tr / \ \ \ \ \ \ \ \
s6s
I I I �/ / / / �• I I 1 I+• ' \\ TEMP. DIVERSION \ \ \
\ I i i / ` / \ / / �` I I .r ♦ \ . \ SEE DET. 3/C903 \\ \\ \ \
TEMPORARY EXCLUSION / \
INV. 15" RCP
=563.39' , \ I \ '�A,�/ FENCE SEE DET. 6/C902 GiA� W;11 ♦ � a C\ \ \\ \ \\
c
vo
I� ) INV.
15
' RCP \ / I I I I k� Z' - ' _ R ESC/15 1 r• / -' ♦ \ \ \\ \ \
'' \ I I I I I Y (EMPORP I I �• / +• + o` \ CLASS A RIPRAP
'0 AO I I 1 '>t1 r• \r• I r• r• r•/ i\ I r• r• I r• I r• ; \ \ \ I / \\ I p-
8" REBAR
SET
\
SKIMMER BASIN CALCULATIONS
1. DA = 1.54 ACRES
2. DU = 1.34 ACRES
3. to = 5 minutes
4, i = 6.8 nr
5. C = 0.6
6. Q10 = CiDA = (0.6)(6.8)(1.54) = 6.28 fC3/s
7. SA,q = 325Q1 p = (325) (6.28) = 2,041 ft2
8. V,q = 1800DU = (1800)(1.4) = 2,520 ft3
9. L:W = 5.0
10. depth = 3.0
11. SApvd = 2,435 ft
12. Vpva 4,879 ft
13. LINEtR = 10'
14. V@top 2 ft 3 777 ft3
15. Tde.ter 3 days
16. Qde-ter = V @ top 2 ff T dewater 1, 259 fh3/d
ANY OFF -SITE BORROW AND WASTE REQUIRED FOR THIS
PROJECT MUST COME FROM A SITE WITH AN APPROVED
EROSION CONTROL PLAN, A SITE REGULATED UNDER THE
MINING ACT OF 1971, OR A LANDFILL REGULATED BY THE
DIVISION OF SOLID WASTE MANAGEMENT. TRASH/DEBRIS
FROM DEMOLITION ACTIVITIES OR GENERATED BY ANY
ACTIVITIES ON SITE MUST BE DISPOSED OF AT A FACILITY
REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT
OR PER DIVISION OF SOLID WASTE MANAGEMENT OR DIVISION
OF WATER RESOURCES RULES AND REGULATIONS.
WESTSIDE STORAGE, LLC
D.B. 945, PG. 2303
LOTS 21 thru 24 - P.B. 03, PG. 53
TAX PARCEL#133468
CONCRETE WASHOUT
SEE DET. 3/C905
/
1-1 1-1 1/ / / z 1-1 N \ \ kv
TEMP. INLET
PROTECTION SEE
DET.5/C905 �\
/
LEGEND
- -
PROPERTY LINE
too
EXISTING CONTOURS
10o
PROPOSED CONTOURS
BUILDING SETBACK
_-----
= LANDSCAPE BUFFER
P
EX. OVERHEAD ELECTRIC
SS
EX. SANITARY SEWER
W
EX. WATER
FO
EX. FIBER OPTICS
GAS
EX. NATURAL GAS
-
STREAM CENTERLINE
WETLAND
SILT FENCE
-C>- TD --C>- TD - TEMPORARY DIVERSION
� CWD TEMPORARY CLEANWATER DIVERSION
LIMITS OF DISTURBANCE
2" PIPE FOUND
N.C. GRID-NAD 83 (2011)
N=993,284.25'
E=1,766,463.03'
-130 I I I 1 � / * * /.r ,r r•/ r• ` ,r .r1 \ a \ \ y� 60 f "Ir�� - - - 562-/
\ \ ! -L 1 r• r• /4 r• {r r• r• r• r• r• '` \ \ O
i \ / o �� 1 1 1 1 1 \ * *� / \ * * I *WETLI ND �'�''. \ \41
'RREA Z �I \ �1 \ \ \ py 0d/Q/ / TEMP. 15" CMP
�. �. I *0.27 AWES
.�. ) �, I ,,� 1 r, / ♦ \ \ a /
.� I I I I � �•. % �.r .r \.r ,�. .r .r rl I I +� 1 �• 1 ✓ ♦ \ y 1 55� _ _ - � - �
f, 1 1\ I I I \• ` r• /r' /'YRAPI I �W
` } T TEMP. CONSTRUCTION
ENTRANCE SEE DET. 1/C903 /
\ \ \ \ \ I r• r• r• \r r• r• 1 r• r• �` I .. ` - / e 66y QO 555� D SKIMMER BASIN
IPA
\ \ \ \ \ \� �' '�'/I I \ I • 1 .�� / 8°\3e3"l� ��G� / . 1.5" FAIRCLOTH
\ \ \ \ \ \ r• .r .r �r� .r I .r I I \ �\ I`Qv� / SKIMMERW/1.3"
KNOCKOUT ORIFICE
/
IPA
���� p\I�l \ .� II .�• / /NOO�PRo,� 22�,�160 /
/
\ \ \ \ �\ epG T'l'F �,,� \ • I �• ) / SEE DET. 1-2/C904
IPA I
406 067-
IPA
HARDWARE CLOTH INLET
PROTECTION
0 PIPE INLET PROTECTION
SITE
VICINITY MAP (NTS)
EROSION CONTROL CONSTRUCTION SEQUENCE
1. OBTAIN NECESSARY PERMITS FROM ALL REGULATORY AUTHORITIES. CONTRACTOR RESPONSIBLE FOR
ALL DEMO PERMITS AS WELL AS WASTE OR BORROW SITE SELECTION AND PERMITTING.
2. CONTRACTOR SHALL LOCATE ALL UNDERGROUND UTILITIES PRIOR TO ANY EXCAVATION. SOFT DIG ALL
UTILITIES WITHIN GRADING AREA TO IDENTIFY POTENTIAL CONFLICTS.
3. STAKE -OUT ALL EROSION CONTROL MEASURES PRIOR TO CONSTRUCTION.
4. MAINTAIN NPDES TEMPORARY SEEDING SCHEDULE (SHEET C001) FOR ALL EXPOSED SOILS FOR THE
DURATION OF CONSTRUCTION.
5. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE AND TEMPORARY 15" CMP WITH INLET &
OUTLET PROTECTION TO PROVIDE ACCESS FROM NC HWY 135.
6. INSTALL TEMPORARY MUD MAT OVER JURISDICTIONAL CHANNEL TO PROVIDE WORKING PATH BETWEEN
EASTERN AND WESTERN PORTIONS OF SITE. DO NOT CROSS CHANNEL AT ANY LOCATION OTHER THAN
MUD MAT CROSSING PRIOR TO INSTALLING PIPE-1.
7. INSTALL CLEAN WATER DIVERSIONS.
8. INSTALL SILT FENCE AND STONE OUTLET(S) AT INDICATED AREAS.
9. INSTALL SKIMMER BASIN WITH FAIRCLOTH SKIMMER. DO NOT DISTURB WETLAND WITH FAIRCLOTH
SKIMMER OUTLET PIPE. SKIMMER BASIN TO REMAIN IN PLACE UNTIL ALL AREAS HAVE BEEN ADEQUATELY
STABILIZED AND APPROVAL TO REMOVE MEASURE HAS BEEN RECEIVED BY NCDEQ AND THE CITY OF
EDEN.
10. INSTALL TEMPORARY DIVERSIONS TO CONVEY RUNOFF TO SKIMMER BASIN. MODIFY TEMPORARY
DIVERSIONS AS NEEDED DURING GRADING OPERATIONS TO ENSURE CONSTRUCTION RUNOFF IS
DIRECTED TO SKIMMER BASIN WITH POSITIVE DRAINAGE. MAJORITY OF RUNOFF WILL BE DIRECTED TO
WESTERN INLET OF BASIN DURING INITIAL GRADING. INSPECT DAILY AND REMOVE SEDIMENT AS NEEDED.
11. REMOVE EXISTING VEGETATION WITHIN GRADING LIMITS AND DISPOSE AT AN APPROVED SITE.
12. COMPLETE PARTIAL SITE GRADING LOCATED EAST AND WEST OF THE UNNAMED TRIBUTARY AND
DEPICTED IN THE PHASE 1 GRADING PLAN. DO NOT DISTURB THE UNNAMED TRIBUTARY DURING THESE
GRADING OPERATIONS.
13. AS PARTIAL GRADING AREAS REACH SUBGRADE ELEVATIONS INSTALL STONE BASE TO PROTECT
EXPOSED SOILS.
14. REMOVE TEMPORARY MUD MAT CROSSING TO INSTALL PIPE-1 WITH RETAINING WALL-1 AND RETAINING
WALL-2. INSTALLATION MUST UTILIZE A PUMP AROUND TO WORK IN DRY CONDITIONS. EACH DAY'S WORK
MUST BE LIMITED TO THE AMOUNT OF DISTURBANCE THAT CAN BE STABILIZED BEFORE THE WORK DAY
ENDS. PARTIAL PIPE AND WALL CONSTRUCTION MUST BE LEFT IN A STABLE STATE AT THE END OF EACH
DAY. ANY RUNOFF COLLECTED BEHIND WALL INSTALLATION MUST BE DEWATERED INTO THE SKIMMER
BASIN THROUGH AN EFFLUENT BAG.
15. INSTALL PIPE NETWORK WITH INLET AND OUTLET PROTECTION. PIPE NETWORK MUST DISCHARGE TO
SKIMMER BASIN DURING CONSTRUCTION ACTIVITIES.
16. INSTALL ALL UNDERGROUND UTILITIES. ANY RUNOFF COLLECTED IN UTILITY TRENCHES MUST BE
DEWATERED TO THE SKIMMER BASIN THROUGH AN EFFLUENT BAG.
17. STABILIZE ALL EXPOSED SOILS WITH SEEDING OR PERMANENT LANDSCAPING.
18. AFTER SITE STABILIZATION AND APPROVAL BY NCDEQ AND THE CITY OF EDEN, REMOVE SKIMMER BASIN
TO COMPLETE CONVERSION TO PERMANENT SAND FILTER FOR POST CONSTRUCTION STORMWATER
CONTROL AND COMPLETE FINE GRADING. DO NOT ALLOW DISCHARGE INTO SAND FILTER UNTIL SITE IS
COMPLETELY STABILIZED.
19. INSTALL REMAINING PERMANENT LANDSCAPING.
20. REMOVE REMAINING EROSION CONTROL MEASURES AFTER RELEASE BY PERMITTING AUTHORITIES.
MAINTENANCE PLAN
1. EROSION CONTROL MEASURES SHALL BE INSTALLED PRIOR TO ANY EXISTING BUILDING DEMOLITION.
2. CONTRACTOR IS RESPONSIBLE FOR ALL EROSION AND SEDIMENTATION CONTROL REQUIREMENTS AND
SHALL COMPLY WITH THE LATEST EDITION OF THE NORTH CAROLINA EROSION AND SEDIMENTATION
CONTROL MANUAL.
3. PER NPDES REQUIREMENTS, CHECK ALL EROSION AND SEDIMENTATION CONTROL DEVICES AND
STORMWATER RUNOFF DISCHARGES FROM EACH OUTFALL SHOULD BE INSPECTED EVERY SEVEN DAYS
AND WITHIN 24 HOURS AFTER ANY STORM EVENT. A RAINFALL GAUGE SHALL BE KEPT ON SITE, AND A
RECORD OF RAINFALL AMOUNTS AND DATES MUST BE RECORDED AND KEPT ON SITE. RECORDS OF
INSPECTIONS OF DEVICES AND OUTFALLS SHOULD BE KEPT AND VISIBLE SEDIMENTATION OUTSIDE THE
DISTURBED LIMITS SHOULD BE NOTED. ANY ACTIONS TO CONTROL FUTURE RELEASES AND CLEANUP OF
SEDIMENT MUST BE RECORDED. A SAMPLE LOG FOR RECORD KEEPING IS AVAILABLE FROM NCDEQ
DIVISION OF WATER QUALITY, STORMWATER AND GENERAL PERMITS UNIT.
4. CHECK ALL EROSION CONTROL DEVICES WEEKLY AND AFTER EACH RUNOFF PRODUCING STORM EVENT
AND MAKE ANY NECESSARY REPAIRS AS NEEDED TO ENSURE DEVICES ARE FUNCTIONING AS INTENDED.
5. REMOVE SEDIMENT DEPOSITS FROM SILT FENCE AND STONE OUTLETS WHEN DEPOSITS REACH
HALF CAPACITY, REPAIR ANY BREAKS IMMEDIATELY.
6. REPLACE GRAVEL CONSTRUCTION ENTRANCE AS NECESSARY.
7. CONTRACTOR WILL BE FINANCIALLY RESPONSIBLE FOR ANY AND ALL FINES LEVIED DUE TO
NOT MAINTAINING PROPER EROSION CONTROL MEASURES AT ALL TIMES.
STABILIZATION TIMEFRAMES
INV.-.2-4" RCP SITE AREA DESCRIPTION
'r553.24' *- . S• / / / / / /
N / 10 EMERGENCY SPILLWAY / / / / / PERIMETER DIKES, SWALES, DITCHES,
/ i
ihlW 18' � / / /
N \ \ �i / / / ELEV. = 557.00 LINED WITH SLOPES
\ \ / \ / / / CLASS A RIPRAP ��
HIGH QUAILTY WATER (HQW) ZONES
1 - i i 3 Lax 4 W OUTLET SLOPES STEEPER THAN 3:1
PROTECTION SEE / / � / / / DET. 4/C903 \ BEFORE YOU DIG!
S�
' / / / /
�a ♦�- N;� -' / / / / \\
SLOPES 3:1 OR FLATTER
CATCH BASIN CALL 1-800-632-4949 \ RCP / /
RIM=560.57
INV N=556 64'
STABILIZATION I TIMEFRAME EXCEPTIONS
7 DAYS NONE
7 DAYS NONE
IF SLOPES ARE 10' OR LESS IN
7 DAYS LENGTH AND ARE NOT STEEPER
THAN 2:1, 14 DAYS AREA ALLOWED.
14 DAYS 7 DAYS FOR SLOPES GREATER
THAN 50' LENGTH
INV OUT=556.22' \ N . C . 0 N E-CALL CENTER ALL OTHER AREAS WITH SLOPES NONE, EXCEPT FOR PERIMETERS
/ z i / / / / / COORDINATE WITH NCDOT AND/OR LOCAL TRANSPORTATION FLATTER THAN 4:1 14 DAYS AND HQW ZONES
AUTHORITY AND FOLLOW TRAFFIC MANAGEMENT PLAN FOR 1
ALL WORK WITHIN AND ADJACENT TO PUBLIC RIGHT OF WAY. ITS THE LAW! SEE SHEET C001 FOR COMPLETE NDPES PERMIT INFORMATION
11
\���111111/1j�/
\ H CARD'%'�
pQ'
REVIEW
035736 =
%vGs;•�'�GINE���G �.
C. cNv
771111110�`\\
08/24/2020
BREC: Pq.
NCBELS#C-34481-
q.
�'•. CARD o.
W
z
W
M
U C-0
Z N
Z �
L.I.J W
0
w 0
U)
PHASE 1 ESC PLAN
PREPARED FOR:
TERAMORE DEVELOPMENT, LLC
PO BOX 6460
THOMASVILLE, GA 31758
DATE: REVISIONS:
20 10 0 20
SHEET SIZE:
24"x36"
DATE:
06/15/2020
PROJECT NUMBER:
3160632019
DRAWN BY:
J.EDWARDS
APPROVED BY:
J.CHURCH
SCALE:
1" = 20' (H)
(M
40 SHEET:
C300
© COPYRIGHT 2020 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE -USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE

1.GE NOTES
ACTOR IS TO VERIFY ALL UTILITY LOCATIONS PRIOR TO BEGINNING WORK. �oN� PFv v WESTSIDE STORAGE, LLC
7 2. ALL WORK IS TO BE IN ACCORDANCE WITH ALLSTATE AND LOCAL REGULATIONS. D.B. 945, PG. 2303
3. ALL PERMITS ARE TO BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION. LOTS 21 thru 24- P.B. 03, PG. 53
4. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH ALL PERMIT CONDITIONS. . TAX PARCEL#133468
5. EXISTING UTILITIES ON SITE SHALL BE RELOCATED AS REQUIRED. CONTRACTOR SHALL PAY ALL COSTS
ASSOCIATED WITH RELOCATION. TEMP. CLEANWATER
6. CONTRACTORS ARE TO FULLY ACQUAINT THEMSELVES WITH ALL UTILITIES WITHIN THE CITY AND STATE ROW AND DIVERSION SEE DET. \
•
t. WITHIN THE PROPERTY BOUNDARIES WHICH WILL REQUIRE RELOCATION. ALL COSTS ASSOCIATED WITH 2/C905 \\ MG
RELOCATION SHALL BE INCLUDED IN THE BASE BID. !�
7. ALL WORK PERFORMED WITHIN NCDOT ROW SHALL BE PER NCDOT SPECS AND SHALL BE INSPECTED FOR \ \\ .y�• MG 0-
COMPLIANCE BY STATE INSPECTORS AT THEIR DISCRETION.
SILT FENCE SEE ��• G 0- \\
.01 V• \ DET. 2/C903
I 1J•\'\ ` LIMITS OF DISTURBANCE \ \ ♦ QM EBAR SET\
N.0 GRID NAD 83 (2011) 1.91± ACRES \ \ \ y�� M p� \\ \ \
` N=993,536.98' ` \ r• �\ \ \ .• pL \ \ \
` E=1,766,028.32' ` \�� �\ \ � \ \ ...\• pM`� p
\ '
\ \ \ STOCKPILE SAS\ \
• 4 Ica
` / �, ` l�� I � \•, \ \ `�, \ \ �` per' \ \� \ \ \ \
♦o \ sou, \
I
0AD
•/ \\ N \ \\ \\ \\ \ \\ \\\ \\\
8" REBAR
SET
SKIMMER BASIN CALCULATIONS
1. DA = 1.54 ACRES
2. DU = 1.34 ACRES
3. to = 5 minutes
4, i = 6.8 nr
5. C = 0.6
6. Q10 = CiDA = (0.6)(6.8)(1.54) = 6.28 fC3/s
7. SA,q = 325Q1 p = (325) (6.28) = 2,041 ft2
8. V,q = 1800DU = (1800)(1.4) = 2,520 ft3
9. L:W = 5.0
10. depth = 3.0
11. SApvd = 2,435 ft
12. Vpva 4,879 ft
13. LINEIR = 10'
14. V@top 2 ft 3 777 ft3
15. Tde.ter 3 days
16. Qde-ter = V @ top 2 ff T dewater 1, 259 fh3/d
ANY OFF -SITE BORROW AND WASTE REQUIRED FOR THIS
PROJECT MUST COME FROM A SITE WITH AN APPROVED
EROSION CONTROL PLAN, A SITE REGULATED UNDER THE
MINING ACT OF 1971, OR A LANDFILL REGULATED BY THE
DIVISION OF SOLID WASTE MANAGEMENT. TRASH/DEBRIS
FROM DEMOLITION ACTIVITIES OR GENERATED BY ANY
ACTIVITIES ON SITE MUST BE DISPOSED OF AT A FACILITY
REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT
OR PER DIVISION OF SOLID WASTE MANAGEMENT OR DIVISION
OF WATER RESOURCES RULES AND REGULATIONS.
r o �• G�� I .•� \r' rc \4 \ . \ \ \ \\ \ \ \ \
II I I 110'• \ \ \ \ \ \
m
I I G TEMPORARY \ I \• � \ \ \ \
■ I■ �I■ ■ ■ ■ ■ ■ ■ �jp / I MUT MAT SEE I \ TEMP. INLET \\ \\ \\ \' \S�p \ \ \ \ \ \
570 -Lf CWD-� C / / DET. 4/C905 PROTECTION SEE \ \ \ \ \ \
DET. 5/C905 \ \ \ \ \ \ WESTSIDE STORAGE, LLC
\ D.B. 945, PG. 2303
\\\A
LEGEND
- -
PROPERTY LINE
too
EXISTING CONTOURS
10o
PROPOSED CONTOURS
-
- BUILDING SETBACK
- - - - - -
- - -LANDSCAPE BUFFER
EX. OVERHEAD ELECTRIC
P
EX. SANITARY SEWER
SS
W
EX. WATER
FO
EX. FIBER OPTICS
GAS
EX. NATURAL GAS
STREAM CENTERLINE
-
WETLAND
SILT FENCE
-C>- TD --C>- TD - TEMPORARY DIVERSION
-C>- CWD TEMPORARY CLEANWATER DIVERSION
LIMITS OF DISTURBANCE
1 IIv/ / TEMP. 15" CMP \ \ \ \ \ \ LOTS 21 thru 24- P.B. 03, PG. 53
1 I REB / I \ r, :,\ \ \ \ \ \ \ \ TAX PARCEL #133468
1 / GRID-N D 83 (2011)/ n \ r, Ir. • .� \ \ \ \ \
_ N-993,395 s,
/ i I r \� E=1,6X78.64' / \ •�• \ If \ \
r• r• r• \ \ \ \ , •
STONE OUTLET
SEE DET. 6/C903 4 I \ \ \ \ o
I I I / \\ / . �\ ♦ 1 \ f \ 56 \ \ i CONCRETE WASHOUT
1 a a 6 SEE DET. 3/C905
TEMP. DIVERSION \
/ I i / / �` I �• 'i' :\ • SEE DET. 3/C903
/ -A \
I I 1 ' �• / INV. 15" RCP TEMPORARY EXCLUSION
I ^ '� / GiA
=563.39' , \ I '�A,�/ FENCE SEE DET. 6/C902 \
C.�p��1 \ \ C �� \ \ 565
T
\ .0 �� N / \ / r• 1 \ - ' 566 2" PIPE FOUND
I� \) =562.49' ,\ / I II I I / / • \� SG BU , �\ W \ m • • 4 \ \ N.C. GRID-NAD 83 (2011)
INV. 15" RCP
I Y / pRPRY E I I / ) I) ° \ CLASS A RIPRAP / / \ N=993,284.25'
\ �co E=1,766,463.03'
1 I \ \
� o P �• � o
� � I W ! 1 ��� • \\ \\ \ \ `\ // \
If
\ � � ��► I 1 I I I •\ �' � \\.' � � �'' � / ii �' �' I �' �:1 ��` � 1 \ \\ \\\ _ - 565 / i / / /�
I I I I \ / r• \r• I r• r• '&/ i\ I r• r• I r• I r• ; \ \ \ I I i - /
/ �-ram\ �o � I I I \ '\I � � � �I � � / � ••� � w I� � \ � \ �6p � /_' ___
/.r .r .r/ ` .r .r1 ` \ \ 562 .0_ 562 -_
o �� WETLND �•\ '�' �'�' \ r• r• ' • \ ` \ f \ 62 / /
*REA �. Z �I \ �•1 �. / � \ \
55� /
oI I I 1 �• r �. I *0.27AWEs r. ) "r I 'r1 1',. / ♦ \ / a /
RAP 1 1/ ♦ / \ 1 CO ED
/m /r. I I /r. \ T TEMP. CONSTRUCTION 1-40
i G \ \ I \ r' r' r' r' r'/ / /♦ \ 560 / / , ENTRANCE SEE DET. 1/C903 /
IWO
Z \ \ \ \ \ I r• r• r• �• r• r• 1 r• r• i` 1 ���:� '/ / e66y93555� 04
D SKIMMER BASIN /
IPA \ \ \ \ \ \� �' '�/I I \ I ♦ 1 .�� / 00�383"�0 / . 1.5" FAIRCLOTH
\ \ \ \ \ \ r• .r .r �r� .r .r I I \ ♦\ I ♦� / c�6 `Qv� / SKIMMERW/1.3" /
IPA���� p\I�l \ .� II .�• i /Noo�PRo,� 22�,�160 /
/ KNOCKOUT ORIFICE
\ \ \ \ �\ e�p0 T'l'F �,,� \ • I �• ) / / SEE DET. 1 2/C904
NApG 4os ���� ♦ l ..�� �„ 20 / _ �� / /' ROP�
HARDWARE CLOTH INLET
PROTECTION
PIPE INLET PROTECTION
SITE
VICINITY MAP (NTS)
EROSION CONTROL CONSTRUCTION SEQUENCE
1. OBTAIN NECESSARY PERMITS FROM ALL REGULATORY AUTHORITIES. CONTRACTOR RESPONSIBLE FOR
ALL DEMO PERMITS AS WELL AS WASTE OR BORROW SITE SELECTION AND PERMITTING.
2. CONTRACTOR SHALL LOCATE ALL UNDERGROUND UTILITIES PRIOR TO ANY EXCAVATION. SOFT DIG ALL
UTILITIES WITHIN GRADING AREA TO IDENTIFY POTENTIAL CONFLICTS.
3. STAKE -OUT ALL EROSION CONTROL MEASURES PRIOR TO CONSTRUCTION.
4. MAINTAIN NPDES TEMPORARY SEEDING SCHEDULE (SHEET C001) FOR ALL EXPOSED SOILS FOR THE
DURATION OF CONSTRUCTION.
5. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE AND TEMPORARY 15" CMP WITH INLET &
OUTLET PROTECTION TO PROVIDE ACCESS FROM NC HWY 135.
6. INSTALL TEMPORARY MUD MAT OVER JURISDICTIONAL CHANNEL TO PROVIDE WORKING PATH BETWEEN
EASTERN AND WESTERN PORTIONS OF SITE. DO NOT CROSS CHANNEL AT ANY LOCATION OTHER THAN
MUD MAT CROSSING PRIOR TO INSTALLING PIPE-1.
7. INSTALL CLEAN WATER DIVERSIONS.
8. INSTALL SILT FENCE AND STONE OUTLET(S) AT INDICATED AREAS.
9. INSTALL SKIMMER BASIN WITH FAIRCLOTH SKIMMER. DO NOT DISTURB WETLAND WITH FAIRCLOTH
SKIMMER OUTLET PIPE. SKIMMER BASIN TO REMAIN IN PLACE UNTIL ALL AREAS HAVE BEEN ADEQUATELY
STABILIZED AND APPROVAL TO REMOVE MEASURE HAS BEEN RECEIVED BY NCDEQ AND THE CITY OF
EDEN.
10. INSTALL TEMPORARY DIVERSIONS TO CONVEY RUNOFF TO SKIMMER BASIN. MODIFY TEMPORARY
DIVERSIONS AS NEEDED DURING GRADING OPERATIONS TO ENSURE CONSTRUCTION RUNOFF IS
DIRECTED TO SKIMMER BASIN WITH POSITIVE DRAINAGE. MAJORITY OF RUNOFF WILL BE DIRECTED TO
WESTERN INLET OF BASIN DURING INITIAL GRADING. INSPECT DAILY AND REMOVE SEDIMENT AS NEEDED.
11. REMOVE EXISTING VEGETATION WITHIN GRADING LIMITS AND DISPOSE AT AN APPROVED SITE.
12. COMPLETE PARTIAL SITE GRADING LOCATED EAST AND WEST OF THE UNNAMED TRIBUTARY AND
DEPICTED IN THE PHASE 1 GRADING PLAN. DO NOT DISTURB THE UNNAMED TRIBUTARY DURING THESE
GRADING OPERATIONS.
13. AS PARTIAL GRADING AREAS REACH SUBGRADE ELEVATIONS INSTALL STONE BASE TO PROTECT
EXPOSED SOILS.
14. REMOVE TEMPORARY MUD MAT CROSSING TO INSTALL PIPE-1 WITH RETAINING WALL-1 AND RETAINING
WALL-2. INSTALLATION MUST UTILIZE A PUMP AROUND TO WORK IN DRY CONDITIONS. EACH DAY'S WORK
MUST BE LIMITED TO THE AMOUNT OF DISTURBANCE THAT CAN BE STABILIZED BEFORE THE WORK DAY
ENDS. PARTIAL PIPE AND WALL CONSTRUCTION MUST BE LEFT IN A STABLE STATE AT THE END OF EACH
DAY. ANY RUNOFF COLLECTED BEHIND WALL INSTALLATION MUST BE DEWATERED INTO THE SKIMMER
BASIN THROUGH AN EFFLUENT BAG.
15. INSTALL PIPE NETWORK WITH INLET AND OUTLET PROTECTION. PIPE NETWORK MUST DISCHARGE TO
SKIMMER BASIN DURING CONSTRUCTION ACTIVITIES.
16. INSTALL ALL UNDERGROUND UTILITIES. ANY RUNOFF COLLECTED IN UTILITY TRENCHES MUST BE
DEWATERED TO THE SKIMMER BASIN THROUGH AN EFFLUENT BAG.
17. STABILIZE ALL EXPOSED SOILS WITH SEEDING OR PERMANENT LANDSCAPING.
18. AFTER SITE STABILIZATION AND APPROVAL BY NCDEQ AND THE CITY OF EDEN, REMOVE SKIMMER BASIN
TO COMPLETE CONVERSION TO PERMANENT SAND FILTER FOR POST CONSTRUCTION STORMWATER
CONTROL AND COMPLETE FINE GRADING. DO NOT ALLOW DISCHARGE INTO SAND FILTER UNTIL SITE IS
COMPLETELY STABILIZED.
19. INSTALL REMAINING PERMANENT LANDSCAPING.
20. REMOVE REMAINING EROSION CONTROL MEASURES AFTER RELEASE BY PERMITTING AUTHORITIES.
MAINTENANCE PLAN
1. EROSION CONTROL MEASURES SHALL BE INSTALLED PRIOR TO ANY EXISTING BUILDING DEMOLITION.
2. CONTRACTOR IS RESPONSIBLE FOR ALL EROSION AND SEDIMENTATION CONTROL REQUIREMENTS AND
SHALL COMPLY WITH THE LATEST EDITION OF THE NORTH CAROLINA EROSION AND SEDIMENTATION
CONTROL MANUAL.
3. PER NPDES REQUIREMENTS, CHECK ALL EROSION AND SEDIMENTATION CONTROL DEVICES AND
STORMWATER RUNOFF DISCHARGES FROM EACH OUTFALL SHOULD BE INSPECTED EVERY SEVEN DAYS
AND WITHIN 24 HOURS AFTER ANY STORM EVENT. A RAINFALL GAUGE SHALL BE KEPT ON SITE, AND A
RECORD OF RAINFALL AMOUNTS AND DATES MUST BE RECORDED AND KEPT ON SITE. RECORDS OF
INSPECTIONS OF DEVICES AND OUTFALLS SHOULD BE KEPT AND VISIBLE SEDIMENTATION OUTSIDE THE
DISTURBED LIMITS SHOULD BE NOTED. ANY ACTIONS TO CONTROL FUTURE RELEASES AND CLEANUP OF
SEDIMENT MUST BE RECORDED. A SAMPLE LOG FOR RECORD KEEPING IS AVAILABLE FROM NCDEQ
DIVISION OF WATER QUALITY, STORMWATER AND GENERAL PERMITS UNIT.
4. CHECK ALL EROSION CONTROL DEVICES WEEKLY AND AFTER EACH RUNOFF PRODUCING STORM EVENT
AND MAKE ANY NECESSARY REPAIRS AS NEEDED TO ENSURE DEVICES ARE FUNCTIONING AS INTENDED.
5. REMOVE SEDIMENT DEPOSITS FROM SILT FENCE AND STONE OUTLETS WHEN DEPOSITS REACH
HALF CAPACITY, REPAIR ANY BREAKS IMMEDIATELY.
6. REPLACE GRAVEL CONSTRUCTION ENTRANCE AS NECESSARY.
7. CONTRACTOR WILL BE FINANCIALLY RESPONSIBLE FOR ANY AND ALL FINES LEVIED DUE TO
NOT MAINTAINING PROPER EROSION CONTROL MEASURES AT ALL TIMES.
\ /� \ \ \ \ s \' \ / ♦� / �� 32i �N' STABILIZATION TIMEFRAMES
00
IPA
` / \ v INV.-.2-4" RCP / SITE AREA DESCRIPTION STABILIZATION TIMEFRAME EXCEPTIONS
r / \ '�. *r 53.24' * . It
N / \ \ \ \ \\j0 /� / / / / PERIMETER DIKES, SWALES, DITCHES,
lrlw 110EMERGENCY SPILLWAY 5�99 � --� / �✓/ / / / � /' SLOPES 7 DAYS NONE
N \ \ J �� / / / ELEV. = 557.00 LINED WITH �
\ /� \ / CLASS A RIPRAP �
HIGH QUAILTY WATER (HQW) ZONES 7 DAYS NONE
_ / / / / IF SLOPES ARE 10' OR LESS IN
1 - / I 3 Lax 4 W OUTLET
PROTECTION SEE / / / / SLOPES STEEPER THAN 3:1 7 DAYS LENGTH AND ARE NOT STEEPER
N 00s� / ' \ // / \ BEFORE YOU DIG! THAN 2:1, 14 DAYS AREA ALLOWED.
\ DET. 4/C903 / /
\ 51\ / THAN LENG
_ / / SLOPES 3:1 OR FLATTER 14 DAYS 7 DAY SLOPES
BEATER
CATCH BASIN \ 1aRCP '� ��� N it i' / / \ ALL - -
I -
4949
RM-560.57'
INV N=556.64' \ ' -j / '/ / ' / \ N.C. ONE -CALL CENTER ALL OTHER AREAS WITH SLOPES NONE, EXCEPT FOR PERIMETERS
INV OUT=556.22' \-' / I / / / / COORDINATE WITH NCDOT AND/OR LOCAL TRANSPORTATION 14 DAYS
FLATTER THAN 4:1 AND HQW ZONES
_ AUTHORITY AND FOLLOW TRAFFIC MANAGEMENT PLAN FOR i
ALL WORK WITHIN AND ADJACENT TO PUBLIC RIGHT OF WAY. ITS THE LAW!
SEE SHEET C001 FOR COMPLETE NDPES PERMIT INFORMATION
11
\���111111/tt�/
\ H CARD'%'�
pQ'
REVIEW
035736 =
%vGs;•�'�GINE���G �.
,/At C. c\A
08/24/2020
BREC: Pq.
NCBELS#C-3448?
�'•. CARO
I000I0001••••,♦
W
z
W
M
U C-0
Z N
Z �
L.I.J W
0
w 0
PHASE 2 ESC PLAN
PREPARED FOR:
TERAMORE DEVELOPMENT, LLC
PO BOX 6460
THOMASVILLE, GA 31758
DATE: REVISIONS:
SHEET SIZE:
24"x36"
DATE:
06/15/2020
PROJECT NUMBER:
3160632019
DRAWN BY:
J.EDWARDS
APPROVED BY:
J.CHURCH
SCALE:
1" = 20' (H)
(V)
20 10 0 20 40 SHEET:
C301
r
LU
W
J
2i
0
Q
Q
0
W
LINN..I
L.I.
m
C�
z
J
a_
J
U
U�
0
z
0
© COPYRIGHT 2020 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE -USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE

1.GE NOTES
ACTOR IS TO VERIFY ALL UTILITY LOCATIONS PRIOR TO BEGINNING WORK. �oN� PFv v WESTSIDE STORAGE, LLC
p 2. ALL WORK IS TO BE IN ACCORDANCE WITH ALLSTATE AND LOCAL REGULATIONS. D.B. 945, PG. 2303
3. ALL PERMITS ARE TO BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION. LOTS 21 thru 24- P.B. 03, PG. 53
4. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH ALL PERMIT CONDITIONS. TAX PARCEL#133468
5. EXISTING UTILITIES ON SITE SHALL BE RELOCATED AS REQUIRED. CONTRACTOR SHALL PAY ALL COSTS .♦•
ASSOCIATED WITH RELOCATION. TEMP. CLEANWATER .�
6. CONTRACTORS ARE TO FULLY ACQUAINT THEMSELVES WITH ALL UTILITIES WITHIN THE CITY AND STATE ROW AND DIVERSION SEE
ET. \ \ ♦••
/. WITHIN THE PROPERTY BOUNDARIES WHICH WILL REQUIRE RELOCATION. ALL COSTS ASSOCIATED WITH
RELOCATION SHALL BE INCLUDED IN THE BASE BID.
7. ALL WORK PERFORMED WITHIN NCDOT ROW SHALL BE PER NCDOT SPECS AND SHALL BE INSPECTED FOR
COMPLIANCE BY STATE INSPECTORS AT THEIR DISCRETION.
SILT FENCE SEE
DET.2/C903
LIMITS OF DISTURBANCE \ \\ ��• p�� \ \ \ \\
8 REBAR SET 1.91± ACRES
N.C. GRID-NAD 83 (2011) N \ \
` N=993,536.98'
` E=1,766,028.32' ` \� �;\ \ \ \ .♦\• pM� \ \ \ \\ \ \ \
I \ \ .� \\ \\ ♦ \ \\ \\\ \ STOCKPILE
I I / RETAI G WALL - 1 TO BE \ `� \ \ 66 a2 ♦ \ \ \ \ \ \ \ /
I / DEED BY OTHERS. \ c)
SAFE��I'' FENCE ALON ` ♦off
EXTENTSgEE DET. 6/C901 \ \ ♦ \ ��', \ \ \�/ \
I II i I JUNCTION BOX- 1 i �• \� / 6� N6�° 1�E \ \\ \\ \ \ \ \ \
I I \ I RIM: 567.00 \ ♦� . n 5 \ \ \ \ \ \
I I I I 15" HDPE INV IN: 56220 ♦ \ \� \ ���o \ ' \
I I 15" HDPE INV IN: 56120
15" HDPE INV OUT: 562.1Q'♦
SEE DET. 3/C902
10
1z. I ♦G�� / \ �, \ YARD INLET 1 \ \ \
I I / I ♦� / ��o \� QQ \\ RIM: 565.50 \\ \
15 HDPE INV OUT: 562.50 \ \
■ I■ ■I■ ■ ■ ■ ■ ■ ■ 1•�0� / i \ \ -'�v- • _.. r SEE DET. 5/C902 \S�p \ \
570- -0 CWD-� C �� G I 565 I ,r \� �01 \ \\ \
REB
/ GRID-N D 83 (2011\
N-993,39�I, CURB INLET- 1 /• '�I \ 1 \ \ cam, \
E=1,6X78.64' RIM: 565.50 i I I \ \ \ \ \ \
8" REBAR
SET
15 HDPE INVOUT.562.50
I \ / SEE DET. 4/C902 OUTLET PROTECTION \ \ \ \
SEE TABLE FOR SIZE \
SEE DET. 4/C903
SKIMMER BASIN CALCULATIONS
1. DA = 1.54 ACRES
2. DU = 1.34 ACRES
3. to = 5 minutes
4, i=6.8f
5. C = 0.6
6. Q10 = CiDA = (0.6)(6.8)(1.54) = 6.28 fC3/s
7. SA,q = 325Q1 p = (325) (6.28) = 2,041 ft2
8. V,q = 1800DU = (1800)(1.4) = 2,520 ft3
9. L:W = 5.0
10. depth = 3.0
11. SApvd = 2,435 ft
12. Vpva 4,879 ft
13. LINEIR = 10'
14. V@top 2 ft 3,777 ft3
15. Tde.ter 3 days
16. Qde-ter = V @ top 2 ff T dewater 1, 259 fh3/d
ANY OFF -SITE BORROW AND WASTE REQUIRED FOR THIS
PROJECT MUST COME FROM A SITE WITH AN APPROVED
EROSION CONTROL PLAN, A SITE REGULATED UNDER THE
MINING ACT OF 1971, OR A LANDFILL REGULATED BY THE
DIVISION OF SOLID WASTE MANAGEMENT. TRASH/DEBRIS
FROM DEMOLITION ACTIVITIES OR GENERATED BY ANY
ACTIVITIES ON SITE MUST BE DISPOSED OF AT A FACILITY
REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT
OR PER DIVISION OF SOLID WASTE MANAGEMENT OR DIVISION
OF WATER RESOURCES RULES AND REGULATIONS.
YARD INLET-2
RIM: 565.50
15" HDPE INV OUT: 562.50
SEE DET. 5/C902
WESTSIDE STORAGE, LLC
D.B. 945, PG. 2303
LOTS 21 thru 24 - P.B. 03, PG. 53
TAX PARCEL#133468
LEGEND
- -
PROPERTY LINE
too
EXISTING CONTOURS
10o
PROPOSED CONTOURS
BUILDING SETBACK
_-----
= LANDSCAPE BUFFER
EX. OVERHEAD ELECTRIC
P
EX. SANITARY SEWER
SS
W
EX. WATER
FO
EX. FIBER OPTICS
GAS
EX. NATURAL GAS
STREAM CENTERLINE
-
WETLAND
SILT FENCE
-C>- TD --C>- TD - TEMPORARY DIVERSION
-C>- CWD TEMPORARY CLEANWATER DIVERSION
LIMITS OF DISTURBANCE
CONCRETE WASHOUT
SEE DET. 3/C905
�� • I I� ) \ \ \ \ \ 566
INV. 15" RCP I I TEMPORARY EXCLUSION
=563.39' \ I �♦ 'rn� ,� FENCE SEE DET. 6/C902
/ \ A� �� RETAINING WALL - 2 TO BE
/ \ 100 / / �� DESIGNED BY OTHERS. 1 / I'!' I I \ v \ \ 565
/ �0 \ I / a SAFETY FENCE ALONG 1 I r \ /
\ I I I I / �`p� EXTENTS SEE DET. 7/C901 �, \ / 2" PIPE FOUND
INV. 15"RCP / �� 2 15 6V FER �\ \ 1• • 566 OUTLET PROTECTION N.C. GRID-NAD 83 (2011)
=562.49' \/ I I I I ( Y e'er j �EMPpRPR Sri
I I /'�,/+' )W +1 I • \\ \\ CURB INLET 2 (SEE TABLE
DET.R SIZE) 4 C903 �P / / `\ �co/ E=996646303'
�` \ \\ RIM: 564.50
/ \\ 7� I I I II ,' `.•` \. 1F I I. I N` • \\ \ [_15" HDPE INV IN:561.38 \\ \ I
I* r n • 15" HDPE INV OUT : 561.28
SEE DET. 4/C90.2
�► 1 1 I I' \' /j, �\ \ /
N I \.. .. .. .. .. I �. .. _
-)03II II I I\ \'•\ I r• �� r• \ r•� r• r• / /r• �•.� r• I ,r '�' \• \ \ \ ✓ \ / 2
- 562- _
\ r. r. r. � / r. r. /r. r. �r/ � �r ` r. �r1 • \ 0 f � 56 / _ - _
*WETLIrND r\ 'V �'�• \ r r '. • �O� f \ /
'RREA * * ./
r w r(J 27 AWES
R141 IcS6,O CO ED �
/r' /�RAPI /� /. \ Ar / 55� T TEMP. CONSTRUCTION
ENTRANCE SEE DET. 1/C903 /
OUTLET PROTECTION
r* r' \ r' r' 4 (SEE TABLE FOR SIZE) �
/ \ \ s \ I a• �' SEE DET. 4/C903 f \ �• P / / 5551 20' W x 130' L x 3' D
Z t:t : I �: 665PG SKIMMER BASIN
✓ NA \\ r / \\ �\ � �•�� / 01383 L�G�
1.5" FAIRCLOTH
SKIMMER W/1.3
IPA���� p el- i /Noo�PRog 22�,�160 /
/ KNOCKOUT ORIFICE
\ \ \ \ �\ ep0 T'l'F �,,� \ • I �• ) / / / / SEE DET. 1 2/C904
16
IPA � wry \ \ \ \ \ \ �`' .'r /FF96 pG 4os
HARDWARE CLOTH INLET
PROTECTION
0 PIPE INLET PROTECTION
SITE
VICINITY MAP (NTS)
EROSION CONTROL CONSTRUCTION SEQUENCE
1. OBTAIN NECESSARY PERMITS FROM ALL REGULATORY AUTHORITIES. CONTRACTOR RESPONSIBLE FOR
ALL DEMO PERMITS AS WELL AS WASTE OR BORROW SITE SELECTION AND PERMITTING.
2. CONTRACTOR SHALL LOCATE ALL UNDERGROUND UTILITIES PRIOR TO ANY EXCAVATION. SOFT DIG ALL
UTILITIES WITHIN GRADING AREA TO IDENTIFY POTENTIAL CONFLICTS.
3. STAKE -OUT ALL EROSION CONTROL MEASURES PRIOR TO CONSTRUCTION.
4. MAINTAIN NPDES TEMPORARY SEEDING SCHEDULE (SHEET C001) FOR ALL EXPOSED SOILS FOR THE
DURATION OF CONSTRUCTION.
5. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE AND TEMPORARY 15" CMP WITH INLET &
OUTLET PROTECTION TO PROVIDE ACCESS FROM NC HWY 135.
6. INSTALL TEMPORARY MUD MAT OVER JURISDICTIONAL CHANNEL TO PROVIDE WORKING PATH BETWEEN
EASTERN AND WESTERN PORTIONS OF SITE. DO NOT CROSS CHANNEL AT ANY LOCATION OTHER THAN
MUD MAT CROSSING PRIOR TO INSTALLING PIPE-1.
7. INSTALL CLEAN WATER DIVERSIONS.
8. INSTALL SILT FENCE AND STONE OUTLET(S) AT INDICATED AREAS.
9. INSTALL SKIMMER BASIN WITH FAIRCLOTH SKIMMER. DO NOT DISTURB WETLAND WITH FAIRCLOTH
SKIMMER OUTLET PIPE. SKIMMER BASIN TO REMAIN IN PLACE UNTIL ALL AREAS HAVE BEEN ADEQUATELY
STABILIZED AND APPROVAL TO REMOVE MEASURE HAS BEEN RECEIVED BY NCDEQ AND THE CITY OF
EDEN.
10. INSTALL TEMPORARY DIVERSIONS TO CONVEY RUNOFF TO SKIMMER BASIN. MODIFY TEMPORARY
DIVERSIONS AS NEEDED DURING GRADING OPERATIONS TO ENSURE CONSTRUCTION RUNOFF IS
DIRECTED TO SKIMMER BASIN WITH POSITIVE DRAINAGE. MAJORITY OF RUNOFF WILL BE DIRECTED TO
WESTERN INLET OF BASIN DURING INITIAL GRADING. INSPECT DAILY AND REMOVE SEDIMENT AS NEEDED.
11. REMOVE EXISTING VEGETATION WITHIN GRADING LIMITS AND DISPOSE AT AN APPROVED SITE.
12. COMPLETE PARTIAL SITE GRADING LOCATED EAST AND WEST OF THE UNNAMED TRIBUTARY AND
DEPICTED IN THE PHASE 1 GRADING PLAN. DO NOT DISTURB THE UNNAMED TRIBUTARY DURING THESE
GRADING OPERATIONS.
13. AS PARTIAL GRADING AREAS REACH SUBGRADE ELEVATIONS INSTALL STONE BASE TO PROTECT
EXPOSED SOILS.
14. REMOVE TEMPORARY MUD MAT CROSSING TO INSTALL PIPE-1 WITH RETAINING WALL-1 AND RETAINING
WALL-2. INSTALLATION MUST UTILIZE A PUMP AROUND TO WORK IN DRY CONDITIONS. EACH DAY'S WORK
MUST BE LIMITED TO THE AMOUNT OF DISTURBANCE THAT CAN BE STABILIZED BEFORE THE WORK DAY
ENDS. PARTIAL PIPE AND WALL CONSTRUCTION MUST BE LEFT IN A STABLE STATE AT THE END OF EACH
DAY. ANY RUNOFF COLLECTED BEHIND WALL INSTALLATION MUST BE DEWATERED INTO THE SKIMMER
BASIN THROUGH AN EFFLUENT BAG.
15. INSTALL PIPE NETWORK WITH INLET AND OUTLET PROTECTION. PIPE NETWORK MUST DISCHARGE TO
SKIMMER BASIN DURING CONSTRUCTION ACTIVITIES.
16. INSTALL ALL UNDERGROUND UTILITIES. ANY RUNOFF COLLECTED IN UTILITY TRENCHES MUST BE
DEWATERED TO THE SKIMMER BASIN THROUGH AN EFFLUENT BAG.
17. STABILIZE ALL EXPOSED SOILS WITH SEEDING OR PERMANENT LANDSCAPING.
18. AFTER SITE STABILIZATION AND APPROVAL BY NCDEQ AND THE CITY OF EDEN, REMOVE SKIMMER BASIN
TO COMPLETE CONVERSION TO PERMANENT SAND FILTER FOR POST CONSTRUCTION STORMWATER
CONTROL AND COMPLETE FINE GRADING. DO NOT ALLOW DISCHARGE INTO SAND FILTER UNTIL SITE IS
COMPLETELY STABILIZED.
19. INSTALL REMAINING PERMANENT LANDSCAPING.
20. REMOVE REMAINING EROSION CONTROL MEASURES AFTER RELEASE BY PERMITTING AUTHORITIES.
MAINTENANCE PLAN
1. EROSION CONTROL MEASURES SHALL BE INSTALLED PRIOR TO ANY EXISTING BUILDING DEMOLITION.
2. CONTRACTOR IS RESPONSIBLE FOR ALL EROSION AND SEDIMENTATION CONTROL REQUIREMENTS AND
SHALL COMPLY WITH THE LATEST EDITION OF THE NORTH CAROLINA EROSION AND SEDIMENTATION
CONTROL MANUAL.
3. PER NPDES REQUIREMENTS, CHECK ALL EROSION AND SEDIMENTATION CONTROL DEVICES AND
STORMWATER RUNOFF DISCHARGES FROM EACH OUTFALL SHOULD BE INSPECTED EVERY SEVEN DAYS
AND WITHIN 24 HOURS AFTER ANY STORM EVENT. A RAINFALL GAUGE SHALL BE KEPT ON SITE, AND A
RECORD OF RAINFALL AMOUNTS AND DATES MUST BE RECORDED AND KEPT ON SITE. RECORDS OF
INSPECTIONS OF DEVICES AND OUTFALLS SHOULD BE KEPT AND VISIBLE SEDIMENTATION OUTSIDE THE
DISTURBED LIMITS SHOULD BE NOTED. ANY ACTIONS TO CONTROL FUTURE RELEASES AND CLEANUP OF
SEDIMENT MUST BE RECORDED. A SAMPLE LOG FOR RECORD KEEPING IS AVAILABLE FROM NCDEQ
DIVISION OF WATER QUALITY, STORMWATER AND GENERAL PERMITS UNIT.
4. CHECK ALL EROSION CONTROL DEVICES WEEKLY AND AFTER EACH RUNOFF PRODUCING STORM EVENT
AND MAKE ANY NECESSARY REPAIRS AS NEEDED TO ENSURE DEVICES ARE FUNCTIONING AS INTENDED.
5. REMOVE SEDIMENT DEPOSITS FROM SILT FENCE AND STONE OUTLETS WHEN DEPOSITS REACH
HALF CAPACITY, REPAIR ANY BREAKS IMMEDIATELY.
6. REPLACE GRAVEL CONSTRUCTION ENTRANCE AS NECESSARY.
7. CONTRACTOR WILL BE FINANCIALLY RESPONSIBLE FOR ANY AND ALL FINES LEVIED DUE TO
NOT MAINTAINING PROPER EROSION CONTROL MEASURES AT ALL TIMES.
\ /� \ \ \ \ . '� '� s \' \� / ♦♦ / �� 32i �N' - STABILIZATION TIMEFRAMES
IPA
INV.-.2-4" RCP / SITE AREA DESCRIPTION STABILIZATION TIMEFRAME EXCEPTIONS
IPA
/� / 10 EMERGENCY SPILLWAY PERIMETER DIKES, SWALES, DITCHES, 7 DAYS NONE
` / I \ \ \ � � lrlw 15�99 � --� �/ � / �✓/ / / / � SLOPES
N ELEV. = 557.00 LINED WITH C-o CLASS A RIPRAP �
HIGH QUAILTY WATER (HQW) ZONES 7 DAYS NONE
/ / / / IF SLOPES ARE 10' OR LESS IN
� - / i 3 La x 4 W OUTLET / / / / / \
PROTECTION SEE / / / / SLOPES STEEPER THAN 3:1 7 DAYS LENGTH AND ARE NOT STEEPER
/ \ // / \ BEFORE YOU DIG! THAN 2:1, 14 DAYS AREA ALLOWED.
's� DET. 4/C903 � / /
\ / / ?� / / / \ 7 DAYSTFOR HAN LOLENG GREATER
s� _ / / SLOPES 3:1 OR FLATTER 14 DAYS
CATCH BASIN \ 1aR�P '� ��� � � N j � i � / / \ ALL - - -
RIM=560.57'
INV IN=556.64' \ ' ���'' N . C . ONE -CALL CENTER ALL OTHER AREAS WITH SLOPES NONE, EXCEPT FOR PERIMETERS
INV OUT=556.22' \-' / � 1 / / / / [AUTHORITY
OORDINATE WITH NCDOT AND/OR LOCAL TRANSPORTATION � 14 DAYS
z FLATTER THAN 4:1 AND HQW ZONES
_ AND FOLLOW TRAFFIC MANAGEMENT PLAN FOR i/LL WORK WITHIN AND ADJACENT TO PUBLIC RIGHT OF WAY. ITS THE LAW!
_��/ / /^PQ� SEE SHEET C001 FOR COMPLETE NDPES PERMIT INFORMATION
11
\ H CARO'%'�
pQ'''
REVIEW
035736 =
S
C. cilro
///j/1IIIIk\\\\\
08/24/2020
.REC:Pq.
pO
NCBELS#C-3448?
-,L0. ......••���P:
�'•. CARO
W
z
W
M
U C-0
Z N
Z �
LU W
0 O.
w 0
C!)
PHASE 3 ESC PLAN
PREPARED FOR:
TERAMORE DEVELOPMENT, LLC
PO BOX 6460
THOMASVILLE, GA 31758
DATE: REVISIONS:
SHEET SIZE:
24"x36"
DATE:
06/15/2020
PROJECT NUMBER:
3160632019
DRAWN BY:
J.EDWARDS
APPROVED BY:
J.CHURCH
SCALE:
1" = 20' (H)
(V)
20 10 0 20 40 SHEET:
C302
r
LU
W
J
2i
0
Q
Q
0
W
LINN..I
L.I.
m
C�
z
a_
J
U
U�
0
z
0
© COPYRIGHT 2020 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE -USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE

1.GE NOTES
ACTOR IS TO VERIFY ALL UTILITY LOCATIONS PRIOR TO BEGINNING WORK. �oN� PFv v WESTSIDE STORAGE, LLC
7 2. ALL WORK IS TO BE IN ACCORDANCE WITH ALL STATE AND LOCAL REGULATIONS. D.B. 945, PG. 2303
3. ALL PERMITS ARE TO BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION. LOTS 21 thru 24- P.B. 03, PG. 53
4. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH ALL PERMIT CONDITIONS. TAX PARCEL#133468
5. EXISTING
UTILITIES
H RELOCATION.
SITE HALL BE RELOCATED AS REQUIRED. CONTRACTOR SHALL PAY ALL COSTS
ASSOCIATED WITH
\ ..�•
6 CONTRACTORS
FULLY
WHICH SWILLs EITUIREL WITHIN THE CITY AND STATE ROW AND RELOCATION ALL COSTS ASSOCIATED WITH UTILITIES E\ ` �•••
Q
RELOCATION SHALL BE INCLUDED IN THE BASE BID. \ ��
7. ALL WORK PERFORMED WITHIN NCDOT ROW SHALL BE PER NCDOT SPECS AND SHALL BE INSPECTED FOR
COMPLIANCE BY STATE INSPECTORS AT THEIR DISCRETION.
SILT FENCE SEE
DET. 2/C903
LIMITS OF DISTURBANCE \ \ �� ` \ ` `\ \ 81" REBAR
8" REBAR SET I �' ` \ \ \ SET
1.91± ACRES \ \ .yam \ `\ `\ \ `\ \ \
N.C. GRID
83 (2011) N
` N=993,536.98'
` E=1,766,028.32' ` \� �\ \ .\• \ \ \ \ \ \
\ I \••IAA \•. \ 1 Ica
I I / RETAI G WALL - 1 TO BE
I / DEED BY OTHERS. \ ♦ \ \ \ �C
♦ \ \ \ \ \
SAFE��I'' FENCE ALONG,
EXTENTSgEE DET. 6/C901 ,� \` \ ♦ \ ��', \ \ \ �/ 56l \
ANY OFF -SITE BORROW AND WASTE REQUIRED FOR THIS
PROJECT MUST COME FROM A SITE WITH AN APPROVED
EROSION CONTROL PLAN, A SITE REGULATED UNDER THE
MINING ACT OF 1971, OR A LANDFILL REGULATED BY THE
DIVISION OF SOLID WASTE MANAGEMENT. TRASH/DEBRIS
FROM DEMOLITION ACTIVITIES OR GENERATED BY ANY
ACTIVITIES ON SITE MUST BE DISPOSED OF AT A FACILITY
REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT
OR PER DIVISION OF SOLID WASTE MANAGEMENT OR DIVISION
OF WATER RESOURCES RULES AND REGULATIONS.
LEGEND
- -
PROPERTY LINE
too
EXISTING CONTOURS
PROPOSED CONTOURS
BUILDING SETBACK
- - - - - -
- - - LANDSCAPE BUFFER
EX. OVERHEAD ELECTRIC
P
EX. SANITARY SEWER
SS
W
EX. WATER
FO
EX. FIBER OPTICS
GAS
EX. NATURAL GAS
STREAM CENTERLINE
-
WETLAND
SILT FENCE
TD --C>- TD - TEMPORARY DIVERSION
-C>- CWD TEMPORARY CLEANWATER DIVERSION
LIMITS OF DISTURBANCE
HARDWARE CLOTH INLET
PROTECTION
SITE
VICINITY MAP (NTS)
JUNCTION BOX- 1 / N61 \ \ \ \ \ \ - EROSION CONTROL CONSTRUCTION SEQUENCE
RIM: 567.00 \ �\ ° : \ \\ \ \ \ 1. OBTAIN NECESSARY PERMITS FROM ALL REGULATORY AUTHORITIES. CONTRACTOR RESPONSIBLE FOR
I 1 I 15 HDPE INV IN: 562.20 \ \\ 56� . \ \ ALL DEMO PERMITS AS WELL AS WASTE OR BORROW SITE SELECTION AND PERMITTING.
I 15" HDPE INV IN: 562.20
\ 0 2. CONTRACTOR SHALL LOCATE ALL UNDERGROUND UTILITIES PRIOR TO ANY EXCAVATION. SOFT DIG ALL
( / 15 HDPE INV OUT: 562.1 6 6" PVC ROOF UTILITIES WITHIN GRADING AREA TO IDENTIFY POTENTIAL CONFLICTS.
t / SEE DET. 3/C90�/� / ci\ s \ \ DRAINS 3. STAKE -OUT ALL EROSION CONTROL MEASURES PRIOR TO CONSTRUCTION.
G
♦� � / ••�• �,° A A: a . W/SPLASHBLOCKS \ < \
4. MAINTAIN NPDES TEMPORARY SEEDING SCHEDULE (SHEET C001) FOR ALL EXPOSED SOILS FOR THE
r _ / 11A ( .*��� Q�?� \. • SEE DET. 8/C901 \ DURATION OF CONSTRUCTION.
o �♦ G / o, \ Q�i" \ YARD INLET-1 \ \\ \\
w �I YARD INLET - 2 5. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE AND TEMPORARY 15 CMP WITH INLET &
1 .° ,. .. Qom\ \ RIM: 565.50 \ \ \
I I .�� G�N� / �•. ,� ''` \ 15" HDPE INV OUT: 562.50 \ \ \ RIM : 565.50 OUTLET PROTECTION TO PROVIDE ACCESS FROM NC HWY 135.
I \ r, \ W -•� 1 �' `SEE DET. 5/C902 DOLLAR GENERAL > \ \ 15" HDPE INV OUT: 562.50 6. INSTALL TEMPORARY MUD MAT OVER JURISDICTIONAL CHANNEL TO PROVIDE WORKING PATH BETWEEN
0_ ■ �■ �I■ ■ ■ ■ ■ ■ ■ / ( \ \ \ \ -• . \a�. ' \ SEE DET. 5/C902 EASTERN AND WESTERN PORTIONS OF SITE. DO NOT CROSS CHANNEL AT ANY LOCATION OTHER THAN
57
-p C �� 9,100 SQ. FT. \ \
W/,�,\ `\\ 7,302 SQ.FT. RETAIL SPACE \ \ \ \ MUD MAT CROSSING PRIOR TO INSTALLING PIPE 1.
F.F.E. - 567.75 \ s WESTSIDE STORAGE, LLC 7. INSTALL CLEAN WATER DIVERSIONS.
567 t a "'Q�P� ;� " \ \ \ D.B. 945, PG. 2303 8. INSTALL SILT FENCE AND STONE OUTLET(S) AT INDICATED AREAS.
LOTS 21thfu24-P.B.03,PG. 53 9. INSTALL SKIMMER BASIN WITH FAIRCLOTH SKIMMER. DO NOT DISTURB WETLAND WITH FAIRCLOTH
TAX PARCEL #133468
I a" RE / J "' \ s \ \ \ \\ \ \ \ i SKIMMER OUTLET PIPE. SKIMMER BASIN TO REMAIN IN PLACE UNTIL ALL AREAS HAVE BEEN ADEQUATELY
-N D 83 (2011\ I .•. Ir / a' \ , e. \ \ °. STABILIZED AND APPROVAL TO REMOVE MEASURE HAS BEEN RECEIVED BY NCDEQ AND THE CITY OF
_ I \-993,39 t CURB INLET 1 /• \ \ \ \ \ \ \ \ \ .
I r E=1,76X78.64' RIM: 565.50 \ \ \ \ 1 °
EDEN.
15" HDPE INV OUT: 562.50 10. INSTALL TEMPORARY DIVERSIONS TO CONVEY RUNOFF TO SKIMMER BASIN. MODIFY TEMPORARY
I \ / SEE DET. 4/C902 OUTLET PROTECTION a \ ` \ ° \ DIVERSIONS AS NEEDED DURING GRADING OPERATIONS TO ENSURE CONSTRUCTION RUNOFF IS
(SEE TABLE FOR SIZE) \\ `\ `\ \ S6] DIRECTED TO SKIMMER BASIN WITH POSITIVE DRAINAGE. MAJORITY OF RUNOFF WILL BE DIRECTED TO
SEE DET. 4/C903 . _ WESTERN INLET OF BASIN DURING INITIAL GRADING. INSPECT DAILY AND REMOVE SEDIMENT AS NEEDED.
11. REMOVE EXISTING VEGETATION WITHIN GRADING LIMITS AND DISPOSE AT AN APPROVED SITE.
12. COMPLETE PARTIAL SITE GRADING LOCATED EAST AND WEST OF THE UNNAMED TRIBUTARY AND
DEPICTED IN THE PHASE 1 GRADING PLAN. DO NOT DISTURB THE UNNAMED TRIBUTARY DURING THESE
GRADING OPERATIONS.
f \ Q 13. AS PARTIAL GRADING AREAS REACH SUBGRADE ELEVATIONS INSTALL STONE BASE TO PROTECT
(7 EXPOSED SOILS.
�/ / �' •' I j ` < .' `S\ \ i 14. REMOVE TEMPORARY MUD MAT CROSSING TO INSTALL PIPE-1 WITH RETAINING WALL-1 AND RETAINING
WALL-2. INSTALLATION MUST UTILIZE A PUMP AROUND TO WORK IN DRY CONDITIONS. EACH DAY'S WORK
I I / �♦ i I I . \ \ \ \ \ MUST BE LIMITED TO THE AMOUNT OF DISTURBANCE THAT CAN BE STABILIZED BEFORE THE WORK DAY
566 _ ENDS. PARTIAL PIPE AND WALL CONSTRUCTION MUST BE LEFT IN A STABLE STATE AT THE END OF EACH
\ �� II I ��• \ \ \ \ \\ \ - DAY. ANY RUNOFF COLLECTED BEHIND WALL INSTALLATION MUST BE DEWATERED INTO THE SKIMMER
I y♦♦ \ I \ / X \ \ , ` / BASIN THROUGH AN EFFLUENT BAG.
( ' �• / INV. 15" RCP TEMPORARY EXCLUSION / �\ / ,✓ ^� \ i 15. INSTALL PIPE NETWORK WITH INLET AND OUTLET PROTECTION. PIPE NETWORK MUST DISCHARGE TO
� ^ '� / ,�,
=563.39' \ I rn� ,� FENCE SEE DET. 6/C902 I S66 \ \ \ �, \ t / sm SKIMMER BASIN DURING CONSTRUCTION ACTIVITIES.
RETAINING WALL - 2 TO BE �'� '�' \ I 1� ( \ \ \ �� 16. INSTALL ALL UNDERGROUND UTILITIES. ANY RUNOFF COLLECTED IN UTILITY TRENCHES MUST BE
DESIGNED BY OTHERS. I / '!' I 1 \ \ h / \ -o DEWATERED TO THE SKIMMER BASIN THROUGH AN EFFLUENT BAG.
TI-��� 1 I a SAFETY FENCE ALONG / "'1 \ '�' I ( 1 : \ 66 \ \ \ / �/ 17. STABILIZE ALL EXPOSED SOILS WITH SEEDING OR PERMANENT LANDSCAPING.
�`� EXTENTS SEE DET. 7/C901 �, \ 5 2" PIPE FOUND THE
INV. 15" RCP \ / I I I / / • �� -� iESC�15 6V FER %\ \ \ OUTLET PROTECTION \ / N.C. 3,28 25 D 83 (2011) 18' AFTER SITE
ETEACONVERS ON TO PERMANENT SAND FL TDER OF EDEN,
REMOVE
I t �=562.49'
( Y A •RPR`! ) 1) (SEE TABLE FOR SIZE) / \
O I I /* / r,1 ,� I p` \ CURB INLET - 2 SEE DET. 4/C903 E=1,766,463.03' CONTROL AND COMPLETE FINE GRADING. DO NOT ALLOW DISCHARGE INTO SAND FILTER UNTIL SITE IS
/ +� W ` RIM : 564.50 \ COMPLETELY STABILIZED.
/J� I I I I �'L ` 15" HDPE INV IN : 561.38 \ I 19. INSTALL REMAINING PERMANENT LANDSCAPING.
\
I* \ n`• \ 15" HDPE INV OUT: 561.28 20. REMOVE REMAINING EROSION CONTROL MEASURES AFTER RELEASE BY PERMITTING AUTHORITIES.
I ,r I �I I s \ \ SEE DET. 4/C902 / I /
\ I \ 0 \ / MAINTENANCE PLAN
1. EROSION CONTROL MEASURES SHALL BE INSTALLED PRIOR TO ANY EXISTING BUILDING DEMOLITION.
Ai
0 2 I \� / I I �'•\ > 65 ' / J \- / 2. CONTRACTOR IS RESPONSIBLE FOR ALL EROSION AND SEDIMENTATION CONTROL REQUIREMENTS AND
SHALL COMPLY WITH THE LATEST EDITION OF THE NORTH CAROLINA EROSION AND SEDIMENTATION
`\ CONTROL MANUAL.
` 3. PER NPDES REQUIREMENTS, CHECK ALL EROSION AND SEDIMENTATION CONTROL DEVICES AND
m /'�' '�' '�'/ '�'� "' ` '�' '�'\ \ { 562 _ STORMWATER RUNOFF DISCHARGES FROM EACH OUTFACE SHOULD BE INSPECTED EVERY SEVEN DAYS
AND WITHIN 24 HOURS AFTER ANY STORM EVENT. A RAINFALL GAUGE SHALL BE KEPT ON SITE, AND A
�WETLND �\ ' � . ' RECORD OF RAINFALL AMOUNTS AND DATES MUST BE RECORDED AND KEPT ON SITE. RECORDS OF
\ *REA � �• +�/ \ WI � � \ \ �, "� ;:. ' .. n / INSPECTIONS OF DEVICES AND OUTFACES SHOULD BE KEPT AND VISIBLE SEDIMENTATION OUTSIDE THE
*0.27 AWES r. ) � � ,� \ r, / :.. SA D FILTER .<,':'. '
\ 3�' DISTURBED LIMITS SHOULD BE NOTED. ANY ACTIONS TO CONTROL FUTURE RELEASES AND CLEANUP OF
•. � fir. r. r. r. r. ..SEE DET. 1/C902...'...:�',.�'.•;.;:'.'.
: ....
I I\ X. \,I I 1 W I \ co ED i SEDIMENT MUST BE RECORDED. A SAMPLE LOG FOR RECORD KEEPING IS AVAILABLE FROM NCDEQ
Cp \ I I I I ) /�TS UNIT.
RAPI( I 1� � \\ \ %: T i ��s� 4. CHECK ALDIVISION L FEROSIOWATERN�CONTROL DEVICES WEEKUALITY, STORMWATER LY AND AFTERR AICH RUNOFF PRODUCING STORM EVENT
s �O I \\ \ I \ r, r.� r, r, r./ / / \ i i AND MAKE ANY NECESSARY REPAIRS AS NEEDED TO ENSURE DEVICES ARE FUNCTIONING AS INTENDED.
i\ G i
\ \ I r. */ r. r. * / * i i i --' 5. REMOVE SEDIMENT DEPOSITS FROM SILT FENCE AND STONE OUTLETS WHEN DEPOSITS REACH
1 \ t OUTLET PROTECTION ♦� i
t* 4'�' (SEE TABLE FOR SIZE) HALF CAPACITY, REPAIR ANY BREAKS IMMEDIATELY.
S \ I �' �'I r' r' r' r' \r' SEE DET. 4/C903 \ ` ., P -' / 51 6. REPLACE GRAVEL CONSTRUCTION ENTRANCE AS NECESSARY.
tl` 7. CONTRACTOR WILL BE FINANCIALLY RESPONSIBLE FOR ANY AND ALL FINES LEVIED DUE TO
'
IPA \ . 1 ♦♦� / 801383,1Og'66yPG ``QQ��G� NOT MAINTAINING PROPER EROSION CONTROL MEASURES AT ALL TIMES.
0.
IPA
6pG 4/�/FIB,\ 560 ♦♦ / J� 10' EMERGENCY /'�s• �' �' '
(c/Tk"O'ba 9sFNT� \ �♦ J SPILLWAY ELEV. = 561.00IPA
a,`O \ \\ \ \ \ �`'� +r r• r• /• F�FNI� AG 4�6 ♦� / SEE DET. 4/C904 _ -
�\ /� \ \ \ \ ` •.'� '� s �'�' r►� / �32/� N STABILIZATION TIMEFRAMES
IPA
NV.-.2,4 ���'� �j/ �' OUTLET STRUCTURE �' ' SITE AREA DESCRIPTION STABILIZATION TIMEFRAME EXCEPTIONS
t53.24 S / RIM: 560.75
IPA\ \ \ \\ \ 18" HDPE INV OUT: 556.50
� PERIMETER DIKES, SWALES, DITCHES,
\ \ \ \� \ 18 j i SEE DET. 2/C902 ' SLOPES 7 DAYS NONE
IPA \A \ --'//� / OUTLET PROTECTION `�� /
SIZE TABLE FOR SEE ''
� ( ) � � � � � O� HIGH QUAILTY WATER (HQW) ZONES 7 DAYS NONE
i SEE DET. 4/C903 /
IF SLOPES ARE 10' OR LESS IN
/ SLOPES STEEPER THAN 3:1 7 DAYS LENGTH AND ARE NOT STEEPER
\ ' THAN 2:1, 14 DAYS AREA ALLOWED.
N� �S\ , , \ BEFORE YOU DIG!
CATCH BASIN \ �a RCP ' \ ��/ N j i ' ' , / /' \\ CALL 1-800-632-4949 SLOPES 3:1 OR FLATTER 14 DAYS 7 DAYSTHAN 50FOR 0 ENGTHPES EATER
IN RIM=560.57' s� /'
INV OUT=556.22' fi / N.C. ONE -CALL CENTER � ALL OTHER AREAS WITH SLOPES 1 A nAVQ NONE, EXCEPT FOR PERIMETERS
i / rnnRnlnlnTF tnnTN nlr.nnT nnlnmR I nrnl TRnnISPnRTnTlnnl20 10 0 20
11
\ H CARD'%'�
o
''oF�ss�oti'•�y
REVIEW
035736 =
%vGs;•�'�GINE���G �.
08/24/2020
BREC: Pq.
NCBELS#C-3448?
0.
�'•. CARO
W
ti
z
�
U
W
z
,
�
z
w
w
�
�
w
O
11­­
J
FINAL PHASE ESC PLAN
PREPARED FOR:
TERAMORE DEVELOPMENT, LLC
PO BOX 6460
THOMASVILLE, GA 31758
DATE: REVISIONS:
SHEET SIZE:
24"x36"
DATE:
06/15/2020
PROJECT NUMBER:
3160632019
DRAWN BY:
J.EDWARDS
APPROVED BY:
J.CHURCH
SCALE:
1" = 20' (H)
(V)
40 SHEET:
C303
© COPYRIGHT 2020 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE -USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE

/e
�e
/
/
REBAR SET
N.C. GRID-NAD 83 (2011)
N=993,536.98'
E=1,766,028.32'
LEGEND
\
PROPERTY LINE
loo EXISTING CONTOURS
I ;�•\ \\ \\ \\ \\ \\ a"REBAR goo PROPOSED CONTOURS
SET - BUILDING SETBACK
- - - - - - - - - LANDSCAPE BUFFER
P EX. OVERHEAD ELECTRIC
1 •\I� �.\\ \1 \ \ \ \ \ \ \ \ \ \ \ \ sus SS EX. SANITARY SEWER
EX. WATER
� s FO EX. FIBER OPTICS
GAS EX. NATURAL GAS
/ STREAM CENTERLINE
'r \ '�\ \ \ \ \ \\ \\ 6' WOOD FENCE \ \�\ WETLAND
I Z / RETAINING WALL - 1 TO BE '\ \ \ \ SEE DET. 6/C901
T. DESIGNED
9I GNED BY OTHERS
SITE
VICINITY MAP (NTS)
SAFETY FENCE ALONG \ / \ \ �. \ \ \ \ TILITY
OLE
\ EXTENTS SEE DET. 6/C901 • \ ��' \ /\ / � \ \
\ 6
\ ` \
_ I �.55 �. o\ \s\ \ \ \ \ UTILITY
POLE
\ N
\� 1\roI / \a, \ e.. \\ \ \\
L \ N % O
� o I I / _�.\\ \\ \ \\\ \ GENERAL NOTES
DOLLAR GENERAL >
I m �, EXISTING SEWER \ \ °. e �. 1. CONTRACTOR IS TO VERIFY ALL UTILITY LOCATIONS PRIOR TO BEGINNING WORK.
570- � \ � I m � � w r, -y, �, \ r, •r, \ ':. \. \ \ 9,100 SQ.FT. \ \
MANHOLE TO BE RAISED \ \ 2. ALL WORK IS TO BE IN ACCORDANCE WITH ALL STATE AND LOCAL REGULATIONS.
\ N m I ( \ \ \ \ 7,302 SQ.FT. RETAIL SPACE \ e -
' TO RIM ELEV. = 567.00 / '� '� \ r' 1 °1. .' \ �\ SAT. IS WESTSIDE STORAGE, LLC 3. ALL PERMITS ARE TO BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION.
SEE DET. 7/C902 F.F.E. = 567.75 \ i. a s .
.0 ILITY \ � 567 t � �• �• y� � \ \ \ \ \ � � � \ \ e D.B. 945, PG. 2303 4. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH ALL PERMIT CONDITIONS.
c N� E `' SAT. DISH e \°\ _ LOTS 21 thru 24- P.B. 03, PG. 53 5. EXISTING UTILITIES ON SITE SHALL BE RELOCATED AS REQUIRED. CONTRACTOR SHALL PAY ALL COSTS
TAX PARCEL #133468 ASSOCIATED WITH RELOCATION.
( )/ +r l� \ A\ " \ . ITY \. °. 6. CONTRACTORS ARE TO FULLY ACQUAINT THEMSELVES WITH ALL UTILITIES WITHIN THE CITY AND STATE ROW AND
E-1937864' / / /=,39/ \\ 1 'FOIE WITHIN THE PROPERTY BOUNDARIES WHICH WILL REQUIRE RELOCATION. ALL COSTS ASSOCIATED WITH
4" SCH 40 PVC \ \ s . \ RELOCATION SHALL BE INCLUDED IN THE BASE BID.
�� \ / ` / / �, \r, \ / • . a \ \ SEWER INV. = 564.75 . " :. ; \ _ / \ 7. ALL WORK PERFORMED WITHIN NCDOT ROW SHALL BE PER NCDOT SPECS AND SHALL BE INSPECTED FOR
\ ` \ \' COMPLIANCE BY STATE INSPECTORS AT THEIR DISCRETION.
N \ MANHOLE
\
RI5.94' 5\ .• 1 � I
\� ON -SITE UTILITY NOTES
IN�IN�60.341. FOR GENERAL SITE WORK, SEE SHEET C100.
u�v
2. ALL WATER DISTRIBUTION PIPE SHALL BE DUCTILE IRON WATER PIPE CONFORMING TO ALL STATE AND LOCAL
/), STANDARDS.
I INN / / \ / < 1 r% \ \ 1P�G \ 56 \ \ 3. ALL DUCTILE IRON PIPE SHALL BE PRESSURE CLASS 50 OR GREATER.
4. ALL SANITARY SEWER PIPE SHALL BE SDR 35 PVC PIPE FOR GRAVITY FLOW AND SCH 40 FOR PRESSURED FLOW
(BEDDED IN STONE) CONFORMING TO ALL STATE AND LOCAL STANDARDS.
5. FITTINGS 4" AND LARGER SHALL BE DUCTILE IRON (PUSH -ON TYPE JOINT) CONFORMING TO ANSI AND AWWA
o \� \ \ GAS �^ \ / STANDARD SPECIFICATIONS.
\ \ \\ MTR. 566 6. PIPE AND FITTINGS 3" AND SMALLER ARE TO BE EITHER PVC SCHEDULE 40 WITH SOLVENT WELD JOINTS OR SOFT
° a \ �✓ \ I N q PEDF \ �' •\ \� \ \ \ \ \ \ K-COPPER. GATE VALVES SHALL BE TELESCOPE TYPES. ALL VALVES MUST BE MUELLER, M&H OR KENNEDY AND BE
EXISTING \ N / \ RATED 175 PSI WORKING PRESSURE AND 300 PSI HYDROSTATIC TEST PRESSURE. ALL VALVES WILL BE OPEN LEFT
WELL TO BE \ \ \ FAN- / AND BE CAST OR DUCTILE IRON BODIED.
/F TIL V I / \ / I �I \ / \ ABANDONED \ NN / 7. ALL WATER MAINS SHALL HAVE A MINIMUM COVER OF 3' ABOVE THE TOP OF THE PIPE.
\ ° �% ° P N \ °I / NN / / \� RETAINING WALL - 2 TO BE �'� '�' \ 1 C\ `\ CLEANOUT (TYP. \ \\ �� \ / s / 8. THE MINIMUM HORIZONTAL SEPARATION BETWEEN THE CLOSEST TWO POINTS OF THE WATER AND SEWER LINE IS
�j P / I \ I \ DESIGNED BY OTHERS. I �'�' / 'r \ \ \ \ c� Wr / \ �° TEN FEET (10'). THE MINIMUM VERTICAL SEPARATION BETWEEN THE CLOSEST TWO POINTS OF THE WATER AND
\ \ v AT ALL BENDS) MTR. SEWER LINE IS EIGHTEEN INCHES (18").
/\o� N SAFETY FEN
5F SEE DET. 3/C904
CE ALONG \ \ i N
\� N 2" PIPE FOUND
"� �' '� \ \ 9. THRUST BLOCKS SHALL BE PROVIDED AT ALL BENDS.
EXTENTS SEE DET. 7/C901
/ ' (, / \ W ;\ \ \ \ \ N N.C. GRID-NAD 83 (2011) N=993,284.25' 10. DIMENSIONS SHOWN ARE CENTERLINE OF PIPE OR FITTINGS.
� � %) \ \ \ � N �
q G �coh E=1,766,463.03' 11. ALL SPRINKLER, DOMESTIC, AND SANITARY LEADS TO THE BUILDING SHALL END 5 FROM THE EDGE OF BUILDING AS
N \ y \ I I� I 1\N \` 06 J I ,�,� ,�, l \ \ \ N \ A SHOWN ON PLAN AND SHALL BE PROVIDED WITH A TEMPORARY PLUG AT END (FOR OTHERS TO REMOVE AND
/ / I I \ \ \ / 4 EXTEND AS NECESSARY).
/ \ \ ` 7� \ \� / // b.+• I I \ \ \ / / N \ \� I / 4 / 12. ALL WATER MAINS SHALL BE HYDROSTATICALLY TESTED AND DISINFECTED BEFORE ACCEPTANCE. SEE SITE
\ ` \ \ h��� \ IM• r r // �.! / I I �I I / \ \l i� \ / / / ° / /: WORK SPECIFICATIONS.
13. ALL GATE VALVES/BOXES SHALL BE TO TOWN/CITY STANDARDS.
14. ALL TRENCHING PIPE LAYING, AND BACKFILLING SHALL BE IN ACCORDANCE WITH FEDERAL OSHA REGULATIONS.
�/ \ \/ 2 O I I 11 \ I\•. � / 'Y Y I FYI Y \I • \ /I � \ / L N- I / � /
/ \ �, / / / G 4 _ �� 15. SEE SITE SPECIFICATIONS FOR BACKFILLING AND COMPACTION REQUIREMENTS.
A 16. SITE CONTRACTOR SHALL HAVE APPROVAL OF ALL GOVERNING AGENCIES HAVING JURISDICTION OVER THIS
\N16 SYSTEM PRIOR TO COMPLETION.
o ?. \ o I r• ye r• r r r r I r r \ i
- r \ o / �\ Q \ / 17. INSTALLATION OF THIS PLAN SHALL BE DONE IN STRICT ACCORDANCE WITH SITE WORK SPECIFICATIONS.
� � W � � o � _ '. � _// � � � __-562--�
N /� �/ �' +� ` W �\ \ v �v ur 562/ 18. SEE ELECTRICAL PLAN FOR SITE LIGHTING LAYOUT.
• v / 19. SEEM' SHEETS FOR CONTINUATION OF FACILITIES INTO AND OUT OF THE BUILDING.
/ o �\ I N 1 1� 1 1\ "' "'/ �'` \ "' "' I WETLAND �\ ' \� � .' ' " ol
20. CONTRACTOR IS RESPONSIBLE FOR COORDINATION WITH LOCAL POWER PROVIDER FOR THE LOCATION OF THE
AREATRANSFORMER AND ANY NECESSARY CONDUITS.
r r, r, 0.27ACRES .•. ) �. I ,� I W / ; , .' / N /
N / 21. CONTRACTOR IS RESPONSIBLE FOR COORDINATION WITH LOCAL TELECOMMUNICATION PROVIDER THE LOCATION
- / � / \ GPs' OF ANY PEDESTALS AND NECESSARY CONDUITS.
5
rn CO ED P
1 G
o I T
' \ \ .•r \ Y /* /* I I w /*
1 \°\ \ \. I \ !\ SEWER MANHOLE •Y Y I \ NN 4 // �% / /�N / / Ps//ss�ss j /
\ \ / / 1 \ \ \ \ I N r,•, RIM=556.57' I \ \ I / / i -TN'
\ �i INV IN=551.47'ss
1 \ �S> \ ° I `•� \�r r• \ I f oP.% / GP ass e MTR.
/ \ \ \ 'N I I,NV OUT=551.37 \
4 / N� 51 / 5
N � 55 / GP ,Ss j / UTILITY
\ \ e / / ALL EXISTING UTILITY POLE /
✓ / IPA \ v\ \ \ •Y\N \� 4 / lo• GPS
` IRRIGATION TO BE 10 / I ��� /� / 83• / / GPS/ SERVICE CONNECTIONS /
`\ \ N \ \\ \\\° �'�" \ ' \DESIGNED BY OTHERS II 1 e / 4 X / QRo�Ec� 60` �\ / / GPS/ SS/SSA TO BE ABANDONED
\ \\ ss A I / FIRE I / 0� ` 1 e /
NA \ \ \ -� � ss`` � � p 520- \ � l• HYD I 1�" /NcoR `ZZ c / S/ /� /REMOVED PER UTILITY
\C9N \ \ \ •\ G,6lA��/�/ •\ 560 / \/c°� // \/N /N // .- / yN GPS/GPS /c�NP / / PROVIDER STANDARDS
48 ,6FFM / ° N'�' \ GPS 55 a'p /
�c/Ty 8 3 FNr ��i / /
9 55 e /
Nl. (p' y \ \ \ \ \ ..\� S ��rSF�.F �FFpF \s AG \\ / �23\ N / } GPS/ 55 / 4
\ \ \ \ e o \ s\�7�F N� is 406 \ \ ` ���' �"o /� I ���;``
Nam\ / \ \ \ \ \\ Fp \�•• \� �S �•\ \ / / /�� / \ /GPS 5/55/ .��.y 5 P
\ \ NUy\ �� F•o�• \ \ '•s3•\, / \�9 / / \ b' /GPS ss
/
ANCHOR CLEAN-
j OUT /
/ \ \ UIT�� 4 \ J p /� \ UTILIT 'O
°
` / \ �\ EXISTING FIRE
N\
IPA v POLE\ '1` \// 0/ / / NN / HYDRANT �55/ UTILITY
ANHOLE \ ^°s lNr // TELE POLE / \
WrR �/ RIM=556.48' / 1" RPZ (DOMESTIC) WITH / FED. / N
/ � N
11
\���111111/��77
\ H CARD'%'�
\� pQ'••�•Essi� <i
REVIEW
035736
%vGs;•�'�GINE���G �.
/////I111111•\\\\\
08/24/2020
BREC, Pq.
p0
NCBELS#C-3448?
�'•. CARD %%
W
ti
z
�
U
W
z
�,
�
z
w
w
�
�
w
O
�
J
UTILITY PLAN
PREPARED FOR:
TERAMORE DEVELOPMENT, LLC
PO BOX 6460
THOMASVILLE, GA 31758
DATE: REVISIONS:
\ \ / INV IN=550.98 \
I Na VLV. �Q I uTPo- \ - J/ / / \ INV OUT=550.78' HEATED ENCLOSURE, \
d e -' / I NN / / GPS/ 1" WATER METER COORD. NN SHEET SIZE:
CONNECT TO EXISTING SEWER % G WITH PROVIDER SEWER MANHOLE \ 24"x36"
aIlk e RIM=561.49'
/ c9N / MANHOLE INV. = 551.00 3 / \ DATE:
s� a RPZ (IRRIGATION) WITH INV IN=553.09'
I�� e / �� w I N\ COORDINATE WITH PROVIDER / j ; HEATED ENCLOSURE \ INV OUT=552.99 06/15/2020
WTR. tv I / \
VT vI LIGHTED GPS/ `MTR. e /55/ PROJECT NUMBER:
PYLON SIGN /�- %ss/��"�� / \ 3160632019
"I/ / / s5 a / \ DRAWN BY:
d LOCAL UTILITY COMPANIES J.EDWARDS
P / �v VR. C9N I \/ •� / I GP5/ / � / / / 55/ \
POLE UTILITY a \ 4 / ���' GRo�No1 /.� \\ .�- .56 I/ s"�/ SS/ , oPoP UTILITY COMPANY NAME PHONE APPROVED BY:
Gl / ///\ i \ J.CHURCH
40�S WATER TOWN OF EDEN [phone]
MAG NAIL SETc'
N.C. GRID-NAD 83 (2011) \6 GP5 j=. i/ / �/ \ WATER DAN RIVER WATER, INC [phone] SCALE:
66 N=993,160.01'
E=1,766162.4j� POWER DUKE ENERGY [phone] 1" = 20' (H)
drluTY
P L �\ / RIM SEWER \ TELEPHONE CENTURYLINK [phone] (V)
1.5" PIPE INV IN=550.46' \ TELEPHONE TIME WARNER ( 800) 778-9140
FOUND INV OUT=550.36 \ COORDINATE WITH NCDOT AND/OR LOCAL TRANSPORTATION 20 10 0 20 40 SHEET:
4 \ AUTHORITY AND FOLLOW TRAFFIC MANAGEMENT PLAN FOR NATURAL GAS PIEDMONT NATURAL GAS COMPANY [phone]
\// / \ ALL WORK WITHIN AND ADJACENT TO PUBLIC RIGHT OF WAY. SANITARY SEWER TOWN OF EDEN [phone] " o0
r
cw
Ll
Ll
2i
0
Lu
Q
0
W
W
Lu
U)
z
a_
J
V )
IIII-
z
0
© COPYRIGHT 2020 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE -USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE

/
/
/
/
/
e REBAR SET
N.C. GRID-NAD 83 (2011)
` N=993,536.98'
E=1,766,028.32'
0
(1A
m
0
0
ki
k1
ki
..1 1
1 �1 8" REBAR
SET
F
• v o
6' WOOD rt
�,�!
NCE
RETAINING WALL - 1 TO BE / w vvv v
SEE DET. 6/C901
DESIGNED BY OTHERS. \1/
SAFETY FENCE ALONG,
EXTENTS SEE DET. 6/C901 \
v v v�
••� �1/ �1/ �1/ �1/ �1/ �1/ / y y y y y y y y v v v
••�'•, \ / �� w w y w w w w w w
v v v v v
'•\ \ NT NL
v v v v v
vvv ` f i\ � '.\ ` f ' ���PNN�NCj aN � �Y ° °..�Y y .b y .b y .b y .b y .b y .b 1• w .b .b v v v v�
� •\ � ���F�Rw y .. . ° s y y y y y vvv
v v v v
44. VVVVNV
A: ° w w v v v 1 v
° a .° ° . ° . ° . y y y v v v v
v v v v
`.,� °
.1/ \1/ w w w w \ r• r• r• r: - ir- . _ • ' :..A ° .: �. DOLLAR GENERAL y y �v v v
9,100 SQ. FT.
w SOD y W W + +' +' °s. ° 7,302 SQ.FT. RETAIL SPACE y y y y
w w •Y r• d• •Y •Y •Y` F.F.E. = 567.75 s y y\
t � ' SOD
a. . : ° .' . ° ° y y N
°
w
y -NAD 83 (2011)
y w
E=1,766,078.64' �" :4 " w
'w w w w
a
w\ w
1 A. °. .
\
w 11 w w `. �r• � �Y �Y �r - .. ° ' 1 w w w Ar y W �Y�.. yc .. �'- ° ° SM-1
A 1
\ w w w w w ° .° e °
o ° s
w
1
w\ w` w w SOD w w w w w �r �r s ... SM - 1
w \ y` w w w w � �Y �Y •
SEED w I I w
�V � \ �• I w
�o
RETAINING WALL - 2 TO BE y y
DESIGNED BY OTHERS.
\o� a SAFETY FENCE ALONG SM 1 w y
EXTENTS SEE DET. 7/C901 !�' +' '! w w y y
��A�2�A
y y
\` �61 j �! w w w SDD y
\\ Ae I'• W ♦ I w w w w w w w w w
�� \ W `•Y \. W ♦ % \ w w w w w w w w w
\ ` � '\ % �, �Y \\\� : ��Y �Y • \ I �Y �Y W d! w w w w w w w W W W 4 y Y
Q \ W W W W
2
2 r. \ \ a•
y •\� •. /• �\ W •\ Y \ Y Y Y Y Y W W V W W W W Y
O S M- 1 y Y Y Y Y W W W W W W W W W y
Y, fg
�� •\..Y .Y ` .Y .4N \ _ .Y .Y .Y ••I .Y �Y .Y •\ �Y �Y �Y Y �Y �Y �Y �, �' �, �' �, �' �, �' � �' �, Y
\ # �� •\ • � � �� �Y �Y �Y �Y �Y �Y �Y '1 �Y �Y �Y �Y �Y Y �Y W W W W W y
W W W W W
'� •\ .Y .Y \ .Y .� .Y ./. .Y w w w w w w w `Y W W W W W W y/
o � WETLAND �
2
W W W W
W w w w w w w w w w w w
w � C \ AREA
.�. .�. .�. 0.27 ACRES
o .� • � � ` \ Pso niD
V p���M
w w w w w w w y G MVO W W V y y y
cS� \ �Y ` �Y �Y �Y �Y �Y �Y �Y ��'• w w w w w w w W Q�V� .. •W ,�. .y W C MPUIFED* w w w
J
T
/ w w w w w W W W W W W W W W W y w w
I � \ ••\
� � � � � � � � � w w w w W W � .� W .., .,.W. • W W W W W w w w W
WESTSIDE STORAGE, LLC
D.B. 945, PG. 2303
LOTS 21 thru 24 - P.B. 03, PG. 53
TAX PARCEL#133468
LEGEND
- -
PROPERTY LINE
loo
EXISTING CONTOURS
goo
PROPOSED CONTOURS
-
- BUILDING SETBACK
- - - - - -
- - - LANDSCAPE BUFFER
P
EX. OVERHEAD ELECTRIC
SS
EX. SANITARY SEWER
W
EX. WATER
FO
EX. FIBER OPTICS
GAS
EX. NATURAL GAS
-
STREAM CENTERLINE
WETLAND
SITE
VICINITY MAP (NTS)
GENERAL NOTES
1. CONTRACTOR IS TO VERIFY ALL UTILITY LOCATIONS PRIOR TO BEGINNING WORK.
2. ALL WORK IS TO BE IN ACCORDANCE WITH ALL STATE AND LOCAL REGULATIONS.
3. ALL PERMITS ARE TO BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION.
4. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH ALL PERMIT CONDITIONS.
5. EXISTING UTILITIES ON SITE SHALL BE RELOCATED AS REQUIRED. CONTRACTOR SHALL PAY ALL COSTS
ASSOCIATED WITH RELOCATION.
6. CONTRACTORS ARE TO FULLY ACQUAINT THEMSELVES WITH ALL UTILITIES WITHIN THE CITY AND STATE ROW AND
WITHIN THE PROPERTY BOUNDARIES WHICH WILL REQUIRE RELOCATION. ALL COSTS ASSOCIATED WITH
RELOCATION SHALL BE INCLUDED IN THE BASE BID.
7. ALL WORK PERFORMED WITHIN NCDOT ROW SHALL BE PER NCDOT SPECS AND SHALL BE INSPECTED FOR
COMPLIANCE BY STATE INSPECTORS AT THEIR DISCRETION.
DOLLAR GENERAL LANDSCAPE NOTES:
A.
GRADING NOTES
1.
CONTRACTOR TO GRADE ALL AREAS SHADED IN THE PLANS INCLUDING R.O.W.
2.
TOP SOIL SHALL BE STRIPPED FROM ALL CUT AND FILL AREAS, STOCKPILED AND REDISTRIBUTED OVER GRADED
AREAS. PROVIDE EROSION AND SEDIMENTATION CONTROLS AROUND STOCKPILES DURING CONSTRUCTION.
3.
TILL SOIL TO A DEPTH OF 4" MINIMUM.
4.
REMOVE ALL ROCKS LARGER THAN 1" MEASURED IN LARGEST DIRECTION.
5.
GRADE ALL AREAS TO MAINTAIN POSITIVE SLOPE AWAY FROM BUILDING.
6.
ALL GRADED AREAS TO RECEIVED SEED OR SOD, TOP SOIL, STRAW AND WATER UNTIL A HEALTHY STAND OF
GRASS IS OBTAINED.
7.
REFER TO GRADING SHEET FOR MAXIMUM SLOPES.
B.
LAWN SEEDING & SODDING NOTES:
1.
ALL LAWNS FROM FACE OF THE BUILDING AND ON THE SIDE WHERE THERE IS PARKING OR A STREET ARE
REQUIRED TO BE FULLY SODDED. ALL OTHER LANDSCAPE ARES TO RECEIVE SEED.
2.
AREAS TO RECEIVE SEED OR SOD SHALL BE CLEAN OF DEBRIS AND FREE OF WEEDS.
3.
SEED MIX TO BE DROUGHT TOLERANCE FESCUE OR REGIONAL SPECIFIC BLEND. 71TO7OF THE SEED MIXTURE TO
BE ANNUAL RYE TO AIDE IN LIMITING EROSION OF PERENNIAL SEEDING DURING GERMINATION.
4.
STRAW SHALL BE THRESHED STRAW OF HAY, OATS, WHEAT, BARLEY OR RYE. SPREAD AT A RATE OF 2-1/2 TONS
PER ACRE. STRAW, NETTING AND OTHER ANTI -EROSION MATERIALS TO BE REMOVED AFTER ESTABLISHED
LAWN.
5.
MAINTENANCE SHALL BE BEGIN IMMEDIATELY AFTER SEEDING. WATER REGULARLY TO KEEP LAWN AREAS MOIST
TO MAXIMIZE GERMINATION AND MAINTAIN OPTIMUM GROWTH AND SURVIVAL TO ACHIEVE AN ACCEPTABLE
STAND OF ESTABLISHED LAWN PRIOR TO THE STORE POSSESSION DATE, FREE OR ERODED OR BARE AREAS.
C.
LANDSCAPE NOTES
1.
ALL SOILS USED FOR PLANTING SHALL CONSIST OF REGIONALLY APPROPRIATE SOILS.
2.
ALL PLANTING BEDS SHALL HAVE A MINIMUM OF 3" DEPTH OF MULCH, WITH EDGING AS REQUIRED.
3.
ALL TREES LOCATED IN SOD AREAS SHALL HAVE A MULCH RING WITH EDGING AS REQUIRED.
2" PIPE FOUND
4.
ALL PLANTINGS SHALL BE THOROUGHLY WATERED BY THE LANDSCAPE CONTRACTOR AT THE TIME OF THE
N.C. GRID-NAD 83 (2011)
PLANTINGS.
N=993,284.25'
5.
PRIOR TO FINAL ACCEPTANCE OF STORE BY DOLLAR GENERAL. THE SITE SHALL BE CLEAN OF ALL DEBRIS AND
E=1,766,463.03'
TRASH, AND MEET ALL REQUIREMENTS OUTLINED IN SECTIONS A-C ABOVE.
6. MAXIMUM SLOPE CUTS SHALL NOT EXCEED 4:1. ALL DISTURBED GRADES GREATER THAN 8:1 SHALL BE
STABILIZED BY SODDING. SODDING PINS ARE TO BE USED ON ALL 4:1 GRADES.
- 7. VEGETATION AT ENTRY SHOULD BE LOW TO ENSURE VISIBILITY OF STORE.
/ 8. IF TREES ARE REQUIRED IN FRONT OF BUILDING, SELECT SMALL LEAFED, NON DENSE SPECIES THAT WILL NOT
INTERFERE WITH THE VISIBILITY OF STORE. THE SPACING SHALL CREATE VISUAL CORRIDORS TO STORE AND
/ PYLON OR MONUMENT SIGN.
D. IRRIGATION NOTES
1. ALL LANDSCAPE AREAS AND LAWNS ADJACENT TO PAVED AREAS AND/OR STREET ARE TO BE FULLY IRRIGATED.
2. IRRIGATION SYSTEM TO INCLUDE ALL SPRAY HEADS, VALVES AND CONTROLLERS. A SEPARATE METER AND
BACKFLOW PREVENTER WILL BE REQUIRED.
3. A SEPARATE METER AND BACKFLOW PREVENTER WILL BE REQUIRED.
4. LOCATE HEADS A MINIMUM OF 2'-0" FROM EDGE OF PAVEMENT/CURB.
5. LOCATE RAINBIRD CONTROL PANEL IN RECEIVING AREA NEXT TO ELECTRICAL PANELS.
\ /c I-
\* •�• •�• •�• �• w y y y W W W W •F •Y •Y w y y /
/
I Y Y Y Y Y Y Y I Y Y y W W W W W W W W W W W W Y `Y Y Y Y ��cCj[ Y Y / / 66y QG•C�s c. � / / /
�� /
\ : ./. ./. ./. �• \ ./. ./. �. I w w w w w w w w w y w w w / c, #. 6 • ` / / /
\ 1 Y Y Y \ Y w w w w w w w w w / O,� QRDsE
c"o �• /•� 1 '
B6�AG �/TYF\�. w w w w w w y/ � / •ls• /�' /
.�. (C/Ty 'QB SFMFiyT� \ w w w w w 0-1
` •\` oFFCFNI s pG q� \ \ 1396
w w w w 2 .
NIS
\ ./r ./r \ dC •r w \ \ /
.00
/ /
\ / /
0-1
/
MAGNAIL SET LANDSCAPE PLANTING LEGEND
N.C. GRID-NAD 83 (2011)
N66 N=993,160.01' /
-'i E=1,766,162.41'
/ \ SYMBOL LABEL QTY. SCIENTIFIC NAME COMMON NAME SIZE AT PLANTING
\ / 1.5" PIPE
FOUND
SM 4 Acer saccharum SUGAR MAPLE 8-10' HEIGHT/B&B
© COPYRIGHT 2020 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE -USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.
11
�H CARD
pQ'
REVIEW
035736
%vGs;•�'�GINE��4,G�:
TAN C. uro
/////IIIIlk\\\\\
08/24/2020
BREC: Pq.
op0
� Rai ••.• z
NCBELS#C-3448?
0.
i •.
�'•. CARD ��•
W
z
W
U cfl
z
CV
Z �
Lu W
0
w 0
W
LANDSCAPE PLAN
PREPARED FOR:
TERAMORE DEVELOPMENT, LLC
PO BOX 6460
THOMASVILLE, GA 31758
DATE: REVISIONS:
SHEET SIZE:
24"x36"
LANDSCAPE PLANTING LEGEND DATE
06/15/2020
BERMUDA SOD (2,050 SQ.FT.) PROJECT NUMBER:
3160632019
•� �•�•���•� DRAWN BY:
W W W W J.EDWARDS
W W W W FESCUE SOD (24,820 SQ.FT.)
W . W W APPROVED BY:
* W * * J.CHURCH
FESCUE SEED (10,500 SQ.FT.) SCALE:
1" = 20' (H)
MULCH (V)
20 10 0 20 40 SHEET:
LIRIOPE PLANTED 2' O.C.
°°°°°°° (MAINTENANCE FREE VEGETATION)
°°°°°°°°°°°°
°°°°°°°°°°°°
r
U)
W
J
2i
O
U
Lu
Q
0
W
W
m
U)
z
J
a_
J
U
U)
O
z
0

1
C900
4
C900
7
C900
HEAVY-DUTY ASPHALT PAVING
1" ASPHALT SURFACE COAT (S9.513)
2" ASPHALT SURFACE COAT (S9.513)
8" ABC COMPACTED STONE BASE
(COMPACTED TO 100% MODIFIED PROCTOR)
COMPACTED SUB -GRADE (PER SPECS.)
GENERAL NOTES:
1. VERIFY EXACT PAVING DESIGN WITH GEOTECHNICAL ENGINEER FOR PROJECT
VAN ACCESSIBLE PARKING SIGN
THIS SIGN TYPICAL AT ALL
"VAN ACCESSIBLE" PARKING SPACES
STANDARD ALUM. HANDICAPPED PARKING
SIGN R7-8 BOLT TO STEEL TUBE WITH 3/8" -
CADIUM PLATED NUTS, BOLTS, & WASHERS.
STANDARD ALUM. MAXIMUM PENALTY
SIGN R7-8D BOLT TO STEEL TUBE WITH 3/8" _
CADIUM PLATED NUTS, BOLTS, & WASHERS.
(IF REQUIRED)
2"x2"x188'STL. TUBE EXTEND INTO CONC.
FILLED PIPE 2'. PROVIDE WELDED WATER-
TIGHT CAP PAINT P&L #6118 "BLACK COFFEE"
PAINT PIPE BASE OSHA YELLOW
6" DIA. STL. PIPE FILLED WITH CONCRETE
PAVEMENT
1.5' CONC. BASE
#6 BARS 14" LONG THRU PIPE EACH WAY
z
II �
II r`
v
II
u 1
2"
VAN
ACCESSIBLE
RESERVED
PARKING
MAXIMUM
PENALTY
$250
12"
ONE SIGN PER HANDICAP
PARKING SPACE/ WHERE 2
SPACES FACE EACH OTHER, ONE
POST SHALL BE USED WITH
SIGNAGE ON EACH SIDE.
CURB AND GUTTER
6" 18"
ASPHALT PAVING
SEE DETAIL
6"
a ; 1 RAID.
a
III I
O O ASPHALT SHALL BE"'
-� ABOVE GUTTER EDGE
I I I I I t311000
PSI CONC. COMPACTED ABC
CURB AND GUTTER
z
C900
5
C900
8
C900
STANDARD ASPHALT PAVING
GENERAL NOTES:
1. VERIFY EXACT PAVING DESIGN WITH GEOTECHNICAL ENGINEER FOR PROJECT
HANDICAP RAMP
COLORED TOOLED/SERRATED SLIP
RESISTANT SURFACING AND/OR TACTILE
WARNING DEVICE AS REQUIRED BY
AMERICANS WITH DISABILITIES ACT
ACCESSIBILITY GUIDELINES AND CODE
REQUIREMENTS
C
a
ACCESSIBLE/ — 7
SHOPPING CART RAMP
RAMP TO BE SLOPE
CENTERED C /SIDEWALK 1:12 MAX
ABOUT THE
FRONT DOOR. �\ 2'-
- J
0
4' MIN. 6
6' MIN.
1:10 MAX. SLOPE
PAINTED YELLOW
SEE PLAN BOLLARD WITH ACCESSIBLE
PARKING SIGN, AS REQUIRED.
STRIPING
TOP COAT SHERWIN WILLIAMS -
PROMAR TRAFFIC MARKING
LUC
1:10 MAX. SLOPE J '-BOLLARD WITH
PAINTED YELLOW ACCESSIBLE
PARKING SIGN,
NOTE: AS REQUIRED.
ALL ACCESSIBLE RAMPS AND ACCESS AISLES SHALL MEET ALL
CODES AND ADAAG REGULATIONS.
3
C900
6
C900
HANDICAPPED PARKING SIGN
STANDARD ALUM. HANDICAPPED PARKING
SIGN R7-8 BOLT TO STEEL TUBE WITH 3/8" -
CADIUM PLATED NUTS, BOLTS, & WASHERS.
STANDARD ALUM. MAXIMUM PENALTY
SIGN R7-8D BOLT TO STEEL TUBE WITH 3/8"
CADIUM PLATED NUTS, BOLTS, & WASHERS. —
(IF REQUIRED)
2"x2"x188'STL. TUBE EXTEND INTO CONC.
FILLED PIPE 2'. PROVIDE WELDED WATER-
TIGHT CAP PAINT P&L #6118 "BLACK COFFEE"
PAINT PIPE BASE OSHA YELLOW
6" STD.STL. PIPE FILLED WITH CONCRETE
PAVEMENT
1.5'
#6 BARS 14" LONG THRU PIPE EACH WAY
z
ti
2"
RESERVED
PARKING
MAXIMUM
PENALTY
250
12"
SIDEWALK/CURB SECTION
1.5" REVEAL DROP
AWAY FROM ENTRY
3000 PSI FIBER
REINFORCED CONCRETE
ALL SIDEWALKS TO HAVE
SEALED ISOLATION JOINTS
r SIDEWALKS TO HAVE
BROOM FINISH
PAINT H.C. BLUE
O° 1/2 "ROUND ASPHALT PAVING
MAX 2% SLOPE F . F . E 2%SLOPE SEE DETAIL
STANDARD ACCESSIBLE
PARKING SYMBOL PAINTED
ON PAVEMENT. PAINT 4
COLOR TO BE PER THE -
AUTHORITY HAVING
JURISDICTION. y
a
4" STRIPES @ 24" O.C.
AT45 DEGREES. PAINT - -ao— d
a COLOR TO BE PER THE _
AUTHORITY HAVING
I� JURISDICTION. - a
STANDARD ACCESSIBLE
PARKING SYMBOL PAINTED -
ON PAVEMENT. PAINT - 6
COLOR TO BE PER THE
AUTHORITY HAVING
\,-- JURISDICTION.
BOLLARD 4" PARKING SPACE
PLASTIC COVER STRIPE. PAINT COLOR
BY OTHERS TO BE PER THE
AUTHORITY HAVING
JURISDICTION.
DUMPSTER PAD SECTION-
4000 PSI CONCRETE WITH
W2.9 X W2.9 W.W.F. OR
# 3'S AT 18"
ASPHALT PAVING
SEE DETAIL
_x_ _x__ x_`. D
ifr::::
—� —8"— I i
COMPACTED SUB -GRADE
9
C900
BOLLARD
x.-41-xX
6"
ROUND CONC. TOP OF
PIPE SMOOTH
60 GA. STEEL BOLLARD
FILLED SOLID WITH 3000
PSI CONCRETE
COVERED BY YELLOW PLASTIC
(PROVIDED BY OTHERS)
FINISH GRADE/PAVING
CONCRET
3000 PSI N
CARD'%'�
Qom''
�REVIEW
035736 =
S
/ TAN C . CN`0
08/24/2020
BREC: Pq.
p0
NCBELS#C-3448 i
�'•. TN CARD ,�.
11
W
ti
z
�
U
W
z
,
�
z
w
w
�
�
w
O
�
J
m
DETAILS
PREPARED FOR:
TERAMORE DE'
PO BOX 6460
THOMASVILLE,
JELOPMENT, LLC
GA 31758
DATE: REVISIONS:
SHEET SIZE:
24"x36"
DATE:
06/15/2020
PROJECT NUMBER:
3160632019
DRAWN BY:
J.EDWARDS
APPROVED BY:
J.CHURCH
SCALE:
NTS (H)
(N)
SHEET:
C900
r
W
CJ�
W
w
0
U
Q
W
Q
0
W
W
W
m
H
U)
z
Q
J
i
J
U
U)
H
0
0
0
© COPYRIGHT 2020 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE -USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.

1
C901
4
C901
NCDOT ASPHALT PAVING
d d /1" nr (l(1 Cn
DUMPSTER SCREENING -
2" 4"
'I PACING 4x4
1X6
FRONT 2X4
TOP VIEW
GATES SHALL BE CONSTRUCTED OUT OF STEEL
FRAME TUBING WITH PIVOT HINGES MOUNTED ON
6" STEEL PIPE BOLLARDS. PROPER LATCHING AND
LOCK HARDWARE SHALL BE PROVIDED IN ORDER
TO RESTRAIN AND/OR LOCK ENCLOSURE GATES
SHADOW BOX FENCING,
ATTACHED WITH 71r' GALC.
CARRIAGE BOLTS, (SOLID
COLOR STAIN)
lil��llll�lll�111
2"-3" DIRT
BACKFILL
0.31
UAIt
PAINT
PROVIDE SOLID 4" SUPPO
WHEEL AND GALV. BRACK
WOOD GA
II
PROVIDE SOLID 4" II
SUPPORT WHEEL
AND GALV. BRACKET
12'-0"
4x
1N
2x4
1 "-2"
SPACE
IF AN UNOBSTRUCTED VIEW EXISTS OF A RESIDENTIAL BUILDING
BETWEEN TENANT PARCEL AND ADJACENT PARCEL, THEN
LESSOR SHALL CONSTRUCT A PRIVACY FENCE IN ACCORDANCE
WITH TENANT'S PROTOTYPE CRITERIA SET PLANS AND ANY
APPLICABLE GOVERNMENTAL REQUIREMENTS.
SIDE VIEW
NOTE:
1. WOOD TO BE TREATED PINE. USE GALVANIZED NAILS FOR
FASTENING.
2. NUMBER OF BOARDS WILL VARY DEPENDING ON SPACE
BETWEEN BOARDS AND ACTUAL WIDTH OF BOARDS.
— 4" DIA. SCHED. 40 PIPE W/SLOPED
MTL. CAP ON TOP MAXIMUM 6-0"
O.C. SET PIPE IN CONCRETE
FOOTING MIN. V-0" DIA. TO FROST
DEPTH
(FILL PIPE W/CONC. TO 4'-0" ABOVE
FIN. CONC. IN HIGH WIND LOAD
LOCATIONS.)
NOTES:
1. FOOTINGS SHALL EXTEND 3'-6" MINIMUM
BELOW FINISH GRADE.
2. SEE CIVIL DRAWINGS FOR DUMPSTER
ENCLOSURE LOCATION.
3. 8" THICK CONCRETE SLAB OVER 6"
THICK CRUSHED AGGREGATE. 12"X12"
THICKENED EDGE FOR APPROACH SLAB.
#4 REBAR @ 2'-0" O.C. EACH WAY.
4. BOLLARDS IN TRASH ENCLOSURE TO BE
PAINTED SAFETY YELLOW.
8" x 8" THICKENED
EDGE
GATE POSTS TO BE
PAINTED BLACK EQ. EQ,
8" CONC. SLAB REINF.
W/ W.W.F. 6"x6" - W2.9
TRASH ENCLOSURE PLAN xW2.9ON6"
AGGREGATE BASE
�L
d
w
6" BOLLARDS
GATE POSTS TO BE
PAINTED BLACK
6" BOLLARDS
0
60
o1
w
d
w
z
C901
5
C901
7
C901
RECEIVING DOOR RAMP
STRIPING LEGEND
YELLOW
SURFACES SHOULD BE CLEAN, DRY AND
CURBING
METAL SURFACES FREE OF HEAVY RUST 2
AND BOLLARDS
COATS SHERWIN WILLIAMS - KEM 4000
ACRYLIC ALKYD ENAMEL SAFETY YELLOW
PARKING LOT
B55Y300
STRIPING -
SURFACES SHOULD BE CLEAN, DRY. TOP
PARKING LOT
COAT SHERWIN WILLIAMS - PROMAR
TRAFFIC MARKING PAINT YELLOW TM5495
HANDICAP
SURFACES SHOULD BE CLEAN, DRY. TOP
STRIPING -
COAT SHERWIN WILLIAMS - PROMAR
PARKING LOT
TRAFFIC MARKING PAINT "H.C." BLUE
CONTRACTOR IS RESPONSIBLE FOR ALL PUBLIC UTILITY
CONNECTIONS (ELECTRIC, WATER, GAS, SEPTIC, SEWER) AS
WELL AS PROVIDING ALL INFRASTRUCTURES REQUIRED BY
UTILITY COMPANY
DEPRESSED CURB
CHAIN LINK FENCING
10'-0" MAX. -�- 10'-0" MAX.
CORNER POST RAIL END LINE POST 1-3/4" DIA. TOP
CAP (TYP.) ASSEMBLY CAP (TYP.) RAIL (GALVANIZED
STEEL PIPE)
TENSION BANDS
TENSION BAR —
3-1/2" DIA. TERMINAL
POST (GALVANIZED
STEEL PIPE)
8" DIA. 5000 P.S.I. (28
DAYS) CONCRETE PIERS
@ CORNER POSTS (TYP.)
EXISTING
GRADE
NOTE:
FENCING TO BE TIED TO TOP
RAILS AND LINE POSTS
WITH # 9 GA. WIRE SPACED
AT 12".
BRACE ALL CORNERS &
TERMINAL POSTS WITH 1-3/4"
DIAMETER GALVANIZED
STEEL PIPE & APPROPRIATE
FASTENERS.
4'-0" - 9 GA.
2" MESH
GALV. CHAIN
LINK FENCE
# 6 GA. TENSION
WIRE
-6" DIA. 5000 P.S.I. (28
DAYS) CONCRETE PIER
@ EACH POST (TYP.)
GRANULAR
MATERIAL
12"
2-1/2" DIA.
INTERMEDIATE POST
(GALVANIZED STEEL
PIPE)
0
v
2" MAX.
3
C901
6
C901
8
C901
CONCRETE SIDEWALK JOINTS
TOOLED
JOINTS WITH
JOINT SEALER
WOOD SCREENING FENCE
_14LSPACING 4x4
1X6
FRONT 2X4
6" ROOF
8'-0" MAX. POST SPACING
IF AN UNOBSTRUCTED VIEW EXISTS OF A RESIDENTIAL BUILDING
BETWEEN TENANT PARCEL AND ADJACENT PARCEL, THEN
LESSOR SHALL CONSTRUCT A PRIVACY FENCE IN ACCORDANCE
WITH TENANT'S PROTOTYPE CRITERIA SET PLANS AND ANY
APPLICABLE GOVERNMENTAL REQUIREMENTS.
REARVIEW
NOTE:
1. WOOD TO BE TREATED PINE. USE GALVANIZED NAILS FOR
FASTENING.
2. NUMBER OF BOARDS WILL VARY DEPENDING ON SPACE
BETWEEN BOARDS AND ACTUAL WIDTH OF BOARDS.
SPLASHBLOCK
4
'REVIEW
035736 =
S
���'�� TAN C . CN`�� .•��•
08/24/2020
4,4100II0III,
�REC:Pq.
NICBELSK-3448i
0. .....••.�P�
�'•. CARP o"
W
Z
W
DETAILS
PREPARED FOR:
TERAMORE DE'
PO BOX 6460
THOMASVILLE,
JELOPMENT, LLC
GA 31758
REVISIONS:
SHEET SIZE:
24' x36"
DATE:
06/15/2020
PROJECT NUMBER:
3160632019
DRAWN BY:
J.EDWARDS
APPROVED BY:
J.CHURCH
SCALE:
NTS (H)
(N)
SHEET:
C901
r
W
CJ�
W
w
0
U
Q
U�
Q
0
\W\
W
W
m
H
U)
z
Q
a_
1
J
U
U)
H
0
0
0
© COPYRIGHT 2020 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE -USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.

DETAIL4
CUCCT44
SAND FILTER
SEE PLANS FOR ACTUAL LAYOUT
MIN. 3FROM
SOD
TOE OF SLOPE SOD
J-
J
J
J
CLEANOUTS
I
J J
SEDIMENT CHAMBER
I
!
w
.
:; FILTERCHAMBER..:
w
SAND MEDIA
~
DAM
DAM
SEDIMENT CHAMBER
.A.
UTL`ET
s
o
0
OUTLET
STRUCTURE
SEE DETAIL
4" PERFORATED
J
J
J S0DJ
J
J J PVC UNDERDRAINS J SOD J
562.00 TOP OF DAM
#57 WASHED STONE 1r 2' DAM — CLEANOUTS Q� EMERGENCY SPILLWAY
560.00 / �O ELEV.=561.00
559.00 558.00 SOD �' 8 3' ::.;...: ; :; .`' 3' 8 SOD
3" WASHED STONE
SHWT < = 550.00 (SEE GEO-TECH REPORT)
SECTION VIEW W
OUTLET
STRUCTURE SOD SOD
T CLEANOUTS
PVC CAP 11 559.00
TOP OF SAND
.III=III=
111111111E
III II I. =1II=1 557.50
TOP OF #57 STONE
1�1 �11111 II1 OUTLET111�
CLEANOUT DETAIL -"'-'
556.50
NOTES: 18" OF COURSE MASONRY SAND
1. ENSURE OUTLET STRUCTURE IS INSTALLED OUTSIDE OF CONFORMING TO ASTM C33 STANDARD
SAND MEDIA.
2. ALL DRAINAGE AREAS TO THE SAND FILTER ARE TO BE #57 STONE
STABILIZED PRIOR TO INSTALLATION OF AMENDED SAND.
3. PVC UNDERDRAIN PIPE SHOULD HAVE 3/8" 4" PERFORATED PVC
PERFORATIONS SPACED AT 6" CENTERS. MIN. 4 HOLES UNDERDRAINS @ 0.5% SLOPE
PER ROW. MAX SPACING OF UNDERDRAIN PIPE IS 10 ALL MATERIAL LAYERS TO BE SEPARATED BY 80Z
FEET ON CENTER. HDPE SHALL ADHERE TO AASHTO
M252 SPECS. NON -WOVEN GEO-TEXTILE FILTER FABRIC
4. UNDERDRAIN CLEANOUTS SHOULD EXTEND A MIN. OF 6" SECTION VIEW'B'
ABOVE SAND SURFACE.
5. ALL SOD WITHIN BASIN SMALL BE BERMUDA GRASS OR
EQUALIANT GROWN IN SANDY SOIL.
6
C902
TEMPORARY EXCLUSION FENCE
FENCE MATERIAL:
ORANGE, UV RESISTANT
HIGH TENSILE STRENGTH
POLYETHYLENE LAMINAR
n n nM—A— rn Mn
I I i _ ­1.. v .... . vv .
z
C902
GROUT INTERIOR
WALLS
3' x 3PRE-CAST
CATCH BASIN MEETING
OR EXCEEDING NCDOT
STD. 840.45
STORM RAX PEAK
ROOF STRUCTURE
TRASH RACK OR
APPROVED EQUAL
i
SCM OUTLET STRUCTURE
STORM RAX PEAK
ROOF STRUCTURE
TRASH RACK OR
APPROVED EQUAL
WEIR ELEV. = 559.75
18" HDPE I I
I NV. = 556.50
4" PVC INV. = 556.50
9" CONCRETE
• : 555.75
#57 WASHED STONE
COMPACTED
I
NOTES:
1. USE MONOLITHIC STRUCTURE WHERE POSSIBLE. IF RISERS ARE REQUIRED, THEY MUST
BE MECHANICALLY ANCHORED TO PRIMARY STRUCTURE.
2. ENSURE ALL STRUCTURE JOINTS AND PIPE PENETRATIONS ARE WATER TIGHT. USE
BUTYL SEALANT OR OTHER GASKET METHOD TO SEAL JOINTS BETWEEN STRUCTURE
SECTIONS. GROUT INTERIOR STRUCTURE WALLS AND PIPE CONNECTIONS.
4
C902
CONCRETE BRICK OR
PRE -CAST BOX
#4 BAR AT 8" 0.C.E.W.
6" #57 STONE COMPACTED
7
C902
CURB INLET
1" RADIUS UNLESS
OTHERWISE SPECIFIED
INLET FRAME & GRATE
USF 5181-6420 FOR SAG INLETS & USF
5130-6431 FOR ON GRADE INLETS
UNLESS SPECIFIED OTHERWISE
CONC.GROUT
blidUCENMROWliff m Z
Isle] I[exel:Ze1111
MANHOLE CONCRETE COLLAR
J
3
C902_
JUNCTION BOX
MANHOLE LID AND FRAME
( USF 669 KL COVER UNLESS
PAVEMENT OR BACKFILL OTHERWISE SPECIFIED)
(SEE PLAN) OOTING BEYOND
I I=ICI—ICI—ICI—ICI ! .. I I I —I I I —ICI � ' •: •' ' •• ••. •...:. •.
:: ..=1�1=1�1 ;I� III=1 I I=1 I I —III —I ... •...:• , 4 • ::. �..:.. '. • .... _ •, .• ,
1 I _III ..III=1 1=1 11 .. GROINI-III—III—I I d
III —III —I . ° ,�. .:. IEI I IE] I I _: „ :. :. .. * •: •� : d .� .
UT TEROR_ _ _III=III-, . •• „ :. •' • , , . '
WALLS I11=1 I I— d • I=1 �_ -
� I, � I I I —III 4, • : •' =III-_ STEP REQ D FOR '
!Rl
.••BOXES > 4'DEEPPRE-CAST CATCH BASIN" • • a' IAT 10 O.C.
PER D.O.T. HEAVY DUTY •.•. ;
TRAFFIC RATING. ROUND I i4 ' •...•
PRE -CAST CAN BE " • "!'" •
SUBSTITUTED FOR SQUARE '' a •. ''• ° .'• a .
d i a , .:•:: • r r • : • -
L••
... .
Aw
LPRECAST LID
#4 BAR AT 8" O.C.E.W.
6" #57 STONE COMPACTED
5
C902
STEP REQ'D FOR
GROUT INTERIOR BOXES > 4' DEEP
WALLS AT 10" O.C.
BASIN: NDS# 1200&1216
PRE -CAST CATCH BASIN
PER D.O.T. HEAVY-DUTY
TRAFFIC RATING. ROUND
PRE -CAST CAN BE
SUBSTITUTED FOR SQUARE
6" OF #57 STONE COMPACTED
YARD INLET
L-- #4 REBAR AT 8" O.C.E.W.
INLET FRAME
AND GRATE
(USF 4131-6259)
L—
FOOTING BEYOND
000
o00 •
� o00 •1
0 0 0
. o00
0 0 0
•I o00 •� I•
000 .
• I.. o0o
0 0 0
0 0 0
• o00 .
• o00
0 0 0
CONC. GROUT
CAR
REVIEW
035736
A/GINE��G�:
��'�� TAN C . cN� �••
08/24/2020
.•'�� BREC: Pq. ���'-.
NCBELS#C-3448?
Z
�'•. CARD
W
ti
z
�
U
W
z
,
�
z
w
w
�
�
w
O�
J
DETAILS
PREPARED FOR:
TERAMORE DE'
PO BOX 6460
THOMASVILLE,
JELOPMENT, LLC
GA 31758
DATE: REVISIONS:
SHEET SIZE:
24"x36"
DATE:
06/15/2020
PROJECT NUMBER:
3160632019
DRAWN BY:
J.EDWARDS
APPROVED BY:
J.CHURCH
SCALE:
NTS (H)
(N)
SHEET:
C902
r
W
w
W
w
2i
0
U
Q
U�
Q
0
W
W
m
U�
z
J
a_
J
U
U�
0
O
0
© COPYRIGHT 2020 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE -USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.

1
C903
TEMPORARY GRAVEL CONSTRUCTION
ENTRANCE
GENERAL NOTES:
1. A STABILIZED ENTRANCE PAD OF COARSE AGGREGATE OR RAILROAD BALLAST SHOULD BE LOCATED WHERE TRAFFIC WILL ENTER OR LEAVE THE CONSTRUCTION SITE
ONTO A PUBLIC STREET.
2. FILTER FABRIC OR COMPACTED CRUSHER RUN STONE SHOULD BE USED AS A BASE FOR THE CONSTRUCTION ENTRANCE.
3. THE ENTRANCE SHOULD BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC STREETS OR EXISTING PAVEMENT.
THE MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL STONE AS CONDITIONS WARRANT AND REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAP
SEDIMENT.
4. ANY SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED ONTO PUBLIC STREETS MUST BE REMOVED IMMEDIATELY.
5. WHEN APPROPRIATE, WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A PUBLIC STREET. WHEN WASHING IS REQUIRED, IT SHOULD BE DONE IN AN
AREA STABILIZED WITH CRUSHED STONE WHICH DRAINS INTO AN APPROVED SEDIMENT BASIN.
6. CDOT MAY REQUIRE A STANDARD COMMERCIAL DRIVEWAY TO ACCESS THE CONSTRUCTION SITE IF THE DRIVEWAY IS ON A THROUGHFARE.
7. PLEASE REFER TO NCESCPDM SECTION #6.06 FOR ADDITIONAL DESIGN SPECIFICATIONS REGARDING TEMPORARY GRAVEL CONSTRUCTION ENTRANCES/EXITS.
MAINTENANCE NOTES:
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOPDRESSING WITH
2-INCH STONE. AFTER EACH RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL OBJECTIONABLE
MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
4
C903
3 X Do
6" MIN
EXISTING GROUN
50' MIN
PUBLIC STREET
SOIL STABILIZATION FABRIC
UNDER 2-3" COARSE AGGREGATE
LL
LL
U
J
m
STANDARD PIPE OUTLET MINIMUM_
TAILWATER
IF L/'114 VILVV LA
GENERAL NOTES:
1. LA = THE LENGTH OF THE RIPRAP APRON.
2. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT
NOT LESS THAN 6" (INCHES).
3. A FILTER BLANKET OR FILTER FABRIC SHOULD BE
INSTALLED BETWEEN THE RIPRAP AND SOIL
FOUNDATION.
MAINTENANCE NOTES:
W = Do+ LA INSPECT RIPRAP OUTLET STRUCTURES WEEKLY AND
AFTER SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL
EVENTS TO SEE IF ANY EROSION AROUND OR BELOW
THE RIPRAP HAS TAKEN PLACE, OR IF STONES HAVE
BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED
REPAIRS TO PREVENT FURTHER DAMAGE.
z
C903
WIRE FEil'!
WOVEN FILTER FABF
SILT FENCE
8' MAX mi
GENERAL NOTES:
1. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 950/c BY WEIGHT OF POLYOLEFINS OR
POLYESTER, WHICH IS CERTIFIED BY THE MANUFACTURER OR SUPPLIER AS CONFORMING TO
THE REQUIREMENTS IN ASTM D 6461, WHICH IS SHOWN IN PART IN TABLE 6.62b.
2. SYNTHETIC FILTER FABRIC SHOULD CONTAIN ULTRAVIOLET RAY INHIBITORS AND STABILIZERS
TO PROVIDE A MINIMUM OF 6 MONTHS OF EXPECTED USABLE CONSTRUCTION LIFE AT A
TEMPERATURE RANGE OF 0 TO 120• F.
3. ENSURE THAT POSTS FOR SEDIMENT FENCES ARE 1.25 LB/LINEAR FT MINIMUM STEEL WITH A
MINIMUM LENGTH OF 5 FEET. MAKE SURE THAT STEEL POSTS HAVE PROJECTIONS TO
FACILITATE FASTENING THE FABRIC.
4. FOR REINFORCEMENT OF STANDARD STRENGTH FILTER FABRIC, USE WIRE FENCE WITH A
MINIMUM 14 GAUGE AND A MAXIMUM MESH SPACING OF 6 INCHES.
5. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA STRENGTH
SYNTHETIC FILTER FABRICS.
6. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVE
THE GROUND SURFACE. (HIGHER FENCES MAY IMPOUND VOLUMES OF WATER SUFFICIENT TO
CAUSE FAILURE OF THE STRUCTURE.)
7. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE
BARRIER TO AVOID JOINTS. WHEN JOINTS ARE NECESSARY, SECURELY FASTEN THE FILTER
CLOTH ONLY AT A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO THE NEXT POST.
8. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO THE
UPSLOPE SIDE OF THE POSTS. EXTEND THE WIRE MESH SUPPORT TO THE BOTTOM OF THE
TRENCH. FASTEN THE WIRE REINFORCEMENT, THEN FABRIC ON THE UPSLOPE SIDE OF THE
FENCE POST. WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE
STRENGTH.
5
C903
NC
W
STEEL POST
WIRE FENCING
FILTER FABRIC
#57 STONE
30" MIN
Lu OQ�
��m 5�
N U- 1 LaiF-FkA
8" MIN
4" MIN
9. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF 8 FEET APART.
SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO THE GROUND A MINIMUM OF 24 INCHES.
10. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIRE WIRE MESH
SUPPORT FENCE. SECURELY FASTEN THE FILTER FABRIC DIRECTLY TO POSTS. WIRE OR
PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
11. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP ALONG THE
PROPOSED LINE OF POSTS AND UPSLOPE FROM THE BARRIER.
12. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
13. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT.
THOROUGH COMPACTION OF THE BACKFILL IS CRITICAL TO SILT FENCE PERFORMANCE.
14. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
MAINTENANCE NOTES:
1. INSPECT SEDIMENT FENCE AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY
REQUIRED REPAIRS IMMEDIATELY.
2. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE, OR BECOME
INEFFECTIVE, REPLACE IT PROMPTLY.
3. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME
FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID
UNDERMINING THE FENCE DURING CLEANOUT.
4. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA
TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN
PROPERLY STABILIZED.
HARDWARE CLOTH AND GRAVEL INLET_
PROTECTION_
4' MAX
1A-rl IArF HARnkA/ARF ri (NTH
3
C903
6
C903
TEMPORARY DIVERSION
nnRMnAnTCn CnH 2' MIN
GENERAL NOTES:
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS AND
OTHER OBJECTIONABLE MATERIAL.
2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS ALL
DESIGN REQUIREMENTS.
3. ENSURE THAT THE TOP OF THE DIKE IS NOT LOWER AT ANY POINT THAN THE
DESIGN ELEVATION PLUS THE SPECIFIED SETTLEMENT.
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSION TO PERMIT MACHINE
REGARDING AND CLEANOUT.
5. VEGETATE THE RIDGE IMMEDIATELY AFTER CONSTRUCTION, UNLESS IT WILL
REMAIN IN PLACE LESS THAN 30 WORKING DAYS.
MAINTENANCE NOTES:
1. INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY
RAINFALL. IMMEDIATELY REMOVE SEDIMENT FROM THE LOW AREA AND
REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS AND MAKE
TIMELY REPAIRS AS NEEDED. WHEN THE AREA PROTECTED IS PERMANENTLY
STABILIZED, REMOVED THE RIDGE AND THE CHANNEL TO BLEND WITH THE
NATURAL GROUND LEVEL AND APPROPRIATELY STABILIZE IT.
STONE OUTLET
GENERAL NOTES:
1. STRUCTURAL STONE SHALL BE (CLASS B) STONE FOR
EROSION CONTROL PURPOSES.
2. SEDIMENT CONTROL STONE SHALL BE #5 OR #57 STONE.
STEEL FENCE POST
GENERALNOTES:
1. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING THE INLET. #57 STONE 12
L NC DOT #5 OR #57 2. DRIVE 5-FOOT STEEL POSTS 2 INTO THE GROUND SURROUNDING THE INLET. SPACE POSTS EVENLY AROUND THE V-6" MIN.
A WASHED STONE PERIMETER OF THE INLET, A MAXIMUM OF 4 FEET APART.
3. SURROUND THE POSTS WITH WIRE MESH HARDWARE CLOTH. SECURE THE WIRE MESH TO THE STEEL POSTS AT THE
VV TOPS, MIDDLE AND BOTTOM. PLACING A 2-FOOT FLAP OF THE WIRE MESH UNDER THE GRAVEL FOR ANCHORING IS FL 3 MAX.
RECOMMENDED.
4. PLACE CLEAN GRAVEL (NCDOT #5 OR #57 STONE) ON A 21 SLOPE WITH A HEIGHT OF 16 INCHES AROUND THE WIRE, AND II
SMOOTH TO AN EVEN GRADE. SEDIMENT
5. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVED ACCUMULATED SEDIMENT, AND ESTABLISH CONTROL STONE
FINAL GRADING ELEVATIONS. II
6. COMPACT THE AREA PROPERLY AND STABILIZED IT WITH GROUND WATER STRUCTURAL STONE
MAINTENANCE: u
FILTER FABRIC INSPECT INLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICATION (z INCH OR GREATER) RAINFALL EVENT. CLEAR THE MESH SECTION VIEW
SECTION'A-A' WIRE OF ANY DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR SUBSEQUENT RAINS. TAKE CARE NOT TO
DAMAGE OR UNDERCUT THE WIRE MESH DURING SEDIMENT CONTROL. REPLACE STONE AS NEEDED.
0
m
z
O
1O0' TO 200' P
REPARED
~Q
.4 Z
Dco O
4BX X
Q
mZ�'=1
2W 20'
LLJdHZ
= m
a © DI DI
W Q z LL =
q-
.. Tz-
H-U�00
0-n
ZH�or-
N21-z111
(7 m D
y' ♦
♦
WORK AREA
♦
M�
0 0
z P-1
i
110 b B IQ ® llYO-MY OONX
d ED-i
y 0 i
RAFFEc STREAM
TTAPER
W p
z N
BO' BUFFER BUFFER TAPER
Mix. so'-1o0' � sracE SPACE ioa'
HSE
E PREPAEED �
TQ STOP
O
4-4 4B ,B x 4B^ iB X 4B INSET FOR 2 LANE ROADWAYS
o
WITH 2-WAY TURN LANE
Uj
ALL OTHER DEVICES ARE THE SAME AS ABOVE
N O
Z m z
Cr
o W v
.. 3 G)
y
LL M
r
N O H-I
CBJI® IANE ♦ CENEBt 4NE
ttosEo Sr WORK AREA ♦ Jr ct05ED
I=w W
of z
=
W20-6 ♦ W20-5
iB^ x ee"
F-1 0 Q
2
ie" x ie'• ♦♦ ♦
J
Q J
< m
d V T
o..R
TRAFFI
o
yr o
TAPERQ BUFFER BUFFER TAPER
Q Z y
0 >D
m
50'-100' BPAQE BPACE iBB'
CC 'Q
Q
D 0
J ¢O
m
GENERAL NOTES FOR FLAGGER OPERATIONS GENERAL NOTES FOR PILOT CAR OPERATIONS
z
0
1- REFER TO STD. 1101.11 SHEET 4 FOR SIGN SPACING. 1- USE PILOT CARS WHEN DIRECTED BY THE ENGINEER.
Q 2
j (7 =
D
2- INSTALL LANE CLOSURES WITH THE TRAFFIC FLOW, BEGINNING WITH DEVICES ON THE 2- IF ROADWAY WIDTH IS LESS THAN 22 FEET (EDP TO EDP) CONES MAY NOT BE REQUIRED
UPSTREAM SIDE OF TRAFFIC. ALONG WORK AREA AND AT THE DISCRETION OF THE ENGINEER, CONES MAY BE OMITTED ALONGdr
G7 �.
i O �
3- REMOVE LANE CLOSURES AGAINST THE TRAFFIC FLOW, BEGINNING WITH DEVICES ON THE THE WORK AREA I� USING A PILOT CAR.
= C}�
Zy z
DOWNSTREAM SIDE OF TRAFFIC. 3- CONES ARE ALWAYS REQUIRED IN THE UPSTREAM AND DOWNSTREAM TAPERS.
2 O
M C O
4- PLACE CONES 7HRU THE WORK AREA AT THE MAXIMUM SPACING EQUAL IN FEET TO 2 TIMES 4- MOUNT SIGN G20-4 "PILOT CAR FOLLOW ME" AT A CONSPICUOUS POSITION ON THE REAR OF
N
J a
.A m
THE POSTED SPEED LIMIT. THE PILOT VEHICLE.
C7
r0
5 PROVIDELANMILE
TSHEETT2�PING SIGHT DISTANCE IS 5- OF THE ME GE TAPERETOf1THE ONE (1)
TO THESFRLAGGER REFERFTO ELANE CLOSURE. " MEASURED FROM THE BEGINNING
W P. Q
STD.1 101.11
CD
6- DO NOT STOP TRAFFIC IN ANY ONE DIRECTION FOR MORE THAN 5 MINUTES AT A TIME. 6 ADVISm SAFE EGRESS RESIDENTSBUSSS FHOMSDRIVEWAYS DURING ELCLOSURE
AGGING ALIMIND TS ABOUT
T CAR METHODS OF.
NS
J
7- DRUMS OR SKINNY -DRUMS MAY BE USED IN LIEU OF CONES. REFER TO ROADWAY STANDARD
DRAWING 1180.01 FOR SKINNY -DRUM REQUIREMENTS.
N
8- USE FLAGGERS TO CONTROL TRAFFIC AT INTERSECTIONS AFFECTED BY THE LANE CLOSURE. LEGEND
SUPPLEMENT FLAGGERS LOCATED AT INTERSECTIONS WITH FLAGGER AHEAD SIGNS W20-7a)
PLACED APPROXIMATELY 25U FT. IN ADVANCE OF THE FLAGGER. FOR SIGNALIZE r FLAGGER
INTERSECTIONS PLACE SIGNALS IN THE FLASH MODE AND RECOMMEND THE USE OF LAW
ENFORCEMENT. ♦ GONE
9- REFER TO 2009 MUTCD, CHAPTER 6, FOR FLAGGER CONTROL, REQUIREMENTS, AND PROCEDURES. IQ PORTABLE SIGN
10- DO NOT EXCEED A 1 MILE LANE CLOSURE LENGTH UNLESS OTHERWISE SHOWN IN THE TMP OR DIRECTION OF TRAFFIC FLOW
AS DIRECTED BY THE ENGINEER.
HEET 1 OF 15
SHEET 1 OF 15
11101.021
1101 .OS
CONTINUOUS LINES
10'-30'/SP SKIP LINE
2'-6'/SP MINI -SKIP LINE
z
m
o�
o}
-I
UNLESS OTHERWISED SHOWN, USE 10'-30'/SP SKIPS FOR
SKIP LANE LINES AND SKIP CENTER LINES.
UNLESS OTHERWISED SHOWN, USE 2'-6'/SP MINI -SKIPS FOR
LANE LINE EXTENSIONS THROUGH INTERSECTIONS, EDGE LINE
r
py Z
.Z1� 0
EXTENSIONS THROUGH INTERSECTIONS AND MINI -SKIPS
Q
Q H-
D EH 0 0
EDGE LINE
10 30'
USED FOR BICYCLE LANE LINES.
H U
0
_
M Z D
Cm
YELLOW OR WHITE
4 /6
LL J
8 C' z
O cc
DDT
Q 0�4"/6"
2' 6'
HUQOx
Cn O
zH=-n
o0
LANE LINE
YELLOW OR WHITE T
o 0 4"16"
Q i0y
��LLzo J
C) E0 ~
2 z
4"/6"
YELLOW OR WHITE
lL O Pti Q
O O
' � D D
WHITE
�
z EH
3'-3'/SP MINI -SKIP LINE
3'-9'/SP MINI -SKIP LINE
m~
r OL
W
Z
CENTER LINE
4' 15'
UNLESS OTHERWISED SHOWN, USE 3'-3'/SP MINI -SKIPS FOR
THE WHITE EDGE LINE EXTENSTONS AT ROUNDABOUTS.
UNLESS OTHERWISED SHOWN, USE 3'-9'/SP MINI -SKIPS FOR
MINI -SKIP LANE LINES AND LINE EXTENSIONS THROUGH TAPERS.
YELLOW
GORE LINE
3 9
O O 4"(6"
81,112"
7-7 12'
WHITE
WHITE
WHITE
00
LINE
-1 12" 45 MPH OR HIGHER
2
o
LL
Pti
z O
8" LESS THAN 45 MPH
Z ca W
m C =
YELLOW OR WHITE
F-E Z y
�3cn
¢MUL
M n
UL
o o
m Z zo
-4
CROSSWALK LINE
l
J- 8"
o z
D
z O
WHITE
TRANSVERSE
24" LONGITUDINAL
QO I-- N
o
0
�z`Za
D
~
-n
RxR LINE
IS
In Z E�
_ w
Lu
mC)z
1 O
In N
16"
Inaz
�"i
J CL
O
WHITECD
J
z
2
W
STOP OR TRANSVERSE BA
GENERAL NOTES:
1- USE 6" LANE, EDGE, AND CENTER LINES ON ALL FULL CONTROL OF ACCESS FACILITIES AND OTHER ROUTES
24"
AS DIRECTED BY THE ENGINEER.
WHITE
2- LANE LINES INDICATED AS "WIDE" ON THE ROADWAY STANDARD DRAWINGS SHALL BE AT LEAST TWICE THE WIDTH
OF THE NORMAL LINE.
3- GORE LINES SHALL BE TWICE THE WIDTH OF THE NORMAL
LINE.
SHEET 1 OF 2
SHEET 1 OF 2
1205.01
1205.01
0
STRAIGHT ARROW1
RIGHT OR LEFT
COMBINATION STRAIGHT AND
COMBINATION LEFT AND
z
orri
TURN ARROW
LEFT OR RIGHT TURN ARROW
RIGHT TURN ARROW
O
r~ -n --j CD
M
f-E Z = D
20"
8' 4r�
36" 8,r
20
3B'
DIMENSIONS APPLY AS FOR
THE LEFT/RIGHT TURN ARROW
Z F
Hy 2 C7 U
LL � 0- = Z
Do�n�
xTDDm
- z
N e"
_
1W-V¢ox
c�==z
m
N m
Qpl Q
COMBINATION LEFT AND STRAIGHT
D
14"
AND RIGHT TURN ARROW
z N
O
H rz,
i�y
R=40"
m
CL
LLIZ
a
a
N
R=28"
N 4"FOR
SAME DIMENSIONS APPLY AS
THE COMBINATION STRAIGHT12°
AND LEFT/RIGHT TURN ARROW
0
32'
12"
6'-4"
MERGE ARROW
RAMP ARROW
U) Z
-< O
r
m
o
FOR WRONG -WAY MOVEMENTS 10'-0.,
ON FREEWAY AND EXPRESSWAY RAMPS
Cr
LL W
p C =
ED
PAVEMENTCRYSTAL R MARKER
H Z
In rn
a
o
8,p0,.
1 Co 2'-6" v
�r1r"
'Y N W
�SG�
D3-
m D
z
8r__. �- LOF RAMP
OO
OY¢<
Wm
Z
16-8
O W N
U) z
my0
TDO•
N O
�,Qm
a
-n
0
GENERAL NOTES:
1- USE THE COLOR WHITE FOR ALL PAVEMENT MARKING SYMBOLS.
RAMP ARROW
AT EXIT RAMP
J
0
W In
2- 00 NOT LOCATE PAVEMENT MARKING SYMBOLS AS TO ENCROACH
INTO INTERSECTION AREAS.
-
3- DO NOT PLACE PAVEMENT MARKING SYMBOLS ACROSS TRANSVERSE
EXPANSION JOINTS ON PORTLAND CEMENT CONCRETE PAVEMENTS,
«
UNLESS APPROVED BY THE ENGINEER.
4- CONFORM ALL SYMBOLS TQ THE FHWA "STANDARD ALPHABETS FOR
HIGHWAY SIGNS AND PAVEMENT MARKINGS", (REFER TO SHEETS 5
THRU 8). SYMBOL DIMENSIONS CAN VARY AMONG MANUFACTURERS,
THEREFORE SLIGHT VARIANCES ARE ACCEPTABLE, HOWEVER, ALL
SYMBOLS ARE REQUIRED TO BE APPROVED BY THE DEPARTMENT.
RAMP ARROW
AT EXITRAMP A..,,/
1pOY
"205
HEE/T�1 O
S11205
1205. Up
I� 1), RAAY
FRONT VIEW
nil T rrNlr r:
�N CARP
S . <�2
\ Q •FE S/O
. �O
rREVIEW
035736 =
••�NG1NE��'� Gam:
S ....
///1111110 \\
08/24/2020
t"'4469100",
BREC: P;9.
p0Pq
r ;
NCBELSK-34481
Z
�'•. � CARO ,�.
W
Z
W
r-�
DETAILS
PREPARED FOR:
TERAMORE DE'
PO BOX 6460
THOMASVILLE,
M
U C-0
Z N
z
LU LU
0 ry
w 0
W
JELOPMENT, LLC
GA 31758
DATE: REVISIONS:
SHEET SIZE:
24"x36"
DATE:
06/15/2020
PROJECT NUMBER:
3160632019
DRAWN BY:
J.EDWARDS
APPROVED BY:
J.CHURCH
SCALE:
NTS (H)
(N)
SHEET:
C903
© COPYRIGHT 2020 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE -USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.

1
C904
PL
INFLOW
AVERAGE_
WIDTH
* AREA OF
SURFACE /
PRIMARY S
INFLOW
FILTER FABRIC
SKIMMER SEDIMENT BASIN
1' rKtttiUHKU
BAFFLES 6" MIN. INVERT ELEV. OF
EMERGENCY SPILLWAY
2' DEWATERING
r ZONE
ARM ASSE""' "
IIII-
I "'
1' SEDIMENT CLASS B STONE PAD
STORAGE ZONE (4' x 4' x V MIN.)
CROSS-SECTION VIEW
PERSPECTIVE VIEW
PVC END
CAP PVC ELBOW
Z7PVC END
CAP
PVC PIPE
1/2" HOLES IN
PVC TEE UNDERSIDE
FLEXIBLE
HOSE
WATER SURFACE
SCHEDULE 40
PVC PIPE
A
RGENCY
-LWAY
EMBANKMENT
EMERGENCY
SPILLWAY
- "C" ENCLOSURE
WATER ENTRY
UNIT
PVC VENT SCHEDULE 40
PIPE _N, ,-, PVC PIPE
PVC TEE
END VIEW FRONT VIEW
NOTE:
1. ALL SKIMMERS SHALL BE FAIRCLOTH SKIMMERS UNLESS OTHERWISE SPECIFIED.
ORIFICE
PLATE
BOTTOM SURFACE
GENERAL NOTES:
1. CLEAR, GRUB AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT MAT. REMOVE ALL SURFACE SOIL CONTAINING HIGH AMOUNTS OF
ORGANIC MATTER AND STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL ALL OBJECTIONABLE MATERIAL TO THE DESIGNATED DISPOSAL AREA. PLACE TEMPORARY
SEDIMENT CONTROL MEASURES BELOW BASIN AS NEEDED.
2. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY, VEGETATION, ORGANIC MATTER AND OTHER OBJECTIONABLE MATERIAL.
PLACE THE FILL IN LIFTS NOT TO EXCEED 9 INCHES, AND MACHINE COMPACT IT. OVER THE FILL EMBANKMENT 6 INCHES TO ALLOW FOR SETTLEMENT.
3. SHAPE THE BASIN TO THE SPECIFIED DIMENSIONS. PREVENT THE SKIMMING DEVICE FROM SETTLING INTO THE MUD BY EXCAVATING A SHALLOW PIT UNDER THE
SKIMMER OR PROVIDING A LOW SUPPORT UNDER THE SKIMMER OF STONE OR TIMBER.
4. PLACE THE BARREL *TYPICALLY 4-INCH SCHEDULE 40 PVC PIPE) ON A FIRM, SMOOTH FOUNDATION OF IMPERVIOUS SOIL. DO NOT USE PERVIOUS MATERIAL SUCH
AS SAND, GRAVEL OR CRUSHED STONE AS BACKFILL AROUND THE PIPE. PLACE THE FILL MATERIAL AROUND THE PIPE SPILLWAY IN 4-INCH LAYERS AND COMPACT
IT UNDER AND AROUND THE PIPE TO AT LEAST THE SAME DENSITY AS THE ADJACENT EMBANKMENT. CARE MUST BE TAKEN NOT TO RAISE THE PIPE FROM THE
FIRM CONTACT WITH ITS FOUNDATION WHEN COMPACTING UNDER THE PIPE HAUNCHES.
5. ASSEMBLE THE SKIMMER FOLLOWING THE MANUFACTURES INSTRUCTIONS OR AS DESIGNED.
6. LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN WITH THE FLEXIBLE JOINT AT THE INLET OF THE BARREL PIPE. ATTACH THE FLEXIBLE JOIN TO THE
BARREL PIPE AND POSITION THE SKIMMER OVER THE EXCAVATED PIT OR SUPPORT. BE SURE TO ATTACHED A ROPE TO THE SKIMMER AND ANCHOR IT TO THE
SIDE OF THE BASIN. THIS WILL BE USED TO PULL THE SKIMMER TO THE SIDE FOR MAINTENANCE.
7. EARTHEN SPILLWAYS - INSTALL THE SPILLWAY IN UNDISTURBED SOIL TO THE GREATEST EXTENT POSSIBLE. THE ACHIEVEMENT OF PLANNED ELEVATIONS,
GRADE, DESIGN WIDTH AND ENTRANCE AND EXIT CHANNEL SLOPES ARE CRITICAL TO THE SUCCESSFUL OPERATION OF THE SPILLWAY. THE SPILLWAY SHOULD
BE LINED WITH LAMINATED PLASTIC OR IMPERMEABLE GEOTEXTILE FABRIC. THE FABRIC MUST BE WIDE AND LONG ENOUGH TO COVER THE BOTTOM AND SIDES
AND EXTEND ONTO THE TOP OF THE DAM FOR ANCHORING IN A TRENCH. THE EDGES MAY BE SECURED WITH 8-INCH STAPLES OR PINS. THE FABRIC MUST BE
LONG ENOUGH TO EXTEND DOWN THE SLOPE AND EXIT ONTO STABLE GROUND. THE WIDTH OF THE FABRIC MUST BE ON PIECE, NOT JOINED OR SPLICED;
OTHERWISE THE WATER CAN GET UNDER THE FABRIC. IF THE LENGTH OF THE FABRIC IS INSUFFICIENT FOR THE ENTIRE LENGTH OF THE SPILLWAY, MULTIPLE
SECTIONS, SPANNING THE COMPLETE WIDTH, MAY BE USED. THE UPPER SECTION(S) SHOULD OVERLAP THE LOWER SECTIONS(S) SO THAT WATER CANNOT FLOW
UNDER THE FABRIC. SECURE THE UPPER EDGE AND SIDES OF THE FABRIC IN A TRENCH WITH STAPLES OR PINS.
8. INLET - DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE TEMPORARY SLOPE DRAINS OR DIVERSION WITH OUTLET PROTECTION TO
DIVERT SEDIMENT LADEN WATER TO THE UPPER END OF THE POOL AREA TO IMPROVE BASIN TRAP EFFICIENCY.
9. EROSION CONTROL - CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS MINIMIZED. DIVERT SURFACE WATER AWAY FROM THE BARE AREAS.
COMPLETE THE EMBANKMENT BEFORE THE AREA IS CLEARED. STABILIZE THE EMERGENCY SPILLWAY EMBANKMENT AND ALL OTHER DISTURBED AREAS ABOVE
THE CREST OF THE PRINCIPAL SPILLWAY IMMEDIATELY AFTER CONSTRUCTION.
10. INSTALL POROUS BAFFLES AS SPECIFIED IN PRACTICE 6.65.
11. AFTER ALL THE SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND ALL THE UNSTABLE SEDIMENT. SMOOTH
THE AREA TO BLEND WITH THE ADJOINING AREAS AND STABILIZE PROPERLY.
MAINTENANCE NOTES:
1. INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY.
REMOVED SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE HEIGHT OF THE FIRST BAFFLE.
PULL THE SKIMMER TO ONE SIDE SO THAT THE SEDIMENT UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE THE SEDIMENT FROM THE ENTIRE BASIN, NOT JUST
AROUND THE SKIMMER OR THE FIRST CELL. MAKE SURE VEGETATION GROWING IN THE BOTTOM OF THE BASIN DOES NOT HOLD DOWN THE SKIMMER.
2. REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE -ANCHOR THE BAFFLES IF WATER IS FLOWING UNDERNEATH OR AROUND THEM.
3. IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS WATER IN THE BASIN, USUALLY JERKING ON THE WILL MAKE THE SKIMMER BOB UP AND DOWN AND
DISLODGE THE DEBRIS AND RESTORE FLOW. IF THIS DOES NOT WORK, PULL THE SKIMMER OVER TO THE SIDE OF THE BASIN AND REMOVE THE DEBRIS. ALSO
CHECK THE ORIFICE INSIDE THE SKIMMER TO SEE IF IT IS CLOGGED; IF SO REMOVE THE DEBRIS.
4. IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE REMOVED AND THE OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR BY
FLUSHING WITH WATER. BE SURE AND REPLACE THE ORIFICE BEFORE REPOSITIONING THE SKIMMER.
5. CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED REPAIRS WITH FABRIC THAT SPANS THE FULL WIDTH OF THE SPILLWAY. CHECK THE
EMBANKMENT, SPILLWAYS AND OUTLET FOR EROSION DAMAGE, AND INSPECT THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS
IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE SKIMMER AND POOL AREAS.
6. FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME SPECIAL PRECAUTIONS SHOULD BE TAKEN IN THE WINTER TO PREVENT THE SKIMMER
FROM PLUGGING WITH ICE.
z
C904
INLET
PLAN VIEW
FENCE AND FABRIC
BURIED IN TRENCH
6"X6" TRENCH,
BACKFILLED AND
COMPACTED
SECTION VIEW AT OPENING
STEEL POST
2'
BAFFLE
GENERAL NOTES:
1. BAFFLE MATERIAL SHOULD BE SECURED AT THE BOTTOM AND SIDES
USING STAPLES OR BY TRENCHING AS FOR SILT FENCE.
2. MOST OF THE SEDIMENT WILL ACCUMULATE IN THE 1 ST BAY,
WHICH SHOULD BE READILY ACCESSIBLE FOR MAINTENANCE.
3. PROVIDE 3 BAFFLES (USE TWO IF LESS THAN 20 FEET IN LENGTH). PROVIDE
5 BAFFLES FOR DRAINAGE AREAS GREATER THAN 10 ACRES.
4. BAFFLE SHALL BE 700 G/M2 COIR EROSION BLANKET.
5. TOPS OF BAFFLES SHOULD BE 2 INCHES LOWER THAN THE TOP OF THE BERMS.
6. INSPECT BAFFLES FOR REPAIR ONCE A WEEK AND AFTER EACH RAINFALL.
7. PLEASE REFER TO NCESCPDM SECTION #16.65 FOR ADDITIONAL DESIGN SPECIFICATIONS
REGARDING BAFFLES.
OUTLET MAINTENANCE NOTES:
1. INSPECT BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY
REQUIRED REPAIRS IMMEDIATELY.
2. BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OF A BAFFLE
COLLAPSE, TEAR, DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
3. REMOVE SEDIMENT DEPOSITS WHEN IT REACHES HALF FULL TO PROVIDE ADEQUATE
STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE BAFFLES.
TAKE CARE TO AVOID DAMAGING THE BAFFLES DURING CLEANOUT. SEDIMENT DEPTH
SHOULD NEVER EXCEED HALF THE DESIGNED STORAGE DEPTH.
4. AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED, REMOVE
ALL BAFFLE MATERIALS AND UNSTABLE SEDIMENT DEPOSITS, BRING THE AREA TO GRADE
AND STABILIZE IT.
SUPPORT ROPE TO
WIRE TO PREVENT
I SAGGING
SUPPORT POST,
24" INTO BOTTOM
OR SIDE STAKE TO
SUPPORT WIRE
COIR MESH OR SIMILAR, STAPLED
OR TRENCHED INTO BOTTOM OR
SIDE
E&SC PERMANENT SEEDING SCHEDULE,
* DO NOT USE WITHIN 25RIPARIAN BUFFER. SEE RIPARIAN SEEDING SCHEDULE FOR BUFFER SEEDING SPECS
MOUNTAINS
SEEDING DATES
SPECIES
RATE (lb/acre)
AUG. 15 - MAY 1
TALL FESCUE
100
**RYE GRAIN
40
SEPT. 1 -JUNE 1
SERICEA LESPEDEZA
15
**RYE GRAIN
40
JUNE 2 -AUG. 14
-GERMAN MILLET
10
*SUPPLEMENT WITH IRRIGATION
PIEDMONT
SEEDING DATES
SPECIES
RATE (lb/acre)
SEPT. 1 -MAY 1
TALL FESCUE
100
**RYE GRAIN
40
SERICEA LESPEDEZA
15
APRIL 15 - JUNE 30
BERMUDA GRASS
25
***GERMAN MILLET
10
JULY 1 -AUG. 30
-GERMAN MILLET
10
*SUPPLEMENT WITH IRRIGATION
COASTAL PLAIN
SEEDING DATES
SPECIES
RATE (lb/acre)
SEPT. 30 -APRIL 1
TALL FESCUE
100
**RYE GRAIN
40
SERICEA LESPEDEZA
15
APRIL 15 - JUNE 30
BERMUDA GRASS
25
***GERMAN MILLET
10
JULY 1 -SEPT. 29
***GERMAN MILLET
10
*SUPPLEMENT WITH IRRIGATION
*RESEED WITH NON -NURSE CROPS WITHIN ACCEPTABLE DATES
**MAY BE SUBSTITUTED WITH WHEAT AT 30 LBS/ACRE
***MAY BE SUBSTITUTED WITH BROWNTOP MILLET AT 10 LBS/ACRE
COMPLETE SEEDING EARLIER IN THE FALL, AND START LATER IN THE SPRING ON NORTH AND EAST FACING SLOPES.
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS OR APPLY 4000 LB/ACRE GROUND AGRICULTURAL LIMESTONE
AND 1000 LB/ACRE 5-10-10 FERTILIZER.
MULCH
APPLY 4000-5000 LB/ACRE GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER SUITABLE MULCHING MATERIAL. ANCHOR
STRAW BY TACKING WITH ASPHALT, NETTING, OR ROVING. NETTING IS THE PREFERRED ANCHORING METHOD ON STEEP
SLOPES.
MAINTENANCE
REFERTILIZE THE SECOND YEAR UNLESS GROWTH IS FULLY ADEQUATE. MOW NO MORE THAN ONCE PER YEAR. RESEED,
FERTILIZE, AND MULCH DAMAGED AREAS IMMEDIATELY.
SOIL PREPARATION:
SOIL TEST: SOIL TESTING WILL DETERMINE WHETHER THE SOIL PH AND NUTRIENT (PHOSPHORUS, POTASSIUM, CALCIUM
AND MAGNESIUM) LEVELS ARE IN A RANGE THAT FAVOR TURFGRASS GROWTH. THE SOIL TEST REPORT WILL INDICATE
NEEDED AMOUNTS OF FERTILIZER AND/OR LIME.
CLEAN AND ROUGH GRADE: REMOVE ALL DEBRIS FROM THE LOCATION TO BE PLANTED. THIS INCLUDES ROCKS, BOTTLES,
LARGE ROOTS AND OLD TREE TRUNKS. IF EXTENSIVE GRADING IS NEEDED, REMOVE THE TOPSOIL AND STOCKPILE IT FOR
REPLACEMENT AFTER THE ROUGH GRADE IS ESTABLISHED.
THE SUBSURFACE MAY BECOME COMPACTED DURING ROUGH GRADING, ESPECIALLY IF THE GROUND IS WET. THIS
COMPACTED LAYER MUST BE BROKEN UP. A SPRING -TOOTH HARROW WORKS WELL ON LIGHTLY COMPACTED SOILS; A
SMALL ROTOTILLER MAY BE NEEDED FOR MORE HEAVILY COMPACTED SITES.
DEEP TILLAGE: ROTOTILLING LOOSENS COMPACTED SOIL AND IMPROVES THE SPEED AND DEPTH OF ROOTING. A
TRACTOR -MOUNTED OR SELF-PROPELLED TILLER WILL ADEQUATELY TILL THE SOIL. TAKE CARE NOT TO DESTROY THE
EXISTING TREES IN THE LAWN. CUTTING TOO MANY TREE ROOTS DURING SOIL TILLAGE CAN SEVERELY DAMAGE OR KILL A
TREE. TREES CAN ALSO BE SUFFOCATED BY DEEPLY COVERING THE ROOTS WITH SOIL. IF ADDITIONAL SOIL IS
NECESSARY AT A TREE BASE, CONSTRUCT A "TREE WELL."
REPLACE THE TOPSOIL: ONCE THE SUBSURFACE IS ESTABLISHED, RETURN THE TOPSOIL AND SPREAD UNIFORMLY OVER
THE ENTIRE AREA. ALLOW FOR AT LEAST 6 TO 8 INCHES OF DEPTH AFTER THE SOIL HAS SETTLED. THIS MEANS PLACING
ABOUT 8 TO 10 INCHES OF TOPSOIL OVER THE SUBSURFACE. IMPROVE THE SOIL BY ADDING ORGANIC MATTER. THIS
IMPROVES WATER RETENTION IN SANDY SOILS AND DRAINAGE IN CLAY SOILS AND REDUCES FERTILIZER LEACHING.
E&SC TEMPORARY SEEDING SCHEDULE
MOUNTAINS
SEEDING DATES
SPECIES
RATE (lb/acre)
ABOVE 2500 FEET: FEB. 15 -MAY 15
BELOW 2500 FEET: FEB. 1 MAY 1
RYE (GRAIN)
120
ANNUAL LESPEDEZA (KOREAN)
50
MAY 15 - AUG. 15
GERMAN MILLET
40
AUG. 15 - DEC. 15
RYE (GRAIN)
120
PIEDMONT
SEEDING DATES
SPECIES
RATE (lb/acre)
JAN. 1 -MAY 1
RYE (GRAIN)
120
ANNUAL LESPEDEZA (KOBE)
50
MAY 1 -AUG. 15
GERMAN MILLET
40
AUG. 15 - DEC. 20
RYE (GRAIN)
120
COASTAL PLAIN
SEEDING DATES
SPECIES
RATE (lb/acre)
DEC. 1 -APRIL 15
RYE (GRAIN)
120
ANNUAL LESPEDEZA (KOBE)
50
APRIL 15 -AUG. 15
GERMAN MILLET
40
AUG. 15 - DEC. 30
RYE (GRAIN)
120
MAINTENANCE
REFERTILIZE IF GROWTH IN NOT FULLY ADEQUATE. RESEED, FERTILIZER, AND
MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE. TOPDRESS WITH
50 LB/ACRE OF NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY
COVER BEYOND JUNE 15, OVERSEED WITH 50 LB/ACRE KOREAN LESPEDEZA IN
LATE FEBRUARY OR EARLY MARCH.
SOIL PREPARATION:
SOIL TEST: SOIL TESTING WILL DETERMINE WHETHER THE SOIL PH AND NUTRIENT
(PHOSPHORUS, POTASSIUM, CALCIUM AND MAGNESIUM) LEVELS ARE IN A RANGE
THAT FAVOR TURFGRASS GROWTH. THE SOIL TEST REPORT WILL INDICATE
NEEDED AMOUNTS OF FERTILIZER AND/OR LIME.
CLEAN AND ROUGH GRADE: REMOVE ALL DEBRIS FROM THE LOCATION TO BE
PLANTED. THIS INCLUDES ROCKS, BOTTLES, LARGE ROOTS AND OLD TREE TRUNKS.
IF EXTENSIVE GRADING IS NEEDED, REMOVE THE TOPSOIL AND STOCKPILE IT FOR
REPLACEMENT AFTER THE ROUGH GRADE IS ESTABLISHED.
THE SUBSURFACE MAY BECOME COMPACTED DURING ROUGH GRADING,
ESPECIALLY IF THE GROUND IS WET. THIS COMPACTED LAYER MUST BE BROKEN
UP. A SPRING -TOOTH HARROW WORKS WELL ON LIGHTLY COMPACTED SOILS; A
SMALL ROTOTILLER MAY BE NEEDED FOR MORE HEAVILY COMPACTED SITES.
DEEP TILLAGE: ROTOTILLING LOOSENS COMPACTED SOIL AND IMPROVES THE
SPEED AND DEPTH OF ROOTING. A TRACTOR -MOUNTED OR SELF-PROPELLED
TILLER WILL ADEQUATELY TILL THE SOIL. TAKE CARE NOT TO DESTROY THE
EXISTING TREES IN THE LAWN. CUTTING TOO MANY TREE ROOTS DURING SOIL
TILLAGE CAN SEVERELY DAMAGE OR KILL A TREE. TREES CAN ALSO BE
SOIL AMENDMENTS SUFFOCATED BY DEEPLY COVERING THE ROOTS WITH SOIL. IF ADDITIONAL SOIL IS
FOLLOW RECOMMENDATIONS OF SOIL TEST OR APPLY 2000 LB/ACRE GROUND NECESSARY AT A TREE BASE, CONSTRUCT A "TREE WELL."
AGRICULTURAL LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER. INCREASE FERTILIZER
RATE TO 1000 LB/ACRE IN THE FALL. REPLACE THE TOPSOIL: ONCE THE SUBSURFACE IS ESTABLISHED, RETURN THE
MULCH TOPSOIL AND SPREAD UNIFORMLY OVER THE ENTIRE AREA. ALLOW FOR AT LEAST
APPLY 4000-5000 LB/ACRE GRAIN STRAW OR EQUIVALENT COVER OR ANOTHER SUITABLE 6 TO 8 INCHES OF DEPTH AFTER THE SOIL HAS SETTLED. THIS MEANS PLACING
MULCHING MATERIAL. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ABOUT 8 TO 10 INCHES OF TOPSOIL OVER THE SUBSURFACE. IMPROVE THE SOIL BY
ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A ADDING ORGANIC MATTER. THIS IMPROVES WATER RETENTION IN SANDY SOILS
MULCH ANCHORING TOOL. AND DRAINAGE IN CLAY SOILS AND REDUCES FERTILIZER LEACHING.
3
C904
4
C904
CLEANOUT
ICK, 12" DIA.
APRON
PAVING SUB -PAVING
- GRAVEL BASE
COMPACTED OR
UNDISTURBED SO
iICK, 24"x24"
C.APRON
COMPACTED OR
UNDISTURBED SOIL
PAVED AREAS PAVED AREAS
(2-WAY CLEANOUT)
OJOSAM SERIES 58860-22 ACCESS COVER AND CLEANOUT WITH
TAPER THREAD BRONZE PLUG SERIES 58540-20 AND "SAN." ON
COVER (OR APPROVED EQUIVALENT).
OB NEENAH MODEL R-6660-DP LIGHT DUTY ACCESS COVER WITH
TWO (2) JOSAM SERIES 58190-22 CLEANOUTS WITH TAPER
THREAD BRONZE PLUG SERIES 58540-20 (OR APPROVED
EQUIVALENT).
EMERGENCY SPILLWAY
19
T _
�d�
GENERAL NOTES:
1. T=16'
2. B=10'
3. LINE WITH CLASS A RIPRAP.
PRECAST CONCRETE
POURED IN PLACE OF
CONCRETE COLLAR
SCH. 40 PVC CAP
LANDSCAPED AREAS
SCH. 40 PVC
-�N CARP
Z/
. ss ;
REVIEW
= 035736 =
/'i sr7/1/ C. CNo
08/24/2020
BREC: Pq.
O
G F ;
NCBELS#C-3448?
Z
�� ......••���P:
�'•. TN CARP o
W
z
W
m
DETAILS
PREPARED FOR:
TERAMORE DE'
PO BOX 6460
THOMASVILLE,
JELOPMENT, LLC
GA 31758
DATE: REVISIONS:
SHEET SIZE:
24"x36"
DATE:
06/15/2020
PROJECT NUMBER:
3160632019
DRAWN BY:
J.EDWARDS
APPROVED BY:
J.CHURCH
SCALE:
NTS (H)
00
SHEET:
C904
r
W
CJ�
W
w
0
0
Q
w
Q
0
W
W
W
m
v )
z
Q
J
J
U
U)
0
z
0
0
© COPYRIGHT 2020 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE -USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.

1
C905
STEP 1 - SITE PREPARATION
PREPARE SITE TO DESIGN PROFILE AND GRADE. REMOVE DEBRIS, ROCKS,
CLODS, ETC.. GROUND SURFACE SHOULD BE SMOOTH PRIOR TO
INSTALLATION TO ENSURE BLANKET REMAINS IN CONTACT WITH SLOPE.
STEP 2 - SEEDING
SEEDING OF SITE SHOULD BE CONDUCTED TO DESIGN REQUIREMENTS OR TO
FOLLOW LOCAL OR STATE SEEDING REQUIREMENTS AS NECESSARY.
STEP 3 - STAPLE SELECTION
AT A MINIMUM, 6" LONG BY 1" CROWN, 11 GAUGE STAPLES ARE TO BE USED TO
SECURE THE BLANKET TO THE GROUND SURFACE. INSTALLATION IN ROCKY,
SANDY OR OTHER LOOSE SOIL MAY REQUIRE LONGER STAPLES.
STEP 4 - EXCAVATE ANCHOR TRENCH AND SECURE BLANKET
EXCAVATE A TRENCH ALONG THE TOP OF THE CHANNEL SIDE SLOPES AND
THE UPSTREAM TERMINAL END OF THE CHANNEL TO SECURE THE EDGES OF
THE BLANKET. THE TRENCH SHOULD RUN ALONG THE LENGTH AND WIDTH OF
THE INSTALLATION, BE 6" WIDE AND 6" DEEP. STAPLE BLANKET ALONG
BOTTOM OF TRENCH, FILL WITH COMPACTED SOIL, OVERLAP BLANKET
TOWARDS TOE OF SLOPE AND SECURE WITH ROW OF STAPLES (SHOWN IN
FIGURES A, H, E AND F).
STEP 5 - SECURE BODY OF BLANKET
ROLL BLANKET DOWN SLOPE FROM ANCHOR TRENCH. STAPLE BODY OF
BLANKET FOLLOWING THE PATTERN SHOWN IN FIGURE D AND I. LEAVE END OF
BLANKET UNSTAPLED TO ALLOW FOR OVERLAP SHOWN IN FIGURE B. PLACE
DOWNSTREAM BLANKET UNDERNEATH UPSTREAM BLANKET TO FORM SHINGLE
PATTERN. STAPLE SEAM AS SHOWN IN FIGURE E. SECURE DOWNSTREAM
BLANKET WITH STAPLING PATTERN SHOWN IN FIGURE D AND I. STAPLING
PATTERN SHOWN IN FIGURE D AND I REFLECTS MINIMUM STAPLES TO BE
USED. MORE STAPLES MAY BE REQUIRED TO ENSURE BLANKET IS
SUFFICIENTLY SECURED TO RESIST MOWERS AND FOOT TRAFFIC AND TO
ENSURE BLANKET IS IN CONTACT WITH SOIL SURFACE OVER THE ENTIRE AREA
OF BLANKET. FURTHER, CRITICAL POINTS REQUIRE ADDITIONAL STAPLES.
CRITICAL POINTS ARE IDENTIFIED IN FIGURE G AND J.
STEP 6- CONTINUE ALONG SLOPE - COMPLETE INSTALLATION
OVERLAP ADJACENT BLANKETS AS SHOWN IN FIGURE C AND REPEAT STEP 5.
SECURE TOE OF SLOPE USING STAPLING PATTERN SHOWN IN FIGURE E.
SECURE EDGES OF INSTALLATION BY STAPLING AT 1.0' INTERVALS ALONG THE
TERMINAL EDGE.
MAINTENANCE NOTES:
1. INSPECT ROLLED EROSION CONTROL PRODUCTS AT LEAST WEEKLY AND
AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAIN FALL EVENT
REPAIR IMMEDIATELY.
2. GOOD CONTACT WIT THE GROUND MUST BE MAINTAINED, AND EROSION
MUST NOT OCCUR BENEATH THE RECP.
3. ANY AREAS OF THE RECP THAT ARE DAMAGED OR NOT IN CLOSE
CONTACT WITH THE GROUND SHALL BE REPAIRED AND STAPLED.
4. IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, THE
PROBLEM SHALL BE FIXED AND THE ERODED AREA PROTECTED.
5. MONITOR AND REPAIR THE RECP AS NECESSARY UNTIL GROUND COVER
IS ESTABLISHED.
4
C905
FIGURE F- PROFILE VIEW
STREA
TIMBER MUD MA'
4' FROM BANK
pp
f
ROLLED EROSION CONTROL MATTING INSTALLATION
FIGURE F
FIGURE A - BED INSTALLATION
BLANKET 3
BLANKET 2
FIGURE E
FIGURE B/
FIGURE E / •'' FIGURE C
BLANKET 3
=1GURE C / • ••
:'•r GROUND :'' •�Lf�7KET 1
�, • • SURFACE
,.
FIGURE B/
FIGURE E
GROUND
SURFACE
FIGURE F
FIGURE I
*SLOPE INSTALLATION - APPROXIMATELY 200 STAPLES PER ROLL (8' OR 4'
*BED INSTALLATION - APPROXIMATELY 300 STAPLES PER ROLL (8' M1 WIDTH) REQUIRED - WIDE BLANKET SHOWN
OR 4' WIDTH) REQUIRED - WIDE BLANKET SHOWN FIGURE E
8" 4" FIGURE H - SLOPE INSTALLATION
GROUND
SURFACE
FIGURE B - PROFILE VIEW
FLOW
�3"�
BLANKET 1 BLANKET 2
GROUND
SURFACE
FIGURE C - CROSS SECTION
VIEW
CREST OF CREST OF
SLOPE SLOPE
TOE OF SLOPE
f
w
FIGURE G- CRITICAL
POINTS - BED
INSTALLATION
TIMBER MUD MAT
SINGLE ROAD WIDTH
4' FROM BANK
X- DENOTES STAPLE
LOCATION
FIGURE D - PLAN VIEW- BED INSTALLATION
FIGURE I - PLAN VIEW - SLOPE
INSTALLATION
5
C905
�o
CLASS B RIPRAP
FLOW
8" _
1_x_ 1 x 1 -x- 1 -x- 1 -x- 1 -x-
4
1" -x_ 1" _x_ 1" _x_ 1"
FIGURE E- PLAN
VIEW
CRITICAL POINT
CRITICAL POINT
TERMINAL END
GROUND GROUND
SURFACE SURFACE
FIGURE J - CRITICAL POINT
SECURING - SLOPE INSTALLATION
ROCK PIPE INLET PROTECTION
RIPRAP
GENERALNOTES:
1.
CLEAR THE AREA OF ALL DEBRIS THAT MIGHT HINDER EXCAVATION AND DISPOSAL OF SPOIL.
2.
INSTALL THE CLASS B OR CLASS I RIPRAP IN A SEMI -CIRCLE AROUND THE PIPE INLET. THE STONE
SHOULD BE BUILT UP HIGH ON EACH END WHERE IT TIES INTO THE EMBANKMENT. THE MINIMUM
CREST WIDTH OF THE RIPRAP SHOULD BE 3 FEET, WITH A MINIMUM BOTTOM WIDTH OF 11 FEET. THE
MINIMUM HEIGHT SHOULD BE 2 FEET, BUT ALSO 1 FOOT LOWER THAN THE SHOULDER OF THE
EMBANKMENT OR DIVERSION.
3.
A 1 FOOT THICK LAYER OF NCDOT #5 OR #57 STONE SHOULD BE PLACED ON THE OUTSIDE SLOPE OF
ROUND
THE RIPRAP.
4.
THE SEDIMENT STORAGE AREA SHOULD BE EXCAVATED AROUND THE OUTSIDE OF THE STONE
HORSESHOE 18 INCHES BELOW NATURAL GRADE.
5.
WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, FILL DEPRESSION AND
ESTABLISH FINAL GRADING ELEVATIONS, COMPACT AREA PROPERLY, AND STABILIZE WITH GROUND
COVER.
PIPE INVERT, 36" MAINTENANCE NOTES:
PIPE MAX
1.
INSPECT ROCK PIPE INLET PROTECTION AT LEAST WEEKLY AND AFTER SIGNIFICANT (1/2 INCH OR
GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE
SEDIMENT STORAGE AREA TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACUMULATED
TO ONE-HALF THE DESIGN DEPTH OF TH TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN THE
DESIGNATED DISPOSALAREAAND REPLACE THE CONTAMINATED PART OF THE GRAVEL FACING.
2.
CHECK THE STRUCTURE FOR DAMAGE. ANY RIPRAP DISPLACED FROM THE STONE HORSESHOE
MUST BE REPLACED.
3.
AFTER ALL THE SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED REMOVE THE
STRUCTURE AND ALL THE UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE
C
ADJOINING AREAS AND PROVIDE PERMANENT GROUND COVER.
WASHED STONE
o�
�v
NC DOT #5 OR #57
WASHED STONE
U&I
NATURAL GROUND
RIPRAP HEADWALL, 1' MIN
HEIGHT FROM ROAD SHOULDER
�13'�
2'
/ =' I
IklPE RT
CLASS B RIPRAP
z
C905
TEMPORARY CLEAN WATER DIVERSION
2' MIN
STEEP CUT
OR FILL SLOPE +,.:�_:•,�:;._-
6" FREEBOARD
h
�I 2:1 SLOPE
(MAXIMUM)
I I B
GENERAL NOTES:
1. h=
2. B=
3. PLEASE REFER TO NCESCPDM SECTION #6.21
FOR ADDITIONAL DESIGN SPECIFICATIONS
REGARDING DIVERSIONS.
ABOVE GROUND CONCRETE WASHOUT.
A
PLAN
CLEARLY MARKED
CONCRETE SIGNAGE NOTING
WASHOUT DEVICE (18" X 24" MIN.)
6"
SANDBAGS (TYP.)
OR STAPLES
HIGH COHESIVE &
LOW FILTRATION
SOIL BERM
SILT FENCE
SANDBAGS (TYP.)
OR STAPLES
10 MIL PLASTIC
LINING (ALL SIDES) 1' FREEBOARD
� 1:1 SIDE SLOPE
(TYP.)
3' MIN.
SECTION A -A
NOTES:
1. ACTUAL LOCATION DETERMINED IN FIELD.
2. THE CONCRETE WASHOUT STRUCTURES SHALL BE
MAINTAINED WHEN THE LIQUID AND/OR SOLID
REACHES 75% OF THE STRUCTURES CAPACITY TO
PROVIDE ADEQUATE HOLDING CAPACITY WITH A
MINIMUM 12 INCHES OF FREEBOARD.
3. CONCRETE WASHOUT STRUCTURE NEEDS TO BE
CLEARLY MARKED WITH SIGNAGE NOTING DEVICE.
CARD'%'�
Qom''
REVIEW
035736 =
��vGs;•�NGINE��''G� �,
C. CNJ�
08/24/2020
BREC: Pq.
p0
O� �T •% Z
NCBELS#C-3448?
0.
�'•. CARD
08644401,4
W
z
W
DETAILS
PREPARED FOR:
TERAMORE DE'
PO BOX 6460
THOMASVILLE,
fl
z
CV
Z �
w w
C) �
0
cn
JELOPMENT, LLC
GA 31758
DATE: REVISIONS:
SHEET SIZE:
24°X36"
DATE:
06/15/2020
PROJECT NUMBER:
3160632019
DRAWN BY:
J.EDWARDS
APPROVED BY:
J.CHURCH
SCALE:
NTS (H)
(V)
SHEET:
C905
© COPYRIGHT 2020 BY BREC, P.A., ALL RIGHTS RESERVED. THIS PLAN MAY NOT BE RE -USED, SOLD, LOANED, OR GIVEN TO OTHERS. REPRODUCTION OR PHOTOCOPYING OF THIS PLAN WITHOUT THE WRITTEN CONSENT OF BREC, P.A. IS PROHIBITED AND IS A VIOLATION OF FEDERAL COPYRIGHT LAWS, PUNISHABLE BY FINES UP TO $100,000 PER OFFENSE.