SW4160801_HISTORICAL FILE_20160815

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW�l/f�''(�%
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

TRIANGLE
S I T E D E S I G N
Transmittal
4004 Barrett Drive, Suite 101
Raleigh, North Carolina, 27609
TEL [phone]
Date: August 15, 2016 Job Number: 004116
Project Name: Dollar General — Graham
To: NCDEQ —Winston Salem Regional Office
Stormwater
450 Hanes Mill Road Suite 300
Winston Salem NC 27105
336-779-9800
We are sending these by
❑ U.S. Mail
❑ Other
We are sending you
❑ Attached
❑ Shop drawings
❑ Other
0
❑ Hand Delivery
❑ Under separate cover via the following items:
® Prints/Plans ❑ Samples ❑ Specifications ❑ Change Orders
Cnninv nnCv At,, nnvrrinrinn
2
Civil Site Drawings
2
Stormwater Permit Application Form
I
Stormwater Fee ($505.00)
1
Agreement for Purchase and Sale of Real Property & Current
roperoperty Deed
I
Limited Liability Company Annual Report
I
Operation & Maintenance Agreement (I infiltration)
I
Calculations
I
Design Supplement
These are transmitted as checked below
❑ For your use ❑ Approved as submitted ❑ Resubmit ❑ Copies for approval
❑ As requested ❑ Approved as noted ❑ Submit ❑ Copies for distribution
® For review and comment ❑ Returned for corrections ❑ Return ❑ Corrected prints
Remarks:
Copy to: Signed: ZellO �-0O
ody Clawson

CommerclalAl/lance
RentroR"' Notth Carolina Associatlon
ofREALTORS®
AGREEMENT FOR PURCHASE AND SALE OF REAL PROPER'1'V
THIS AGREEMENT, including any and all addenda attached hereto ("Agreement"), is by and between
Glandon Forest Equity LLC
a(n) North Carolina Limited Liability Co ("Buyer"), and
(individual or State of formation and type of entity)
Kenneth Dean and Rebeaoa Ann Stafford
a(n) individual (s)
(individual or State of formation and type of entity)
FOR AND IN CONSIDERATION OF THE MUTUAL PROMISES SET FORTH HEREIN AND OTHER GOOD AND VALUABLE
CONSIDERATION, THE RECEIPT AND SUFFICIENCY OF WHICH ARE HEREBY ACKNOWLEDGED, THE PARTIES
HERETO AGREE AS FOLLOWS:
Section 1. Terms and Definitions: The terms listed below shall have the respective meaning given them as set forth adjacent to each
term.
(a) "Property": (Address) 117 Southern High School Road; see Exhibit A
Plat Reference: Lot(s) 19 , Block or Section 5 , as shown on Plat Book or Slide
at Page(s) Alsmanca County, consisting of 4.561 acres.
[a If this box is checked. "Property" shall mean that property described on Exhibit A attached hereto and incorporated
herewith by reference,
(For information purposes: (i) the tax parcel number of the Property is: PID 142891; GPIN 88823181.50
and, (Li) some or all of the Property, consisting of approximately 4.561 acres, is described in Deed Book
0229 ,Page No. 0058 Alamange County.)
together with all buifdin improvements thereon and all fixtures and appurtenances thereto and ale nal pro arty, if any,
itemized on Exhibit A. (t`l'fl Y_ it.l ��� /�
1'1 o rT (/V
$ ,1,61T, 000. 00 (b) " Pu rchmm Price" shall mean the sum of One HundredS= housand
Dollars,
payable on rliejollowing renrtsr
$. 1,000.00 (1) "Earnast Money" shall mead Ono Thousand Dollars
or terms as follows:
Upon this Agreement becoming a contract In accordance with Section 14, the Earnest Money shall be
promptly deposited in escrow with Weathers000n S Voltz LLP Trnet Ao❑ount (name of
person/entity with whom deposited), to be applied as part payment of the Purchase Price of the Property at
Closing, or disbursed as agreed upon under the provisions of Section 10 herein,
Page 1 of 8
This form jointly approved by: STANDARD FORM 580-T
North Carolina Bar Association Revised 7/2013
REpL Oft° North Carotin latlon of REALTORS®, In a n
®7/2015
Buyer Initials Seller luitia
rri:tlxar M,ad+�npoaxfieiHwlag, cvnis rna�:o>oxeoaeei r.�a?pW."s oo",saamh—
\ rasma, s PIOU"cod xilh zlp$,rt/ID by 11pL Od 100)e FXlenn Win Road Fraser, Mlal u,,40M uu+v.n kaorn

LIMITED LIABILITY COMPANY ANNUAL REPORT
NAME OF LIMITED LIABILITY COMPANY: Glandon Forest Equity, LLC
SECRETARY OF STATE ID NUMBER: OB51022 STATE OF FORMATION: NC
REPORT FOR THE YEAR: 2016
1. NAME OF REGISTERED AGENT: Hepps, Sherri
2. SIGNATURE OF THE NEW REGISTERED AGENT:
3. REGISTERED OFFICE STREET ADDRESS & COUNTY
E•Filed Annual Report
0851022
CA201609601376
4/5120'16 11:00
Changes
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
4. REGISTERED OFFICE MAILING ADDRESS
3825 Barrett Drive, Suite 100 3825 Barrett Drive, Suite 100
Raleigh, NC 27609-7221 Wake County Raleigh, NC 27609-7221
1. DESCRIPTION OF NATURE OF BUSINESS: Real Estate
2. PRINCIPAL OFFICE PHONE NUMBER: [phone]
4. PRINCIPAL OFFICE STREET ADDRESS & COUNTY
3. PRINCIPAL OFFICE EMAIL: Privacy Redaction
5. PRINCIPAL OFFICE MAILING ADDRESS
3825 Barrett Drive, Suite 100 3825 Barrett Drive, Suite 100
Raleigh, NC 27609-7221 Raleigh, NC 27609-7221
SECTION C: COMPANY OFFICIALS (Enter additional Company Officials In Section E.)
NAME: George T. Blames Jr. NAME:
TITLE: Member
ADDRESS
3825 Barrett Drive, Suite 100
Raleigh, NC 27609
TITLE:
ADDRESS:
:L•L51=111
TITLE:
ADDRESS:
SECTION D: CERTIFICATION OF ANNUAL REPORT, Section D must be completed in its entirety by a person/business entity.
George T. Eames Jr., by Sherri Hepps - Office Manage
SIGNATURE
Form must be signed by a Company Offiolal listed under Section C of this form.
George T. Barnes Jr., by Sherri Hepps - Office Manage
Print or Type Name of Company Official
4/5/2016
Member
DATE
Print or Type The Tilde of the Company Official
This Annual Report has been filed electronically.
MAIL TO: Secretary of State, Corporations Division, Post Office Box 29526, Raleigh, NC 27626-0525

.. a efYaaeC1AL v¢v—AUNwxee "'orry
IFwamr • 4MIen
I
STATE OF NORTH CAROLINA, Alamance County.
This Dead , mesa this the llth day of Oo to bar ips 4 , by and
eelw«a JOHN CLIFFORD COAT.F and wife, DDROTHY GOBLE, ,
al Alamenoe County. North Carolina, part ion of IDe enl atrt, and
JOHN HALDEAN STAFFORD and wife, PEGGY .CRIPPCHFTFTn STAFFORD,
of Alainance County. North Carolina, part lea of the —rat and.
WITNF,SSETN:
Thal the sold port 1e8 of the Ant pert, in consideration of tl,e hum of
Tan (at10.00) Dollars and other good and valuable considerations
in thOinpila by the said part ins of the Second pen, the receipt of which if hereby achnowledead, have bagnined
and said. and by there preaenb do bargain, sell and canary In the sold part See of the second pan, and their
heirs and avigm, all of the following described teat property, to wit:
That certain tract or pareel of lend In Albright Townahlp. Alanan¢ County, North Catviim, adfottens
the land of Glenn Hobby, E.H. Coble, Mt. Harmon to Bellmont, and others,
and bounded and described as follows:
BEGINNING at an iron atake at the west edge of cement on North
Carolina Highway No. 87, corner with Glenn Hobby and mooing
• thence S. le W. with sold road 250 feet to the middle of Belmont
Road at the point of intersection with said Highway 87, a writer
at an iron stake; thence with said Belmont Road S. BOa M. 641
feet to an iron stake• corner, with Estate of W.F.R. Clapp and
E.H. Coble; thence N. 4° E. 391 feet -to an Iron stake, corner
with Glenn Hobby; thence with said Hobby's line S. S41 E. 610
feet to the beginning and containing 4.6 acres, more or lane, as
per survey by E.P. Dixon. April 3, 1947.
i
:Ionumantary:
S6.o5
• x x x
1

Storm Vater dam' Erosion Control Design
Calculations
August 15, 2016
Dollar General Development
Southern High School Road
Graham
Alamance County, NC
Prepared for:
Glandon Forest lquity, LLC
3825 Barrett Drive, Suite 100
Raleigh, NC 27609
[phone]
Prepared by:
"Triangle Site Design, PLLC
4004 Barrett Drive, Suite 101
Raleigh, NC 27609
[phone]
License#P-0619
TRIANGLE
NS I T E D E S I G N

TABU OF CONTENTS
OVERVIEW
STORMWATER NARRATIVE
FIGURES
SOILS SURVEY & SOIL INFORMATION
SHWi DETERMINATION
USGS TOPOGRAPHIC MAP
'FEMA FIRM MAP .
DRAINAGE AREA MAPS
WATER QUAN'I'ITY/QUALITY
BIO-RETENTION POND CALCULATIONS
NCDENR DWQ BMP SUPPLEMENT
CN VALUES
POND SUMMARY
PRE -DEVELOPMENT HYDROGRAPHS
POST -DEVELOPMENT HYDROGRAPHS
TIME VS. VOLUME (STORAGE)
TIME VS. ELEVATION (STAGE)
ELEVATION -VOLUME -FLOW SUMMARY
POND OUTLET/STRUCTURE SUMMARY
EROSION CONTROL CALCULATIONS
RIP -RAP APRON
TEMPORARY GRASS CHANNEL
SKIMMER BASIN

OVERVIEW
Background
This report contains the storm water and erosion control calculations for the proposed Dollar General
retail development. 11ie project site is located at the intersection of Southern High School Road and NC
Huy 87. The project consists of 1.49 acres, after property subdivision, and will be developed as a Dollar
General retail store. Approximately 1.6 acres will be disturbed as part of the construction of the site
improvements and off -site roadway improvements. The existing site consists of a 1 story brick residential
structure and shelter with associated driveway, open space and is wooded as well. The proposed Dollar
General will have a net increase in impervious area 0.73 acres.
There are no existing stream or wetland features within the proposed development area.
The entire property is located outside of special flood hazard zones per the FEMA flood insurance
program.
The proposed storm water management facility (bio-retention pond) outlined in this report has been
designed to treat 1.1 acres of the site. The overall proposed impervious area for the site is 36,791sf
(57.0% impervious). Approximately 0.04 acres of impervious will bypass the bio-retention pond due to
the proposed site grade. The site storm water management pond is designed to treat a 1.0" design storm
and 85% TSS.
Erosion control measures have been designed in accordance with the Alamance County and NCDEQ
erosion control standards and regulations to minimize sediment laden runoff from exiting the site. Silt
fence will be installed along the low sides of the site prior to construction. The construction entrance will
be installed prior to construction commencing. Inlet protection will be installed around all existing inlets
and will be utilized for the proposed curb inlets and drop inlets. A skimmer basin will be utilized to filter
accumulated sediment laden runoff prior to leaving the site. Accumulated sediment within the project
site will need to be removed and the pond constructed to final design conditions prior to final acceptance
of the project.
The Alamance County Soils Survey indicates that Herndon and Georgeville silt loam soil are present on
die site.
Site Stabilization
After final grading is completed, permanent vegetation shall be applied in accordance with the seeding
requirements and landscape plan for this site.

Stormwater Analysis
Storm water runoff from the developed areas of the site will be treated within a bio-retention pond. The
pond has been designed to treat a drainage area of 1.1 acres. The site grading and storm drainage pipe
systems are used to divert storm water runoff from die developed areas of dne site to the bio-retention .
pond.
Water Quantity
Post -development peak flows from the site will not exceed pre -development flows for the 2-year or 10-
year storm events. The bio-retention pond is designed for the 1.0" storm and 85% TSS. The pond will
utilize infiltration with a concrete riser structure with a low flow intermediate weir and an emergency
spillway to reduce peak flows. Please reference the Water Quantity section of this report for details
regarding drainage areas and stormwater routing.
Water Quality
For water quality purposes the site is designed so that storm water runoff is treated in a bio-retention
BMP pond. The proposed pond will provide 85% removal of Total Suspended Solids (TSS) as well as
nutrient removal benefits.
Methods
The stormwater conveyance system was analyzed using "HydraElow, Storm Sewers" and "Hydraflow
Hydrographs" computer software program.

t.
HdB.

Hydrologic Soil Group—Alamance County, North Carolina
MAP LEGEND
MAP INFORMATION
Area of Interest (Ao0
p
C
The soil surveys that comprise your AOI were mapped at 1:20,000.
Area of Interest (AOp
-0
CID
Waming: Soil Map may not be valid at this scale.
Soils
Soil Rating Polygons
13
D
_
Enlargement of maps beyond the scale of mapping can cause
A
p
Not rated or not available
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
•vn
AID
Water Features
soils that could have been shown at a more detailed scale.
^ .
Streams and Canals
O
Transportation
Please rely on the bar scale on each map sheet for map
Q
BID
f-44
Rails
measurements.
C
ti
Interstate Highways
Source of Map: Natural Resources Conservation Service
.(]
Web Soil Survey URL: http:llwebsoilsuwey.nres.usda.gov
CID.
ry
US Routes
Coordinate System: Web Mercator (EPSG:3857)
D
x
Major Roads
Maps from the Web Soil Survey are based on the Web Mercator
0
Not rated or not available
Local Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Soil Rating Lines
Background
Albers equal-area conic projection, should be used if more accurate
^�
A
®
Aerial Photography
Calculations of distance or area are required.
..�
AID
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
N,
B
,-✓
BID
-
Soil Survey Area: Alamance County, North Carolina
Survey Area Data: Version 12, Sep 12, 2015
.v
C
Soil map units are labeled (as space allows) for map scales 1:50,000
.v
CID
or larger.
•'✓
D
Date(s) aerial images were photographed: Feb l 1, 2011—Mar 3, .
•<•
Not rated or not available
2011
Sol] Rating Points
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
©
A
imagery displayed on these maps. As a result, some minor shifting
p
AID
of map unit boundaries may be evident.
B
B
BID '
USDA Natural Resources Web Soil Survey. - 7127/2016
21111111111 Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Alamance County, North Carolina
Hydrologic Soil Group
-g. Su maryLby Map Unit ,x Alamance County'North Carolna (NC001)f�',z
i,`ir R Hydrologic .�;
Soil'Grou vxr'ti
sym6oly�i
�'vvMap neme��1N'.
�t?�p��y
��3
A,��1Peicent of AOlxi
!���Map unit
unit
nrr,��;,�'Ratin9�',�yr
,,t_Acres'In1AOIF��,r�
GaB
Georgeville sill loam, 2 to
B
0.9
23.1 %
6 percent slopes
HdB
Hemdon sill loam, 2 to 6
B
3.0
76.7%
percent slopes
Sib
Starr loam, 2 to 6 percent
B
0.0
0.1 %
slopes, occasionally
flooded
Totals for Area of Interest
3.9
100.0
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long -duration storms.
The soils in the United States are assigned to four groups (A, B. C, and D) and
three dual classes (AID, BID, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff. potential) when
thoroughly wet: These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (AID, BID, or CID), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
USDA Natural Resources Web Soil Survey 7/27/2016
+ 0 conservation Service National Cooperative Soil Survey Page 3 of 4

Soil & Environmental Consultants, PA
8412 FAA of Ntvsc Road, tiuilc 104, Itxlcgfi, \C ?7(+I j • Phnnc: (917) fHG-S xKt • Faa: (919) ai6-9467
smdtrxom
May 12, 2016
Job # 12857.S I
Glandon Forest Equity, LLC
Attn: George Barnes
3825 Barrett Drive, Suite 100
Raleigh, NC 27609
Re: Soils evaluation for the proposed stormwater BMP at the NC Highway 87 Dollar General,
Alamance County, Burlington, NC
Dear Mr. Barnes:
Soil & Environmental Consultants, PA (S&EC) performed a detailed soil boring within the
vicinity of the proposed stonnwater BMP to provide applicable soil morphological data. As
indicated on the attached map, the soil boring was performed at the specified location to a
depth of 10 feet from the existing ground surface. The following is a brief report of the
methods utilized in this evaluation and the results obtained.
Soil/Site Evaluation Methodoloev
The site evaluation was performed by advancing one hand auger boring to a depth of 10 feet
from top of ground. Soil morphological conditions were described at this location using
standard techniques outlined in the "Field Book for Describing and Sampling Soils, Version
3" published by the Natural Resources Conservation Service (MRCS, 2012).
Soil/Site Conditions l�
This site is located in the Slate Belt geological region of Alamance County. Field
investigation revealed that the soil at the specified boring location was most similar to the
Georgeville soil series. Georgeville soils are considered well drained with very deep, red
clay -textured subsoil. According to the data collected, depth to seasonal high water table
(SHWT) was observed at 82" from top of ground. S&EC did not encounter any signs of an
actual water table (free standing water) within 10 feet from the soil surface. A soil profile
description is provided below for SB-I.

Depths
Horizon
Texture
Structure
Matrix
Mottle
Other notes
Color
Colors
0-1"
A
Clay Loam
Sub -angular
2.51 R 4/4
Block
1"-28"
B(l
Clay
Sub -angular
2.51'R4/6
-
-
Block
28"-38"
Bt2
Silly Clay
Sub -angular
5)'R 4/6
Loam
Blocky
1
38"-58"
BC
Silty Clay
Sub -angular
5YR 4/6
YcIlow:s,
Loam/Clay
Blocky/Angular
Reds
Loam
Block
58"-76"
Cl
Clay
Saprolite
7.5YR 5/8
Yellows,
Lightly
LoamfLoam
Reds,
colored
Browns
pieces of
weathered
rock
76"-96"
C2
Loam
Saprolite
7.5YR5/6
Yellows,
SHMT
Reds,
82"; Pieces
Browns,
of Slate.
Grays
Lightly
colored
pieces of
weathered
rock
96"-120"
C3
Clay
Saprolite
7.5YR 5/6
fellows,
Lightly
Loanr/toam
Reds,
colored
Browne,
pieces of
Grays
weathered
rock
Soil & Environmental Consultants, PA is pleased to be of service in this matter and we look
forward to assisting in the successful completion of the project. If requested, S&EC can meet
on -site with NC-DWR to discuss our findings. Please feel free to call with any questions or
comments.
Sincerely,
Soil & En
SOIL
o J 0
2k
Ln
PA
�m
Don 109'. Cary Connell
NC Li __, I>itt�Soil Scientist in Training
Page 2 of 2

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GRID NORTH
MAP SCALE 1" = 500' (1 : 6,000)
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EFFECTIVE DATE MAP NUMBER
4+ .:h J jj SEPTEMBER 6, 2006 3710888200J
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State of North Carolina
Federal Emergency M.vlagement Agency
7s=2a•59•• JOINS PANEL 8661
1 882 500 FEET This Is an extracted
u copy of a Opd In of me amap red, netea tend map. a
545°0e N was amendments
using h IT mayOn-IJne. This map does ter patent the
datechano s
or em¢ndmeMs we l at may bane been made sues¢Pueti to me date on the
Pro deck. Far tare latest product Information about .. art al Flood Insurance
_ Pro9rom hood maps cheek the FEMA Flood Map Store et w.wemsafcme.90
PM

10000
I
ROAD CLASSIFICATION .
Expressway .--��;
Loral Connector
•NORTH
rAROLIN
Secondary Hwy
Lorat Road
-
Ramp
4WD — — — — —
Interstate Route
0 US Route O State Route
QUADRANGLE LOCATION
1 Ossipee
1 2 3 2 lake Burlington
3 Burlington NE
4 5 4 Gibsonville
5 Mebane
6 Kimesville
K6 7 8 7 Snow Camp
B Saxapahaw
ADJOINING QUADRANGLES
BURLINGTON, NC
2016
8
8
18
3
3(

cgfrciiin
Surface Water Classifications:
Stream Index:
Stream Name:
Description:
Classification:
Date of Gass.:
River Basin:
What does this
Class. mean?
Loorn to
fff/ t L
0
` 1
S
I,.
16-19-(4.5)
Big Alamance Creek
(Alamance Creek)
From Lake
Mackintosh dam to
Haw River
WS-V;NSW
August 10, 2009
Cape Fear
More info
wth•.v ick
off coufw

NOAA Atlas 14, Volume 2, Version 3
Location name: Graham, North Carolina, US`
@ - Latitude: 36.00320, Longitude:-79.3935"
Elevation: 608 W }
source: Google Maps°4,,,,',,.✓`
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekte, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF Graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average
recurrence interval (years)
Duration
1
2
5
10
25
��-���
50
100
200
500
1000
0.395
0.468
0.544
0.594
0.648
0.681
0.710
0.732
0.753
0.766
5-min
(0.360-0.432)
(0.428.0.513)
(0.497-0.595)
(0.542-0.649)
(0.588-0.707)
(0.616-0.744)
(0.640-0.776)
(0.656-0.801)
(0.669-0.824)
(0.675-0.838)
0.630
0.749
0.872
0.950
1.03
1.08
7.13
1.16
1.19
121
10�t11n
E�
(0.576-0.690)
(0.685-0.821)
(0.796-0.953)
(0.867-1.04)
(0.937-1.13)
(0.981-1.18)
1 (1.02-1.23)
1 (1.04-1.27)
1 (1.06-1.30)
(1.06-1.32)
0.788
0.942
1.10
120
1.31
1.37
1A3
1.46
1.50
1.51
15Krtin
(0.720-0.862)
(0.861-1.03)
1 (1.01-1.21)
1 (1.10-1.31)
1 (1.19-1.43)
1 (1.24-1.50)
1 (1.28-1.56)
(1.31-1.60)
(1.33-1.64)
(1.33-1.66)
1.08
1.30
1.57
1.74
1.94
2.07
2.19
2.28
2.39
2.45
30{tlln
(0.986-1.18)
1 (1.19-1.43)
1 (1.43-1.71)
1 (1.59-1.90)
1 (1.76-2.12)
1 (1.87-2.26)
1 (1.97-2.39)
(2.04-2.49)
(2.12-2.61)
(2.16-2.68)
1.35
F 1.63
F2.01
F 2.27
F 2.58
F 2.80
F 3.01
F 320
F 3.42
F 3.68
60y11in
(1.23.1.47)
1 (1.49-1.79)
1 (1.83-2.20)
1 (2.07-2.48)
1 (2.34-2.82)
1 (2.54-3.06)
1 (2.71-3.29)
1 (2.87-3.50)
1 (3.04-3.75)
1 (3.15-3.92)
1.59
1.93
2.39
2.72
3.14
3.45
. 3.75
4.04
4A0
4.66
2-hr
(1.46-1.74)
(1.762.10)
(2.19.2.61)
(2.48-2.97)
(2.85-3.42)
(3.11-3.76)
(3.36-4.08)
(3.59-4.39)
(3.87-4.78)
(4.06-5.08)
1.70
2.08
2.56
2.92
F 3.39
F 3.73
4.07
4.40
4.82
5.13
3-hr
(1.56-1.85)
1 (1.90-2.24)
(2.35-2.78) 11
(2.68-3.17)
1 (3.08-3.67)
1 (3.38.4.04)
(3.66-4.41)
(3.92-4.76)
(4.24-5.21)
(4.47-5.56)
2.08
2.49
3.09
3.54
4.15
4.61
5.08
5.54
6A6
6.63
6-hr
(1.90-2.25)
(2.30-2.71)
(2.65-3.36)
1 (3.25-3.85)
1 (3.78-4.49)
1 (4.17-4.99)
1 (4.56-5.48)
(4.92.5.98)
(5.39-6.65)
(5.73-7.17)
��r
2A5
2.96
3.69
427
5.05
5.67
6.32
6.98
7.89
8.61
12a1r
F1 2
(2.26-2.67)
(2.73-3.23)
(3.40-4.03)
1 (3.91-4.64)
1 (4.59-5.47)
(5.12-6.13)
(5.64-6.80)
(6.16-7.50)
(6.83-8.49)
(7.33-9.27)
2.88
3A7
4.33
4.99
5.88
6.59
7.30
8.04
9.04
9.82
24-hr
(2.69-3.08)
1 (3.25-3.72)
1 (4.04-4.63)
1 (4.65.5.34)
1 (5.46-6.31)
(6.10-7.07)
(6.73-7.86)
(7.39-8.66)
(81S-9.77)
(8.93-10.6)
3.35
4.04
4.99
5.71
6.67
7.42
8.17
8.94
9.97
10.8
2ilay
(3.15-3.59)
1 (3.78-4.33)
1 (4.68-5.34)
1 (5.33-6.12)
1 (6.21-7.15)
1 (6.88-7.97)
1 (7.56-8.80)
1 (8.23-9.65)
1 (9.13-10.8)
1 (9.83-11.7)
3.55
426
525
6.00
7.02
7.81
8.61
9.43
10.5
11.4
3day
(3.33-3.80)
(4.00-4.56)
(4.92-5.61)
(5.61-6.42)
(6.54-7.52)
(7.25.8.38)
(7.96-9.27)
(8.69.10.2)
(9.65-11.4)
(10.4-12.4)
3.74
T 4AB
5.51
6.30
F 7.37
F 8.20
F 9.06
9.92
11.1
12.0
4-day
(3.51-4.00)
1 (4.21-4.79)
(5.16-5.88)
(5.89-6.73)
(6.86-7.89)
(7.61-8.79)
(8.37-9.73)
(9.14.10.7)
(10.2-12.0)
(11.0-13.1)
429
5.11
6.19
7.04
8.19
9.10
10.0
11.0
12.2
132
r7day
j (4.04-4.56)
1 (4.82-5.44)
(5.83.6.59)
(6.62-7.49)
(7.68-8.73)
(8.51-9.72)
(9.33-10.7)
(10.2-11.8)
(11.3-13.2)
(12.1-14.3)
4.86
5.77
6.92
9.04
10.0
11.0
11.9
13.3
14a
10dey
(4.59.5.17)
1 (5.46-6.14)
(6.54-7.37)
.7.83
(7.38-8.33)
(8.49.9.64)
(9.35-10.7)
(10.2-11.7)
(11.1-12.8)
(12.3-14.3)
(13.1-15.5)
6.49
7.66
9.04
102
11.7
12.9
14.1
15.3
17.0
18.3
20-day
( 614-687)
( 725-8.09)
(8.55-9.55)
(9.59.10.7)
(11.0-12.4)
(12.1-13.7)
( 13.1-15.0)
1 (14.2.16.3)
1 (15.7-18.2)
(16.8-19.7)
8.04 7F
9.47
11.0
F 122
F 13.7
14.9
F 16.1
F 17.3
F 18.9
20.1
30day
(7.66-8.48)
(9.00.9.95)
(10.4-11.5)
(11.5-12.8)
1 (13.0-14.4)
(14.1-15.7)
1 (15.2-17.0)
1 (16.2-18.3)
1 (17.6-20.1)
(18.7-21.5)
10.2
11.9
13.7
15.0
F 16
F '19.5
F 20.8
F 22.8
23.9
45-0ay
(9.73-10.7)
(11.4-12.5)
(13.0.14.3)
(14.3-15.7)
1 (15.9.17.6)
(17.2-19.1)
1 (18.4-20.5)
1 (19.6-22.0)
1 (21.1-23.9)
(22.3-25.4)
12.3
14.3
16.1
17.5
99.3
20.6
21.9
23.2
24.8
26.0
60day
(11.7-12.8)
(13.7-14.9)
(15.4-16.8)
(16.7-18.3)
(18.4-20.2)
(19.7-21.6)
(20.8-23.0)
(22.0-24.4)
(23.4-26.2)
(24.5-27.5)
1 Precipitation frequency (PFI estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF es0mates at lower and upper bounds of the 90% confidence Interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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Permit Number:
(to be provided by DWQ)
I
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Pad III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name
Dollar General - Graham
Contact name
Matt Lowder, PE
Phone number
919-333-5729
Dale
August 15, 2016
Drainage area number
Bio-Retention Pond
Site Characteristics
Drainage area
47,916 ft'
Impervious area
36,791 ft2
Percent impervious
76.8% %
Design rainfall depth
1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required?
Y (Y or N)
1-yr, 24-hr runoff depth .
2.88 in
1-yr, 24-hr intensity
in/hr
Pre -development 1-yr, 24-hr peak flow
0.618 ft'/sec
Post -development 1-yr, 24-hr peak flow
3.416 ft'/sec
Pre/Post 1-yr, 24-hr peak control
2.798 it"/sec
Storage Volume: Non -SA Waters
Minimum volume required
2,813.0 113
Volume provided
2,920.0 ft'
OK
Storage Volume: SA Waters
1.5' runoff volume
It
Pre -development 1-yr, 24-hr runoff
it'
Post -development 1-yr, 24-hr runoff
ft3
Minimum volume required
0 ft3
Volume provided -
ft'
Cell Dimensions
Ponding depth of water
12 inches.
OK
Pending depth of water
1.00 ft
Surface area of the top of the bioretenlion cell
' 2,920.0 112
OK
Length:
90 ft
OK
Width:
40 ft.
OK
-or- Radius
If
Media and Soils Summary
-
DrawdDWn time. ponded volume
6 hr
OK
Drawdown time, to 24 inches below surface
12 hr
OK
Drawdown time, total:
18 hr
.
In -situ soil:
Soil permeability
0.50 inlhr
Insufficient. Increase infiltration rate or include underdrains.
Planting media soil:
_
Soil permeability
2.00 inmr
OK
Soil composition -
% Sand (by volume)
87%
OK
°/a Fines (by volume)
8%
OK - -
Organic (by volume)
5%
OK
Total: 100%
Phosphorus Index (P-Index) of media
10 (unitless)
OK
Form SW401-Bioretenlion-Rev.8
June 25, 2010
Parts I and II. Design Summary, Page 1 or 2

Permit
Basin Elevations
(to be provided by D WQ)
Temporary pool elevation
608.00 fmsl
Type of bioretention cell (answer 'Y" to only one of the two
following questions):
Is this a grassed cell?
Y
(Y or N)
OK
Is this a cell with trees/shrubs?
N
(Y or N)
Planting elevation (top of the mulch or grass sod layer)
607 fmsl
Depth of mulch
inches
Bottom of the planting media soil
605 fmsl
Planting media depth
2 It
Depth of washed sand below planting media soil
0 It
Are underdrains being installed?
y
(Y or N)
How many clean out pipes are being installed?
3
OK
What factor of safety is used for sizing the underdrains? (See
2
OK
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
1 It
the bottom of the cell to account for underdrains
Bottom of the cell required
604 fmsl
SHWT elevation
601.7 fmsl
Distance from bottom to SHWT
2.3 If
OK
Internal Water Storage Zone (IWS)
Does the design include IWS
N
(Y or N)
Elevation of the top of the upturned elbow
fmsl
Separation of IWS and Surface
607 It
Planting Plan
Number of tree species
0
Number of shrub species
0
Number of herbaceous groundcover species
0
Recommend more species.
Additional Information
Does volume in excess of the design volume bypass the
Y
(Y or N)
OK
bioretention cell?
Does volume in excess of the design volume Flow evenly distributed
Y
(Y or N)
OK
through a vegetated filter?
'
What is the length of the vegetated filter?
It
Does the design use a level spreader to evenly distribute flow?
N
(Y or N)
Show how flow is evenly distributed.
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an'X' in the shaded cell)
Gravel and grass
(81inches gravel followed by 3-5 It of grass)
Grassed swale
Forebay
Other
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
2 fUsec Insufficient inlet velocity unless energy dissipating devices are
being used.
N (Yor N) OK
N (Y or N) OK
Y (Y or N) OK
OK
Form SW401-Bioretention-Rev.8
June 25, 2010
Parts I and II. Design Summary, Page 2 of 2

Bio-Retention Design
Site Information
Sub Area Location: Drainage To Bio-Retention Area
Drainage Area (DA) = 1.1 Acres
Impervious Area (IA) = 0.80 Acres
Percent Impervious I = 72.7 %
Required Water Quality Volume
Design Storm = 1 inch
Determine Rv Value = 0.05 + .009 (1) = 0.70 in/in
Water Quality Volume = 0.065 ac-ft
Water Quality Volume = 2,813 cf
Water Quality Volume = 0.705 inches of runoff -
NOAA 1- ear, 24-hour event = 2.94 inches
Pre -Development Peak Flow (1-year, 24-hour storm):
Drainage Area = 1.1
Acres
Pre -Development Runoff Coefficient "C'=
Intensity "I" =
Pre -Development Peak Flow= 0.01
cis
Post -Development Peak Flow (1-year, 24-hour storm):
Drainage Area = 1.1
Apes
Post -Development Runoff Coefficient "C"=
. Intensity "I" =
Post -Development Peak Flow= 3.00
cis
Discharge for Fended Area
Maximum Fondling Depth =
12 in
Filter Bed Surface Area Used =
2.920 sf
Top of Filter Media Elevation =
607.0
Media Infiltration Rate =
2.00 in/hr
Media Infiltration Time =
6.0 hr
Discharge for Bioretentlon Filter Media
Filter Bed Depth =
2 ft
Maximum Pending Depth =
12 in
Filter Bed Surface Area Used =
2,920 sf
Top of Filter Media Elevation =
607.0
Media Infiltration Rate =
2.00 in/hr
Media Infiltration Time =
12.0 hr
Water Quality Volume =
Water Quality Volume =
Drawdown =
Underdrain Pipe Size =
Number of Pipe Rows =
Length of Pipe Row =
Number of Perforations =
50% of Perforations =
Capacity of one perforation =
Total Capacity =
Is Total Capacity > Drawdown?
Underdrain pipe capacity
Slope =
Underdrain Area =
Underdrain Perimeter =
Capacity of pipe =
Capacity of pipe (50% clogged) =
0.065 ac-ft
2,813 cf
0,016 cis
4 in
2 1 Oft on center (typ)
50 If
784
392
0.0058 cis
2.29
Yes
0.005 %
0.0873 sf
1.0470 If
0.13 cis
0.07 cis
Yes

Triangle Site Design, PLLC
Curve Number Calculation (CN)
Pre -Developed Conditions (Bio-Retention)
1.1
soil Group Map Symbol
B HdB & GaB
Land Use Description
Open space
Impervious
Soil Description
Herndon & Georgeville
Existing Soil Group Acres
B 0.99
B 0.11
Rational Runoff Coefficient "C"
1.1
Acres Percent of DA
1.1 100%
Curve # Weighted CN
61 54.9
98 9.8
Land Use Description
Acres
% Site Runoff "C"
"C"
Roofs
0.07
6% 0.95
0.06
AsphaVConcrete Pavement
0.04
4% 0.95
0.03
Lawn
0.99
90% 0.3
0.27
Wooded
0
0% 0.2
0.00
Cumulative "C" =
0.37

Triangle Site Design, PLLC
Curve Number Calculation (CN)
Post -Developed Conditions (Bio-Retention Pond)
1.1
soil Group Mao Symbol
B HdB & GaB
Land Use Descrption
Open Space - Good Condition
Impervious Area - Parking/Bldg
Soil Description
Herndon & Georgeville
Existing Soil Group Acres
B 0.3
B 0.8
Rational Runoff Coefficient "C"
1.1
Acres Percent of DA
1.1 100%
Curve # Weighted CN
61 16.6
98 71.3
Land Use Description
Acres
% Site Runoff "C"
"C"
Roofs
0.21
19% 0.95
0.18
Asphalt/Concrete Pavement
0.59
54% 0.95
0.51
Lawn
0.3
27% 0.3
0.08
Wooded
0
0% 0.15
0.00
Cumulative "C" =
0.77

I
y OF upgMENI a FvAm Am, r
10 YEAR STOW ELEVATION 605.76
2 YEAR STORM STORM1 YEAR Ar nI" BE" STORM
.
WQ VOLUME (FWOW FLUSH)
FILTER
:a a 607.0
era.
ee I r «
'r •r
BOTTOM OF SOIL MOOURE = 605.0
DEPTH
VNOES BOTTOM OF GRAVEWNDERDRAIN = 604.01 (VARIES)
DOSRNO SURFACE OEVEYATION=608.5
SEASONAL HIGH WATER TABLE 182' DEEP (601.7)
4,1111* .,
SLAB TOP WITH
MVIFKKE RING
M
OUTLET CONTROL STRUCTURE
SCALE: N.T.S.
F snrrci
WASHED SAND
FILTER FABRIC AROUND
T7ig�&&
UNDERDRAIN GRAVEL BED (TOP.
SIDES,
///\\jQ//Q//Q•//``//Q//Q//QJ�j\\//Q/jBOTTOMAND
(NOR -WOVEN GEOTWILE FABRIC
IN. PERVRTIVITY RATE OF
,MATIONS
UNDE]RDRAIN GRAVEL
RETIRE TO GRADING
n U57 WASHED
aCONTROL
WATERSHED CAPE FM
RMVNIG S[KAM. INDEX A: CVS4HGTM 00 &WINCE CREEN (16-1944S) (WS-Y,NSA')
610-RETENTION POND DESIGN SUMMARY
DRAPAGE AREA TO BIG-RED201CW: 1.1 ACRES 47,900SF
TOTAL DESIGN IMPERVIOUS AREA TO RO-RETENRON OM AM 34.8505F
DRIdYCF AREA
PRE:-DEVELOW
1.1 AC
POST-OA4IDRD
POST DENIIELOPED TROUGH POND
1.1 AC
CURVE NUMBER
64.7
87.9
TIME OF CONCENTRATION:
10 MIN
5 MIN
1-YEAR STORM EVENT.
0.618 CIS
0.416 CIS
0.092 CFS
2-YEAR STORM EVENT:
1.148 CFS
4,427 CFS
0.584 CFS
1D-TEAR STORM EVENT:
2.824 CIS
7.052 CFS
2.T20 CFS
B10-RETENTION
STAGE
STORAGE
TABLE
SO'a
EIEVAWN
(FT)
COVIOUR
AREA (SF)
P.1T81EIIIAL
STORAGE (CF)
IOTA (OF)
MOLE
S
0.0
0.5
607.0
607.5
2920
5265
0
1545
0
1545
1.0
608.0
J6N1
1720
mm (NA)
1.5
20
608.5
219.0
4010
4100
f909
2102
5177
2279

Pond Report
5
Hydraflow Hydrographs Extension for
AutoCAD® Civil 3DV 2009 by Autodesk, Inc. v6.066
Monday, Aug 15, 2016
Pond No. 1 - BMP Pond
Pond Data
Contours - User -defined contour areas. Conic method used for
volume calculation. Begining
Elevation = 607.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cult)
0.00 607.00
2,920
0
0
0.50 607.50
3,265 -
1,545
1,545
1.00 608.00
3,630
1,723
3,268 -
1.50 608.50
4,010
1,909
5,177
2.00 609.00
4,400
2,102
7,279
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
Inactive
0.00
0.00
0.00
Span (in)
= 15.00
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Invert El. (ft)
= 605.00
0.00
0.00
0.00
Length (ft)
= 22.00
0.00
0.00
0.00
Slope (%)
= 0.91
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multistage
= n/a
No
No
No
Stage (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
000
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 1.25
11.00
0.00
0.00
Crest El. (ft)
= 608.00
608.80
0.00
0.00
Weir Coeff.
= 3.33
2.60
3.33
3.33
Weir Type
= Rect
Broad
-
-
Multi -Stage
= No
No
No
No
Exfl.(in/hr) = 2.000 (by Contour)
TW Elev. (ft) = 0.00
Note: CulverUOritice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice mndilions (ic) and submergence (a).
Stage / Discharge
0.00 1.00 2.00 3.00
Total Q
Elev (ft)
609.00
608.80
608.60
608.40
608.20
608.00
607.80
607.60
607A0
607.20
607.00
4.00 5.00 6.00 7.00
Discharge (cfs)

Hydrograph Summary ReRy9ra-flow Hydrographs Extension for AutoCAD®Civil 3DV2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
.(tuft)
Hydrograph
description
1
SCS Runoff
0.618
1
721
1,764
--
BMP Pre -Developed
2
SCS Runoff
3.416
1
718
7,017
--
--
—
BMP Post -Developed
3
Reservoir
0.092
1
752
336
2
608.08
3,561
Post Through Bio-Ret
Graham BioPond.GPW
Return Period: 1 Year
Monday, Aug 15, 2016

2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 313612009 by Autodesk, Inc. v6.066
Hyd. No. 1
BMP Pre -Developed
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
= 1 min
Drainage area
= 1.100 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 2.88 in
Storm duration
= 24 hrs
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
BMP Pre -Developed
Hyd. No. 1 -- 1 Year .
Monday, Aug 15, 2016
Peak discharge = 0.618 cfs
Time to peak
= 721 min
Hyd. volume
= 1,764 cuft
Curve number
= 64.7
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.20
0.10
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1

Hydrograph
Report
3
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Monday, Aug 15, 2016
Hyd. No. 2
BMP Post -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 3.416 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 7,017 cuft
Drainage area
= 1.100 ac
Curve number.
= 87.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.88 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
BMP Post -Developed
Q (Cfs) Hyd. No. 2 -- 1 Year Q (Cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 6.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 2

Hydrograph Report
4
Hydraflow Hydrographs Extension for AutoCAD® Civil 31302009 by Autodesk, Inc. v6.066
Monday, Aug 15, 2016
Hyd. No. 3
Post Through Bio-Ret
Hydrograph type = Reservoir
Peak discharge
= 0.092 cfs
Storm frequency = 1 yrs
Time to peak
= 752 min
Time interval = 1 min
Hyd. volume
336 cuft
Inflow hyd. No. = 2 - BMP Post -Developed
Max. Elevation
= 608.08 ft
Reservoir name = BMP Pond
Max. Storage
= 3,561 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Post Through Bio-Ret
(1 (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 NMI 0.00
0 60 120 180 240 300 360 420 480 540 600 660 720 780 840 900
Time (min)
— Hyd No. 3 — Hyd No. 2 QON11I Total storage used= 3,561 cuft

0
Hydrograph Summary ReRQra-floow Hydrographs Extension for AutoCADG Civil 3D®2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
now
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
1.148
1
720
2,884
--
--
BMP Pre -Developed
2
SCS Runoff
4.427
1
717
9,194
BMP Post -Developed
3
Reservoir
0.584
1
727
1,754
2
608.27
4,297
Post Through Bio-Ret
Graham BioPond.GPW
Return Period: 2 Year
Monday, Aug 15, 2016

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
BMP Pre -Developed
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =.
1 min
Drainage area =
1.100 ac .
Basin Slope =
0.0 %
TIC method =
USER
Total precip. =
3.47 in
Storm duration =
24 hrs
Q (cfs)
2.00
1.00
a
BMP Pre -Developed
Hyd. No. 1 -- 2 Year
120 240 360 480 600 720 840 960
— Hyd No. 1
Monday, Aug 15, 2016
Peak discharge = 1.148 cfs
Time to peak
= 720 min
Hyd. volume
= 2,884 cuft
Curve number
= 64.7
Hydraulic length
= Oft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAIO Civil 3DO2009 by Autodesk, Inc. v6.066
Hyd. No. 2
BMP Post -Developed
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval
= 1 min
Drainage area
= 1.100 ac
Basin Slope
= 0.0 %
TIC method
= USER
Total precip.
= 3.47 in
Storm duration
= 24 hrs
4.00
3.00
2.00
1.00
Wrt l
BMP Post -Developed
Hyd. No. 2 -- 2 Year
Monday, Aug 15, 2016
Peak discharge = 4.427 cfs
Time to peak
= 717 min
Hyd. volume
= 9,194 cuft
Curve number
= 87.9
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
0 (cfs)
5.00
4.00
3.00
2.00
1.00
A��tttttttttttttttttttttttt•tttttti��tt_tr-�� .� ra.�
0 120 240
— Hyd No. 2
360 480 600 720 840 960
1080 1200 1320
Time (min)

Hydrograph Report
9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Monday, Aug 15, 2016
Hyd. No. 3
Post Through Bio-Ret
Hydrograph type = Reservoir
Peak discharge
= 0.584 cfs
Storm frequency = 2 yrs
Time to peak
= 727 min
Time interval = 1 min
Hyd. volume
= 1,754 cuft
Inflow hyd. No. = 2 - BMP Post -Developed
Max. Elevation
= 608.27 ft
Reservoir name = BMP Pond
Max. Storage
= 4,297 cuft
Storage Indication method used. Extiltration extracted from Outflow
Q (cfs)
5.00
4.00
3.00
2.00
i[IIIH
0.00
0 120
— Hyd No. 3
Post Through Bio-Ret
Hyd. No. 3 -- 2 Year
240 360
— Hyd No. 2
480 600 720 840
U11E ➢ll E Total storage used = 4,297 cult
Q (cfs)
5.00
4.00
3.00
2.00
1.00
1 0.00
960
Time (min)

10
Hydrograph Summary ReR,Qra-tow Hydrographs Extension for AutoCAD® Civil 3D®2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft) .
Hydrograph
description
1
SCS Runoff
2,824
1
720
6,488
BMP Pre -Developed
2
SCS Runoff
7,052
1
717
15,027
--
BMP Post -Developed
3
Reservoir
2.720
1
723
5,914
2
608.76
6,241
Post Through Bio-Ret
Graham BioPond.GPW
Return Period: 10 Year
Monday, Aug 15, 2016

11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
BMP Pre -Developed
Hydrograph type =
SCS Runoff
Storm frequency =
.10 yrs
Time interval =
1 min
Drainage area =
1.100 ac
Basin Slope =
0.0 %
Tc method =
USER
Total precip. =
4.99 in
Storm duration =
24 hrs
Q (cfs)
3.00
2.00
1.00
BMP Pre -Developed
Hyd. No. 1 -- 10 Year
120 240 360 480 600 720 840 960
— Hyd No. 1
Monday, Aug 15, 2016
Peak discharge = 2.824 cfs
Time to peak
= 720 min
Hyd. volume
= 6,488 cuft
Curve number
= 64.7
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Q (cfs)
3.00
2.00
1.00
i ' 0.00
1080 1200 1320 1440 1560
Time (min)

12
Hydrograph Report
Hydragow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6,066
Hyd. No. 2
BMP Post -Developed
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
1 min
Drainage area =
1.100 ac
Basin Slope =
0.0 %
TIC method =
USER
Total precip. =
4.99 in
Storm duration =
24 hrs
BMP Post -Developed
Monday, Aug 15, 2016
Peak discharge = 7.052 cfs
Time to peak
= 717 min
Hyd. volume
= 15,027 cuft
Curve number
= 87.9
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
8.00 8-00
6.00 6.00
4-00 4.00
2,00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
— Hyd No. 2

13
Hydrograph Report
Hydranow Hydrographs Extension for AutoCAD® Civil 3DO2009 by Autodesk, Inc. v6.066
Monday, Aug 15, 2016
Hyd. No. 3
Post Through Bio-Ret
Hydrograph type = Reservoir
Peak discharge
= 2.720 cfs
Storm frequency = 10 yrs
Time to peak
= 723 min
Time interval = 1 min
Hyd. volume
= 5,914 cuft
Inflow hyd. No. = 2 - BMP Post -Developed.
Max. Elevation
= 608.76 ft
Reservoir name = BMP Pond
Max. Storage
= 6,241 cuft
Storage Indication method used. Wiltration extracted from Outflow.
Post Through Bio-Ret
Q (Cfs) Q (cfs)
Hyd. No. 3 -- 10 Year
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960
Time (min)
— Hyd No. 3 — Hyd No. 2 W HITHIM! Total storage used = 6,241 CA

EROSION CONTROL CALCULATIONS

EROSION CONTROL CALCS (RIP -RAP CALCULATIONS)
Project Information
Project Name: Dollar General -
Project #:
Designed by: Date:
Revised by: Date:
Checked by: Date:.
Rip -Rap Apron#1
Pipe Diameter
Pipe Slope
Manning's number
Flow
Velocity
Dissipator Dimensions'
All units are in feet
Dissipator pad designed for full flow of pipe
d=
15
5=
1 %
n=
0.013
a=
2 cfs
V =
. 2.00 ft/s
Zone =
Stone Filling Class =
Entry Width ( 3 X Do) _
Length ( 6 X De) _
Width (La + Da) _
Min. Thickness =
Min. Stone Diameter-
43
B
9
3.8 ft
7.5 ft
8.8 It
22 inches
6 inches
All units are in feet
Dissipator pad designed for full flow of pipe
RIP-RAP.xIs 8/15/2016 Page 1 of 2

Rip -Rap Apron#2
Pipe Diameter
Pipe Slope
Manning's number
Flow
Velocity
Dissipator Dimensions'
d=
15 in
a=
0.33 %
n= '
0.013
Q=
2 cfs
V =
2.00 Ns
Zone = '
Stone Filling Class =
Entry Width ( 3 X Do) =
Length ( 6 X De) =
Width (La + Do) =
Min. Thickness =
Min. Stone Diameter-
3
0
3
3.8 ft
7.5 ft
8.8 ft
22 inches
6 inches
All units are in feet
Dissipator pad designed for full flow of pipe
RIP-RAP.xls - 8/15/2016 Page 2 of 2

EROSION CONTROL CALCS (SKIMMER BASINS)
Project Information
Project Name: Dollar General
Project M
Designed by: Date:
Revised by: Date:
Checked by: Date:
Skimmer Basin
Drainage Area
10-year Runoff (0,0)
Surface Area Required
Volume Required
Sediment Trap Dimensions
Elevations
Provided
Emergency Spit"- 10 Year Storm
Total, Are
1.5 A0
Disturbed. An=
1.5 Ac
C=
0,50
T,=
5,00 min
Ir0=
7.20 ini
an..
5.4 cfs .
SA
325sfz Or0
SA =
1,755 sf
Va =
1800 cf/Ac x An
VR=
2,700 cf"
L =
60 it (Spilrwey Limil
We
30 it (Spiaweyvdmh)
D =
2.0 it (Oeplh of Storage)
Side Slopes=
2:1
L.=
68 it
L.=
52 it W
Wm
W..=
38 it
Wy =
22 it
UW Ratio-
2.0 :1 (must be 2:1 to 6:1)
D'escnofion
Oevatan
Top of Berm
609.00 (ifso la traaboartl slave spulwry fim height)
Emergency Spillway
607,50
Sediment Storage
607.00
Cleanoul Me*
606.00 (tuft or storage height) o
Bottom
605.00
SA,-
1,800 61 > 1,755
Ve=
2,9U.0 cf > 2,700
Iroe7.20
ClrO= 5.40 cfs
h= 0.5it
C. = 3
Lwe 6 it

Calculate Skimmer Size
Basin Volume in Cubic Feet F"13
Cult Skimmer Size 1.s Inch
Days to Drain* Days Orifice Radius 6.6 Inch[es]
Orifice Diameter 1.1 Inch[es]
'In NC assume 3 days to drain
Estimate Volume of Basin Length width
Top of water surface in feet 60 30 Feet VOLUME 2944 Cu. FL
Bottom dimensions in feet 52 22 Feet
Depth in feet 1 21 Feet

NORTH
i h AMER.ICAN,
Erosion Control Materials Design Software
Version 5.0
Project Name: Dollar General
Project Number: 79928
Channel Name: Temporary Ditch
Discharge
3
Peak Flow Period
6
Channel Slope
0.01
Channel Bottom Width
1
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardance Class
Vegtation Type
Vegetation Density
Soil Type
DS75
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Phase
Reach
Discharg
Velocity
Normal
Manaings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
DS75
Straigh
3 efs
1.67
0.73 ft
0.05
1.55 lbs/ft2
0.45 Ibs/ft2
3.41
STABLE
. D
Unve etated
fi/s

NORTHTensar International Corporation
/� q� �y{ r/� `��; 5401 St. Wendel-Cynthiana Road
j li1N1E�Clt� AN-1 Poseyville,Indiana 47633
G � EE ICE ` Fax [phone]
12.867.02477
www.nagi-een.com
Erosion Control Materials Design.Software
Version 5.0
Project Name: Dollar General
Project Number: 79928
Channel Name: Temporary Ditch
Discharge
3
Peak Flow Period
6
Channel Slope
0.01
Channel Bottom Width
1
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardance Class
Vegtation Type
Vegetation Density
Soil Type
DS75
Phase
Reach
Discharg
Velocity
Normal
Mannings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
DS75
Straigh
3 efs
].67
0.73 ft
0.05
L55 Ibs/ft2
0.45 Ibs/ft2
3.41
STABL
D
Unve etated
fUs