SW4131203_Calculations_20140321

t- 1
Storm Water & Erosion Control
Design Calculations
December 12, 2013
Dollar General Development
NC Highway 49
Alamance County, NC
Prepared for:
Glandon Forest Equity, LLC
3900 Merton Drive, Suite 210
Raleigh, NC 27609
[phone]
Prepared by:
Triangle Site Design, PLLC
4006 Barrett Drive, Suite 203
Raleigh, NC 27609
[phone]
NC License#P-0619
RECEIVED
N.C.Dept. of ENR
WR 2 f 201k
Winston-Salem
Regional Office
.`�e.,CA
nnirpryr
se�x�FE �p�f °a
SEAL a =
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TABLE OF CONTENTS
OVERVIEW
STORMWATER NARRATIVE
FIGURES
SOILS SURVEY & SOIL INFORMATION
SHWT DETERMINATION
USGS TOPOGRAPHIC MAP
FEMA FIRM MAP
DRAINAGE AREA MAPS
WATER QUANTITY/QUALITY
BIO-RETENTION POND
NCDENR SUPPLEMENT
POND DESIGN CALCULATIONS
POND SUMMARY
CURVE NUMBERS
POND OUTLET/STRUCTURE SUMMARY
PRE -DEVELOPMENT HYDROGRAPHS
POST -DEVELOPMENT HYDROGRAPHS
ELEVATION -VOLUME -FLOW SUMMARY
EROSION CONTROL CALCULATIONS
RIP -RAP APRONS
SKIMMER BASIN
TEMPORARY GRASS CHANNEL

OVERVIEW
Background
This report contains the storm water and erosion control calculations for the proposed Dollar
General retail site. The project site is located in Alamance County on NC Highway 49
approximately 1/4 mile north of the intersection with Belmont-Alamance Road. The project
consists of 2.28 acres and will be developed as a Dollar General retail store with the
associated parking & loading areas. Approximately 2.3 acres will be disturbed as part of
this project for the construction of the site improvements.
The proposed storm water management facility (bio-retention pond) outlined in this report
have been designed to treat 1.05 acres of the site. The overall impervious area for the
proposed Dollar General parcel is 32.4% when on -site areas not draining towards the
proposed ponds are accounted for. The storm water management ponds are designed to
treat a 1.0" design storm and 85% TSS. The stormwater management ponds also provide
peak flow attenuation for the 1-Year & 10-Year storm events.
There will be no wetland or stream disturbance due the development of this property.
Erosion Control
Erosion control measures have been designed in accordance with the NCDENR 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 used to treat stormwater 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.
Soils
The Alamance County Soils Survey & site Geotechnical report indicate that Mecklenburg soils
are present on the 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 1.05 acres. The site grading
and storm drainage pipe systems are used to divert storm water runoff from the site to the
bio-retention pond. The storm water management pond is designed to treat runoff from the
impervious areas of the site. Open areas of the site not draining to the ponds will be
landscaped and open space. The site is not within SA waters, therefore the storm water
management pond is designed to treat a 1.0" design storm and 85% TSS.
Water Quantity
Post -development peak flows from the site will not exceed pre -development flows for the 1-
year, 10-year, or the 1" storms. The site is designed for the 1.0" storm and 85% TSS. The
bio-retention pond will utilize a weir structure to by-pass storm events greater than the 1-
Year storm event. Please reference the Water Quantity section of this report for details
regarding drainage areas and stormwater routing.
Methods
The stormwater conveyance system was analyzed using "Hydraflow Storm Sewers" and
"Hydraflow Hydrographs" computer software program.

Hydrologic Soil Group—Alamance County, North Carolina
MAPLEGEND
MAP INFORMATION
Area of Interest (Aoq
p
C
The soil surveys that comprise your AOI were mapped at 1:20,000.
Area of Interest (AOq
13
CID
Warning: Soil Map may not be valid at this scale.
Solis
Soil Rating Polygons
al
D
Enlargement of maps beyond the scale of mapping can cause
O
A
El
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
O
AID
water Features
soils that could have been shown at a more detailed scale.
.v
Streams and Canals
®
B
Transportation
Please rely on the bar scale on each map sheet for map
®T
B/D
f+4
Rails
measurements.
C
r+y
Interstate Highways
Source of Map: Natural Resources Conservation Service
0
CID
Web Soil Survey URL: http://websoilsuwey.nres.usda.gov
�y
US Routes
Coordinate System: Web Mercator (EPSG:3857)
D
,� ..
Major Roads
Maps from the Web Soil Survey are based on the Web Mercator
Not rated or not available
,ntd
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
�y
B
the version date(s) listed below.
.v
B/D
Soil Survey Area: Alamance County, North Carolina
Survey Area Data: Version 10, Oct 31, 2013
.w
C
Soil map units are labeled (as space allows) for map scales 1:50,000
.✓
CID
or larger.
^"
D
Date(s) aerial images were photographed: May 10, 2010--Apr
.�.
Not rated or not available
30, 2011
Soil Rating Points
The orthophoto or other base map on which the soil lines were
El
A
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
p
AID
of map unit boundaries may be evident.
0
B
M
B/D
USpp Natural Resources Web Soil Survey 11/22/2013
�rJ Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Alamance County, North Carolina
Hydrologic Soil Group
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percent slopes
(Lignum)
EeB2
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C
1.7
13.3%
slopes, eroded
(Wynoll)
MbB2
Mecklenburg loam, 2 to 6
C
5.5
42.0 %
percent slopes,
eroded
MbC2
Mecklenburg loam, 6 to
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10 percent slopes,
eroded
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Totals for Area of Interel
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13.01
100.0%
USDA Natural Resources Web Soil Survey 11/22/2013
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Alannance County, North Carolina
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 (A/D, B/D, 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 (A/D, B/D, or C/D), 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.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.' None Specified
Tie -break Rule: Higher
SODA Natural Resources Web Soil Survey 1112212013
® Conservation Service National Cooperative Soil Survey Page 4 of 4

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k4'
GMav' l 16nif��ir1 f
PO. Box,1387
Richlands, NC 28574
Phone; 910-330-2784
pittmansoil @yahoo. com
.....................................................,. •.,....
November 18;2013'
Mr. George Venters
f Vanguard Property Group
3966merton Drive
Suite 210
Raleigh; NC' 27609
Dear Mr. Venters;
The Mowing is a summary of the soil"protilestaken at the proposed Dollar General site located
on NC Hwy-49 inane Bellemont area of NC, The purpose of the evaluation was to determine
the, estimated+Seasonal"High Water _Table (SHWT) and to'determine the infiltration rate of the
soil'- A:hand augeB wasused.to obtain the soil.profiles and to determine the SHWT. Field
teehniques'outlined.inthe North Carolina Laws'and Rules for Sewage' Treatment: and Disposal
Systems, were used, to determine soil texture, structure; consistency and Soii;wetness condition.
Findings DollariGeneral Site
BORING 1
SHWT48+°
DEPTH' TEXTURE.
,STRUCTURE
MINERALOGY
-MATRIX
MOTTLES'. MOTTLES
KSAT"HR.
0.1" L
:SBK
NS: NE
10YR413
1-24" C
M
VS:VP:
10YR'516"
0"
2448"' C
;M
VS: VP'
10YR.5t6'
2.5Y6/1
0
48.60" SAPROLITE
..BORING 2'
'SHWL60t"
.DEPTH TEXTURE..
STRUCTURE
MINERALOGY
:MATRIX.
MOTTLES MOTTLES
KSAT"HR.
0=1' L
SBK.
NS: NE
10YR'4/3,
.1-.5"
1-18" C
M
VS: VP -
;10YR:5/6
0"
18- 4" 0,
M
VS. VP
10YR'5t6
2.5Y6/1
0'
44-60" SAPROLITE
/ d�v1e
Vr v+y� OUNC`I•'Jl.✓ C1
(no 'aau4wo4e r -Fo i3(4 dcpfl',

SHWT was determined by the indication of colors of chroma 2 or less utilizing a Munsell Soil
color Chart:at>2% of soil volume in mottles or matrix of a horizon or horizon subdivision.
If you.have any questions, please:feel free to contact me at,[phone]. Thank you.
Respectfully,
R. Haywood Pittman, LSS

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1 -
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P. 3562-YI-1019
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LEGEND Approximate Scale
Feeeet
— — — SITE "" "r _ BCH " oiaerss BORING LOCATION PLAN _ _ _EXHIBIT
$ APPROXIMATE BORING ° DWD AS SHOWN 1 lerracon GEOTECHNICAL ENGINEERING REPORT
LOCATION d.deet=----.—C—u1Hn"`""j'"""""a s"`"""' DOLLAR GENERAL - BURLINGTON
BCWMRF ceo>almxu
goa der —-------- .W. 4050 NC HIGHWAY 49 SOUTH A _2
1<Dt &mtxoo0 Rm S 10] R"'O 1 NC t]60l /'1 L
w �sra rcxcau�uwv oav,nxo¢xo)wTExoEowacoxsravcsnx warosts BCH NOV. 2013 9198]8=nit 9198]3-9555 BURLINGTON, ALAMANCE COUNTY, NC

BORING LOG NO. B-5
Page 1 of 1
PROJECT: Proposed Dollar General Store
CLIENT: Glandon Forest Equity, LLC
Raleigh, North Carolina
SITE: NC HWY 49
Burlington, North Carolina
J
LOCATION
_,
w z
Q-
r
U
LL
>>o
JQ
>
du
¢
hwF
2
WC
du
J
i
Gy
w¢
3m
<
LL
DEPTH
O
w
¢
FAT CLAY (CHI, yellowish broom, medium stiff
__
15
333
1100,0
N=6
3.0
iSILT
(MIL), tan, very stiff
13
3-8-12
N=20
5
-
..........
15
4-7-14
N=21
13
4-8-10
N=18
1
—
12.0
SILTY SAND ISM), fine grained, brovmish gray, dense
15
5-12-19
.'-
15.0
1
N=31
Boring Terminated at 15 Feet
N� >kANJ
Stratification lines are apprommate. lu-situ, the transition maybe gradual. Hammer Type: Automatic
Advancement Method:
Notes'
Advanced 2-114 inch hallow stem augers
Abandonment Method:
Boring backfilled with soil cuttings at end of day
WATER LEVEL OBSERVATIONS
1 rerracn
2401 Brentwood Road, Suite 107
Boring stared: I1M2013
Baring Completed: 11RI2013
' Dry cave in @ 12leef (End of Day)
Drill R. CME-55
Driller: Trigon Exp., LLC
Raleigh, North Camino
Project No.: 70135155

Precipitation Frequency Data Server
Page 4 of 5
Large scale map
http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.litml?lat=36.021 I &amp;lon=-79.4436... 11 /22/2013

Precipitation Frequency Data Server
Page 1 of 5
NOAA Atlas 14, Volume 2, Version 3 ,i 't.
Location name: Burlington, North Carolina, US" `a
Coordinates: 36.0211,-79.4436 1
` AJ
Elevation: 598ft"
'source: Gargle Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, 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
Average recurrence interval(years)
Duration
1
��������E
2
5
10
25
50
100
200
0.393
0.466
0.541
0.591
0.644
0.677
0.705
0.727
r
5-min
(0 .358-0.429)
(0.426-0.510)
(0.495-0.592)
(0.539-0.646)
(0.585-0.703)
(0.613-0.739)
(0.636-0 770)
(0.652-0.795)
(0
0.627
0.745
0.867
0.945
1.03
1.06
1.12
1.15
10-min
(0.572-0.686)
(0.682-0.816)
(0.792-0.949)
(0.863-1.03)
(0.932-1A2)
(0.976-1.18)
1 (1.01-1.22)
1 (1,03-1.26)
0.784
0.936
1.10
1.20
1.30
1.37
1.42
1.45
15-min
(0.715-0.857)
(0.857-1.03)
(1.00-1.20)
(1.09-1.31)
(1.18-1.42)
(L24-1.49)
(1.28-t55)
(1.30-1.59)
j
1.08
1.29
1.56
1.73
1.93
2.06
2.17
2.26
30-min
(0.981-1.18)
1 (1.18-1.42)
(1.42-1.71)
(1.58-1.89)
(1.75-2.10)
(1.86-2.24)
(1.96-2.37)
(2.03-2AB)
1.34
1.62
00
2.26
2.57
2.79
2.99
3.17
Hmd2.60-min
(1.22-1.47)
(1.49-1.78)
(1.83-2.19)
(2.06-2A6)
(2.33-2.80)
(2.52-3.04)
(2.69-3.26)
(2.85-3.47)
1.58
1.91
2.37
2.70
3.12
3.43
3.72
4.00
2-hr
(1,45-1,72)
(1.75-2.09)
(2.17-2.59)
(2.47-2.95)
(2.83-3.40)
1 (3,09-3.73)
(3.34-4.05)
(3.56-4.35)
1.69
2.05
2.54
2.91
3.36
3.70
4.04
4.36
r
3-hr
(1.55-1.84)
(1.89-2.23)
(2.34-2.76)
(2.66-3.15)
(3.06-3.64)
(3.36-4.01)
(3.63-4.36)
(3.89-4.71 )
L
2.05
2.47
3.07
3.52
4.12
4.68
5.04
5.50
r
6-hr
(1.89-2.23)
(2.29-2.69)
(2.83-3.34)
(3.24-3.82)
(3.76-4.46)
(4.14-4.95)
(4.53-5.44)
(4.88-5.93)
2.44
2.95
3.68
4:25
5.03
5.64
6.28
6.94
12-hr
(2.25-2.66)
(2.72-3.22)
(3.38-4.01)
(3.89-4.62)
(4.57-5.44)
(5.09-6.09)
(5.61-6.76)
(6.12-T46 )
2-87
3.46
4.31
4.98
5.87
6.58
7.29
8.03
24-hr
(2.68-3.08)
1 (3.23-3.71)
(4.02-4.62)
(4,63-5.33)
(5.44-6.30)
(6.07-7.06)
(6.71-7.85)
(7.36-8.67)
3.34
4.02
4.97
5.69
6.65
7.39
8.15
8.92
2-day
(3.14-3.58)
1 (3.77-4.31)
1 (4.66-5.33)
1 (5.32-6.10)
1 (6.19-7.13)
1 (6.86-T95)
(7.53-8.78)
(8.21-9.63)
3.54
4.25
5.23
5.98
7.00
7.79
8.59
9.41
3-day
(3.31-3.78)
(3.98-4.55)
(4,90-5.60)
(5.59-6.41)
(6.51-7.50)
(7.23-8.36 )
( 7.94-9.25 )
( 8.66-10.2 )
3.73
4.47
5.49
6.28
7.35
8.18
9.03
9.90
4-day
(3.49-3.99)
(4,19-4.78)
(5.14-5.87)
(5.87-6.72)
(6.84-7.87)
(7.59-8.77)
(8.35-9.72)
(9.12-10.7)
4.27
5.09
6.16
7.02
8.16
9.07
9.99
10.9
r
7-day
(4.03-4.55)
(4.80-5.42)
(5.81-6.57)
(6.60-7.48)
(7.65-8.71)
(8.48-9.70)
(9.29-10.7)
(10.1-11.7)L
4.84
5.75
6.90
7.80
9.02
9.98
10.9
11.9
10-day
4
( .57-5.16)
(5,43-6.13)
(6.51-7.36)
(7.34-8.32)
(8.45-9.63)
(9.32-10.7)
(10.2-11.7)
(11.1-12.8)
6.47
7.63
9.01
10.1
11.6
12.8
14.0
15.3
20-day
(6.12-6.85)
(T22-8.08)
(8.52-9.54)
(9.55-10.7)
(10.9-12.3)
(12.0-13.6)
(13.1-15.0)
( 14.2-16.3)
8.02
9.44
10.9
12.1 IF
13.7
14.9
16.1
17.3
http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0211 &amp; Ion=-79.4436... 11 /22/2013

Precipitation Frequency Data Server
Page 2 of 5
30 day (7.64-8.45) (8.97-9.92) (10.4-11.5) (11.5-12.8) (13.0-14.4) (14.0-15.7) 1 (15.1-17.0) (16.2-18.3) I (
45-day 10.2 11.9 13.6 15.0 ) ( 16.7 18.1 19.4 20.7
(9.68-10.7) (11.3-12.5) (13.0-14.3) ( 14.2-15.7 15.9-17.6) ( 17.1-19.0) (18.3-20.5) ( 19.5-21.9)
60-day 12.2 14.2 16.0 17.4 19.2 ) ( 20.6 ) 21.9 23.1 )
(117-12.8) (13.6-14.9) (15.3-16.8) (16.7-18.2) (18.3-20.1 19.6-21.6 (20.7-22.9) (21.9-24.3
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation fret
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at ul
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PIMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
http://hdse.nws.noaa.govihdsc/pfds/pfds_lrintpage.html?lat=36.0211 &amp;lon=-79.4436... 11 /22/2013

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ER0510n EONTRO4IjARRA_TIVg; -- — _ - /,; ,+/ rvpy,oN_mrrROL JI [L -
STOP_ �_
`ENOSION .CONTROL LEGEND� n--_�. /'))f /' , ?� '•-"•..• \ uwn u. a F, _ e- _—,-,-,,,� �,,,-,.,
—� M__— n � / � /�` • \\\� SIKw 9MM /� � = �� _ _ --- - - ��.. _. .^...� Isnlev-e>m� ._
13
Yll mar-m-aoz �"'
,
EROSION CONTROL NOTES:^•• ir° I/ • l I ---_' _ ... -_- - _ -_ _ _._...._._
r ti
r O, a IFCCIROC[CIW. OL:
BASIN NUTS}: --...
rszxis sr I
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\�' /JO li ;`3i � �'y, `a/ �, m,_.•..:...._.._.__.. _. _..::e.. �..,_.T_._ _._..� F¢.x'os
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noun u rur vau n arxa rows
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anz
UNION
CONTROL PLAN
r am xm
:2m�ELCv°mnii>_.z%. 9— nmrn vvcr. ,
/.("C, -L
sUIf" r77W &S'7s7

Permit Number
(to be provided by FOgJ
O2eF WAi�O
��
NCDENR
r..►
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 (Part 1/1) must be printed, filled out and submitted along with all of the required information.
Project name
Contact name
Phone number
Date
Drainage area number
Site Characteristics
Drainage area
!- 45;740ffz
Impervious area
32;1411'ff2
Percent impervious
70.3% %
Design rainfall depth
'- <' ' °"1'.0',inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required?
Y `"y"'•;; (Y or N)
1-yr, 24-hr runoff depth
1 1 :er.2'.87 in
1-yr, 24-hr intensity
4i72'-in/hr
Pre -development 1-yr, 24-hr peak flow
-r..;:;1`.350i ff3/sec
Post -development 1-yr, 24-hr peak flow
G"; " 3:6701ft3/sec
Pre/Post 1-yr, 24-hr peak control
2.320 ff3/sec
Storage Volume: Non -SA Waters
Minimum volume required
2 608:0':fl3
Volume provided
'2,885Aiff3
Storage Volume: SA Waters
1.5" runoff volume
'"-" fl3
Pre -development 1-yr, 24-hr runoff
^ f, ff3
Post -development 1-yr, 24-hr runoff
-1.°l ff3
Minimum volume required
0 rya
Volume provided^
Cell Dimensions
Pending depth of water
F ' `, s+12; inches
Pending depth of water
1.00 It
Surface area of the top of the biorelention cell
f t ' +2 885.01 rye
Length:
V 5ZIt
Width:
t;•r £c „?;�a,'„;55ft
-or- Radius
Media and Soils Summary
Drawdown time, ponded volume
J.", s,„ rr,4: i ;6 hr
Drawdown time, to 24 inches below surface
hr
Drawdown time, total:
18 hr
In -situ soil.
Soil permeability,r,..
10i m1hr
Planting media soil..
Soil permeability
.."^w a'!2.'00 Whir
Soil composition
E/E Sand (by volume)
�a ; &''1287%`,
• Fines (by volume)
8W.
% Organic (by volume)
r+- ' 'x; y ".S5E/d
Total: 100%
Phosphorus Index (P-Index) of media
i'x.' ; ;,`-10' (unfless)
Form SW401-Bioretention-Rev.8
June 25, 2010
rrr/
0/i
OK/0'
Qq
TQ
SEAL g
24431�•13�
OK
f II
b\
OK
W}
OK
OK
OK
OK
Insufficient. Increase infiltration rate or include underdrains.
�l.
OK
OK
OK
OK
Parts I and II. Design Summary, Page 1 of 2

(to be provided by DWQ)
Basin Elevations
Temporary pool elevation 483.40 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)
;482.4 fmsl
Depth of mulch
inches
Bottom of the planting media soil
.480.4 fmsl
Planting media depth
2 it
Depth of washed sand below planting media soil
43 it
Are underdrains being installed?
y'. (Y or N)
How many clean out pipes are being installed?..:4',
OK
What factor of safety is used for sizing the underdrains? (See
i
BMP Manual Section 12.3.6)
.. 24
OK
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
1 it
Bottom of the cell required
479.1 fmsl
SHWT elevation
wt472-frost
.
Distance from bottom to SHWT
7.1 it
OK
Internal Water Storage Zone (IWS)
Does the design include IWS
, N'n.v :,;:. (Y or N)
Elevation of the top of the upturned elbow
i:.:. -1fmsl
Separation of IWS and Surface
482.4 fl
Planting Plan
Number of tree species`-
N"
Number of shrub species
.s,._??i'i0.
Number of herbaceous groundoover species`
a 0:
Recommend more species.
Additional Information
Does volume in excess of the design volume bypass the(Y
or N)
OK
bioretention cell?
Does volume in excess of the design volume flow evenly distnbuted'f,`:r ,' r"F-r;p -�
through a vegetated filter
ion r,T YYa s 1 ;1::: (Y or N)
OK
What is the length of the vegetated filter?,;L^
eIt
Does the design use a level spreader to evenly distribute flow?
Y 4
t•, u N r y (Y or N)
Show how flow is evenly distributed.
rem„!=:'..�.,'•_. ..+r,.. ..
Is the BMP located at least 30 feel from surface waters (50 feel if
SA waters)?
�,,, ��Y, fd I(YorN)
OK
Is the BMP located at least 100 feel from water supply wells?
t3...hn.Ya,n.'!; (Y or N)
OK
Are the vegetated side slopes equal to or less than 3:1?
ItA ss` fY+WJ::`_ : (Y or N)
OK
Is the BMP located in a proposed drainage easement with access
'` '+"" i
to a public Right of Way (ROW)?
fE;t:'�,a�.�.,�,s „(YorN)
OK
Inlet velocity (from treatment system)-:x
r'r,it a°+•',
4k+. �2�fUsec
Insufficient inlet velocity unless energy dissipating devices are
4=a4
being used.
Is the area surrounding the cell likely to undergo development in
N,'ir`1'�°.(Y or N)
OK
the future?
4.y"gS 1.Y `..
Are the slopes draining to the bioretention cell greater than 20%?
sr '�
WNS: �M'! (Y or N)
OK
Is the drainage area permanently stabilized?
tit t Yfi+w't (Y or N)
OK
Pretreatment Used
(Indicate Type Used with an'X' in the shaded cell)
Gravel and grass
(flinches gravel followed by 3-5 it of grass)
,,,.. N. �+, .. r+ •5
Grassed Swale
OK
PorebaY-
Other
Mill
Form SW401-Bioretention-Rev.8
June 25, 2010 Parts I and II. Design Summary, Page 2 of 2

Permit No
(ro be assigned by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An Incomplete submittal package
will result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided
to indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
1. Plans (1- - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Cell dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Recorded drainage easement and public right of way (ROW),
- Clean out pipe locations,
- Overflow device, and
- Boundaries of drainage easement.
JV45Z C-/D 2. Plan details (1' = 30' or larger) for the bioretention cell showing
- Cell dimensions
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Recorded drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Clean out pipe locations,
- Overflow device, and
-.Boundaries of drainage easement.
-in dicate the P-Index between 10 and 30
H11L C--/O
3. Section view of the bioretention cell (1' = 20' or larger) showing:
- Side slopes, 3:1 or lower
- Underdrain system (if applicable), and
- Bioretenlion cell layers [ground level and slope, pre-treatment, ponding depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone if applicable), N57 stone, underdrains ('If applicable),
SHWT level(s), and overflow structure]
/!
Mt5
4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information. All
elevations shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in
situ soil must include:
- Soil permeability,
- Soil composition (% sand, %fines, %organic), and
- P-index.
5. A detailed planting plan (I" = 20' or larger) prepared by a qualified individual showing:
- A variety of suitable species,
- Sizes, spacing and locations of plantings,
- Total quantity of each type of plant specified,
- A planting detail,
- The source nursery for the plants, and
- Fertilizer and watering requirements to establish vegetation.
/ SL. e-:5 4 -/D
6. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
kPA f? [ S
7. The supporting calculations (including underdrain calculations, if applicable).
/hf L kb ��1 e&. A copy of the signed and notarized inspection and maintenance (I&M) agreement.
Mle—
9. A copy of the deed restriction.
Form SW401-Bioretenlion-Rev.7 Pan III, Page 1 of 1

Bio-Retention Design
Site Information
Sub Area Location: Drainage To Bio-Retention
Drainage Area (DA) = 1.05 Acres
Impervious Area (IA) = 0.74 Acres
Percent Impervious (1) = 70.5
Required Water Quality Volume
Design Storm = 1 inch
Determine Rv Value = 0.05 +,009 (1) = 0.68 in/in
Water Quality Volume= 0.060 ac-ft
Water Quality Volume= 2,608 cf
Water Quality Volume = 0.684 inches of runoff
NOAA 1- ear, 24-hour event = 2.87 inches
re -Development Peak Flow (1-year, 24-hour storm):
Drainage Area = 1.05 Acres
Pre -Development Runoff Coefficient "C'= 0.3
Intensity "I" = 3.760
Pre -Development Peak Flow = 1.18 cfs
lost -Development Peak Flow (1-year, 24-hour storm):
Drainage Area =
1.05 Acres
Post -Development Runoff Coefficient "C'=
0.76
Intensity "I" =
4.720
Post -Development Peak Flow =
3.77 cfs
Discharge for Ponded Area
Maximum Forcing Depth =
12 in
Filter Bed Surface Area Used =
2,885 sf
Top of Filter Media Elevation =
482.4
Media Infiltration Rate =
2.00 in/hr
Media Infiltration Time =
6.0 hr
Filter Bed Depth =
2 it
Maximum Ponding Depth =
12 in
Filter Bed Surface Area Used =
2,885 sf
Top of Filter Media Elevation =
482.4
Media Infiltration Rate =
2.00 in/hr
Media Infiltration Time =
12.0 hr

IMPERVIOUS AREA SUMMARY:
EXISTING BUILDING:
0
SF
0.00 AC
EXISTING PAVEMENT:
0
SF
0.00 AC
TOTAL EXISTING IMPERVIOUS AREA:
0
SF
0.00 AC
PROPOSED BUILDING:
9,026
SF
0.21 AC
9.1%
OF SITE
PROPOSED SIDEWALK:
1,472
SF
0.03 AC
1.5%
OF SITE
PROPOSED PAVEMENT:
21,650
SF
0.50 AC
21.8%
OF SITE
PROPOSED IMPERVIOUS AREA:
32,148
SF
0.74 AC
32.4%
OF SITE
OPEN SPACE:
56,360
SF
1.29 AC
67.6%
OF SITE
NET INCREASE IN IMPERVIOUS AREA:
32,148
SF
0.74 AC

Triangle Site Design, PLLC
Curve Number Calculation (CN)
Pre -Developed Conditions (Bio-Retention)
Drainage Area (acres)., 1.05
Existing Soil Groups.
Soil Group Map Symbol Soil Description Acres Percent of DA
C MbB2 & MbD2 Mecklenburg 1.05 100%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve # Weighted CN
Impervious C 0 98 0.0
Open Space C 1.05 74 74.0
Cumulative Curve # = 74.0
Rational Runoff Coefficient "C"
1.05
Land Use Descriotion
Acres
% Site Runoff "C
"C
Roofs
0
0% 0.95
0.00
Asphalt/Concrete Pavement
0
0% 0.95
0.00
Lawn
1.05
100% 0.3
0.30
Wooded
0% 0.2
0.00
Cumulative "C" =
0.30

Triangle Site Design, PLLC
Curve Number Calculation (CN)
Post -Developed Conditions (Bio-Retention Pond)
1.05
soil Group Mao Symbol
C MbB2 & MbD2
Land Use Descrption
Open Space - Good Condition
Impervious Area - Parking/Bldg
Soil Description
Mecklenburg
Existing Soil Group Acres
C 0.3
C 0.75
Acres Percent of DA
1.05 100%
Curve # Weighted CN
74 21.1
98 70.0
Cumulative Curve # = 91.1
Rational Runoff Coefficient "C"
1.02
Land Use Description
Acres
% Site Runoff "C
"C
Roofs
0.21
20°/u 0.95
0.19
Asphalt/Concrete Pavement
0.54
51% 0.95
0.49
Lawn
0.3
29% 0.3
0.09
Wooded
0
0% 0.15
0.00
Cumulative "C" =
0.76

SIM TOP WTTN MANHOLE FENG
FOR ACCESS
BERMUDA SOD
POND DATA
TOP OF EMBANKMENT ELEVATION = 4844
"
25 YEAR STORM ELEVATION = 48439
10 YEAR STORM ELEVATION = 484.20
2 YEAR STORM ELEVATION = 483.77
PRECAST
OUnT SIRUCNRE
1 YEAR STORM ELEVATION = 483.55
WITH STEPS
SPILLWAY ELEVATION = 483.4
1' STORM ELEVATION = 482.64
FILTER BED ELEVATION = 482.4
GEOTENTLE UNING
BETWEEN BKI-REWWN SOIL
MIXTURE AND RESIDUAL SOILS
(NON -WOVEN GEOTEXRLE FABRIC
WRH MIN. PERMITTIVITY RATE OF
75 GA./WN/FT2)
OUTLET
BOTTOM OF SOIL MIXTURE = 480.4 I P�
I
DEPTH I
I
VARIES BOTTOM OF GRAVEL/UNDERDRAN = 478.9
4o`e
_
y
EXISTING SURFACE ELEVEVATION=484.0 REFER TO T NGJ
SEASONAL HIGH WATER TABLE DEPTH=I2FT+ H,w FOR INVOU
SEASONAL HIGH WATER TABLE ELEVATION <472 ELEVATIONS
REFER TO GRADING
%AN FOR OUTLET PIPE
aw Or
OtY�Tgy
SOIL MIXTURE
WASHED SAID
FILTER FABRIC AROUND
UNDERDRAN GRAVEL BED (TOP,
BOTTOM AND SIDES, TYP.)
(NON -WOVEN GEOTEXDLE FABRIC
WITH MIN. PERMITTIVITY RATE OF
75 GA,/MIN/FT2)
8-(MIN) UNDERDRAIN GRAVEL
BED (/57 WASHED STONE)
BIT -RETENTION CONTROL STRUCTURE
^..- NOT
c CLAIM
0
PIT
OUTLET CONTROL SIRUC
RffQt TO DETAIL THIS S
h GRADING
REFER TO GRASS SOD NOTE
THIS SHEET FOR
REQUIREMENTS
OUTLET CONTROL STRUCTURE
SCALE: N.T.S.

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Pond Report
Hydraflow Hydrographs Extension for
AUl Civil 3D® 2009 by Autodesk, Inc. v6.066
Pond No. 1 - BMP Pond
Pond Data
Contours - User -defined contour areas. Conic method used for
volume calculation. Begining
Elevation = 482.40 It
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cult)
0.00 482.40
2,885
0
0
0.60 483.00
3,250
1,839
1,839
1.60 484.00
3,920
3,579
5,419
2.00 484.40
4,210
1,625
7,044
4
Friday, Nov 22, 2013
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft)
= 1.50
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 483.40
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 479.00
0.00
0.00
0.00
Weir Type
= Rect
---
--
---
Length (ft)
= 0.00
0.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope (%)
= 0.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 2.000 (by
Contour)
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Stage (fit)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
0.00
0.00
Total O
Note, CulverVOrifice ouHlows are analyzed under inlet uc) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (a).
Stage / Discharge
Elev (ft)
1.00 2.00 3.00 4.00 5.00 6.00
Discharge (cfs)

Hydrograph Report
1
Hydraflow Hydrographs Extension for AutoCAD® Civil 3M 2009 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 =
1.050 ac
Basin Slope =
0.0 %
Tc method =
USER
Total precip. =
2.87 in
Storm duration =
24 hrs
Q (cfs)
2.00
1.00
BMP Pre -Developed
Hyd. No. 1 -- 1 Year
Friday, Nov 22, 2013
Peak discharge = 1.351 cfs
Time to peak =
720 min
Hyd. volume =
3,152 cuft
Curve number =
74
Hydraulic length =
0 ft
Time of conic. (Tc) =
10.00 min
Distribution =
Type II
Shape factor =
484
120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 1
Q (cfs)
2.00
1.00
-1 0.00
1560
Time (min)

Hydrograph Report
2
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066,
Hyd. No. 2
BMP Post -Developed
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 1.050 ac
Basin Slope = 0.0 %
Tc method = USER
Total precip. = 2.87 in
Storm duration = 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Friday, Nov 22, 2013
= 3.670 cfs
= 717 min
= 7,700 cuft
= 91.1
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
BMP Post -Developed
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
0 120 240 360 480 600 720 840 960 1080
— Hyd No. 2
0.00
1200 1320
Time (min)

, Hydrograph Report
3
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D02009 by Autodesk, Inc. v6.066
Hyd. No. 3
Post Through Bio-Ret
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 1 min
Inflow hyd. No. = 2 - BMP Post -Developed
Reservoir name = BMP Pond
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs
4.00
go
2.00
1.00
Post Through Bio-Ret
Hyd. No. 3 -- 1 Year
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Friday, Nov 22, 2013
= 0.291 cfs
= 733 min
= 926 cuft
= 483.55 ft
= 3,794 cuft
Q (cfs)
4.00
3.00
2.00
1.00
0.00 0.00
0 60 120 180 240 300 360 420 480 540 600 660 720 780 840
Time (min)
— Hyd No. 3 —Hyd No. 2 ? .�.iii ii1 Total storage used = 3,794 tuft

5
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2009 by Autodesk, Inc. v6.066
Friday, Nov 22, 2013
Hyd. No. 5
BMP Post -Developed
Hydrograph type
= SCS Runoff
Peak discharge =
0.340 cfs
Storm frequency
= 1 yrs
Time to peak =
146 min
Time interval
= 1 min
Hyd. volume =
1,428 cuft
Drainage area
= 1.050 ac
Curve number =
91.1
Basin Slope
= 0.0 %
Hydraulic length =
0 ft
Tc method
= USER
Time of conc. (Tc) =
5.00 min
Total precip.
= 1.00 in
Distribution =
SCS 6-Hr
Storm duration
= 6.00 hrs
Shape factor =
484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
000
BMP Post -Developed
Hyd. No. 5 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
000
0 60 120 180 240 300 360 420
Hyd No. 5 Time (min)

Hydrograph Report
Ij
Hydraflow Hydrographs Extension for AutoCADJ+ Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd. No. 6
1 in Route Thru Bio-Ret
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Time interval
= 1 min
Inflow hyd. No.
= 5 - BMP Post -Developed
Reservoir name
= BMP Pond
Storage Indication method used. EAItration extracted from Outflow
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00 ' '~
0 120
Hyd No. 6
tin Route Thru Bio-Ret
Hyd. No. 6 -- 1 Year
Friday, Nov 22, 2013
Peak discharge = 0.000 cfs
Time to peak
= 206 min
Hyd. volume
= 0 cuft
Max. Elevation
= 482.64 ft
Max. Storage
= 724 cuft
240 360 480 600 720 840 960
Hyd No. 5 lI i1111 pll Total storage used = 724 cult
Q (cfs)
0.50
0.45
0.35
0.30
0.25
0.20
0.15
0.10
0.05
_01" 0.00
1080
Time (min)

Hydrograph Report
U
Hydraflow Hydrographs Extension for AutoCAD® Civil 3139 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 =
1.050 ac
Basin Slope =
0.0 %
Tc method =
USER
Total precip. =
3.46 in
Storm duration =
24 hrs
Q (cfs)
3.00
2.00
Will
0.00 _L
0
BMP Pre -Developed
Hyd. No. 1 -- 2 Year
120 240 360 480 600 720 840
Hyd No. 1
Friday, Nov 22, 2013
Peak discharge = 2.024 cfs
Time to peak
= 720 min
Hyd. volume
= 4,621 cuft
Curve number
= 74
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
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2009 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
= 1.050 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 3.46 in
Storm duration
= 24 hrs
BMP Post -Developed
0
Friday, Nov 22, 2013
Peak discharge = 4.643 cfs
Time to peak =
717 min
Hyd. volume =
9,876 cuft
Curve number =
91.1
Hydraulic length =
0 ft
Time of conc. (Tc) =
5.00 min
Distribution =
Type II
Shape factor =
484
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)

Hydrograph Report
10
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Post Through Bio-Ret
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyd. No. = 2 - BMP Post -Developed
Reservoir name = BMP Pond
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
0 120 240 360 480 600 720 840
Hyd No. 3 — Hyd No. 2 I,II ;II Total storage used = 4,577 cuft
Post Through Bio-Ret
Hyd. No. 3 -- 2 Year
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Friday, Nov 22, 2013
= 1.108 cfs
= 725 min
= 2,397 cuft
= 483.77 ft
= 4,577 cuft
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
960
Time (min)

Hyrdrograph Report
13
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 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 =
1.050 ac
Basin Slope =
0.0 %
Tc method =
USER
Total precip. =
4.98 in
Storm duration =
24 hrs
Q (cfs)
4.00
4111I111
/ 1/
1.00
0.00
0 120 240
Hyd No. 1
BMP Pre -Developed
Hyd. No. 1 -- 10 Year
360 480 600 720
Friday, Nov 22, 2013
Peak discharge = 3.956 cfs
Time to peak =
719 min
Hyd. volume =
8,951 cuft
Curve number =
74
Hydraulic length =
0 ft
Time of conc. (Tc) =
10.00 min
Distribution =
Type II
Shape factor =
484
Q (cfs)
4.00
3.00
2.00
1.00
. 0.00
840 960 1080 1200 1320 1440 1560
Time (min)

14
Hydrograph Report
Hydraflow 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
= 1.050 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 4.98 in
Storm duration
= 24 hrs
Q (cfs)
8.00
AM
4.00
2.00
0.00 '
0 120
Hyd No. 2
BMP Post -Developed
Hyd. No. 2 -- 10 Year
Friday, Nov 22, 2013
Peak discharge = 7.134 cfs
Time to peak =
717 min
Hyd. volume =
15,618 cuft
Curve number =
91.1
Hydraulic length =
0 ft
Time of conc. (Tc) =
5.00 min
Distribution =
Type II
Shape factor =
484
240 360 480 600 720 840 960 1080
Q (cfs)
8.00
[MY]
C[dw;
2.00
0.00
1200
Time (min)

Hydrograph Report
15
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Friday, Nov 22, 2013
Hyd. No. 3
Post Through Bio-Ret
Hydrograph type = Reservoir
Peak discharge
= 3.544 cfs
Storm frequency = 10 yrs
Time to peak
= 723 min
Time interval = 1 min
Hyd. volume
= 6,505 cuft
Inflow hyd. No. = 2 - BMP Post -Developed
Max. Elevation
= 484.20 ft
Reservoir name = BMP Pond
Max. Storage
= 6,213 cuft
Storage Indication method used. ExFltration extracted from Outflow
Q (Cfs)
8.00
. M
m
2.00
Post Through Bio-Ret
Hyd. No. 3 -- 10 Year
0.00
0 120 240 360 480 600 720 840
Hyd No. 3 — Hyd No. 2 u n i,: Total storage used = 6,213 cuft
Q (cfs)
8.00
�
[[d01
2.00
0.00
960
Time (min)

Hydrograph Report
E
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Friday, Nov 22, 2013
Hyd. No. 1
BMP Pre -Developed
Hydrograph type =
SCS Runoff
Peak discharge =
5.176 cfs
Storm frequency =
25 yrs
Time to peak =
719 min
Time interval =
1 min
Hyd. volume =
11,724 cuft
Drainage area =
1.050 ac
Curve number =
74
Basin Slope =
0.0 %
Hydraulic length =
Oft
Tc method =
USER
Time of conc. (Tc) =
10.00 min
Total precip. =
5.87 in
Distribution =
Type II
Storm duration =
24 hrs
Shape factor =
484
BMP Pre -Developed
Q (cfs) Q (cfs)
Hyd. No. 1 -- 25 Year
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hy+drograph Report
19
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Friday, Nov 22, 2013
Hyd. No. 2
BMP Post -Developed
Hydrograph type =
SCS Runoff
Peak discharge =
8.579 cfs
Storm frequency
25 yrs
Time to peak =
717 min
Time interval =
1 min
Hyd. volume =
19,029 cuft
Drainage area =
1.050 ac
Curve number =
91.1
Basin Slope =
0.0 %
Hydraulic, length =
0 ft
Tc method =
USER
Time of conc. (Tc) =
5.00 min
Total precip. =
5.87 in
Distribution =
Type II
Storm duration =
24 hrs
Shape factor =
484
BMP Post -Developed
Q (cfs)
Hyd. No. 2 -- 25 Year
Q (Cfs)
10.00
10.00
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
— Hyd No. 2
Time (min)

-Hyfdrograph Report
20
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Post Through Bio-Ret
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Time interval = 1 min
Inflow hyd. No. = 2 - BMP Post -Developed
Reservoir name = BMP Pond
Storage Indication method used. ExiliItration extracted from Outflow.
Q (cfs)
10.00
)
i
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
m
Am
• m
2.00
0.00
0 120 240 360 480 600 720 840
Hyd No. 3 — Hyd No. 2 1nn. niuna Total storage used = 7,006 cult
Post Through Bio-Ret
Hyd. No. 3 -- 25 Year
Friday, Nov 22, 2013
= 4.926 cfs
= 722 min
= 9,060 cuft
= 484.39 ft
= 7,006 cuft
Q (cfs)
10.00
2.00
0.00
960
Time (min)

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
d=
12
Pipe Slope
s=
1.78 %
Manning's number
n= 0.013
Flow
Q=
3 cfs
Velocity
V =
3.00 f /s
Dissipator Dimensions
Zone =
2
Stone Filling Class = B
Entry Width ( 3 X Do) =
3.0 ft
Length ( 6 X Do ) =
6.O It
Width (La + Do) =
7.0 ft
Min. Thickness =
22 inches
Min. Stone Diameter-
6 inches
All units are in feet
Dissipator pad designed for full now of pipe
3.
RIP-RAP.xls 12/12/2013 Page 1 of 2

Rip -Rap Apron#2
Pipe Diameter
d=
15 in
Pipe Slope
s=
0.63 `h
Manning's number
n=
0.013
Flow
Q=
4 cfs
Velocity
V =
3.00 f /s
Dissipator Dimensions'
Zone =
Stone Filling Class =
Entry Width ( 3 X Do ) =
Length ( 6 X Do ) =
Width (La + Do) =
Min. Thickness =
Min. Stone Diameter-
3.
B
E
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.xis 12/12/2013 Page 2 of 2

EROSION CONTROL CALCS (SKIMMER BASINS)
Project Information
Project Name:
Dollar General
Project #:
Designed by:
Date:
Revised by:
Date:
Checked by:
Date:
Skimmer Basin
Drainage Area
Total, AT'
1.6 Ac
Disturbed Arm
1.6 Ac
10-year Runoff D,,)
C =
0.50
T� =
5.00 min
tp=
7.20 in/hr
Qm=
5.8cs
Surface Area Required
SA =
325sf x 0,0
SA=
1,872 sf
Volume Required
Va=
1800 cf/Acx Aa
Va=
2,880 cf
Sediment Trap Dimensions
L=
65 a (Spit V ytenth)
W =
30 n (Spillway Width)
D =
2.0 It (Depth of storage)
Side Slopes=
2:1
L=
L=p=
73 it
_
Lsa=
57 # W
W�
Wtop=
38 it
Lam=
Ws.=
22 fl
LVV Rate,
2.2 :1 (must be 2:1 to 6:1)
Elevations
Description
Elevation
Top of Bern)
487,00 (allow to freeboard above spilavay floc height)
Emergency Spillway
485L0
Sediment Storage
48500
Cleanout Mark
484 00 (half of srorage height) 0
Bottom
483.00
Provided
SAp=
1,950 at > 1,872
Vpa
3.204.0 of > 2,880
Emergency Spillway -10 Year Storm
Ito=
Z20
Qt.-
5.76 cfs
IT -
0.5 It
C =
3
Lw=
6 It

I . 4
Calculate Skimmer Size
Basin Volume in Cubic Feet 3 204 Cu.Ft Skimmer Size 1 5 Inch
Days to Drain* 3 Days Orifice Radius oAdrich[es]
Orifice Diameter .1'.2'Inch[es]
*In NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME Ft.
Bottom dimensions in feet -.571 22 Feet
Depth in feet 21 Feet

N+q N�9T+A
.r=s D�Nn
mao-s
uo x.v ui xAi
SI1II57U�R1fOQd.W
..... ".�uxino]W xpis)a ._ •.... rsM]9mMla _. gI3lV AI so _....1!]0 .1W13 Mono
nnm �. 3M,,��

/ f Dt179
v✓G ✓ (�
II*k**kk***h*****h*h**************k****kkk*k***k*****k*k**k****k***************
NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
xxxx*xk************************k*********************#k*#***+*hh***k***xk****
PROJECT NAME:
COMPUTED BY:
FROM STATION/REACH:
DRAINAGE AREA:
PROJECT NO.:
DATE: 12/12/2013
TO STATION/REACH:
DESIGN FREQUENCY:
INPUT PARAMETERS
xxxxxxxxxxxxxxxxxx*xkk#++x+**#xxxh*hxxxxx###*****x#xx**hx*x****+*x**xxxxxxxxx
Channel Discharge
3.0 cfs (.08 m^3/s)
Peak Flow Period
: 6 hours
Channel Slope
: 0.01 ft/ft (0.01 m/m)
Channel Bottom Width: 1.0 ft (.30 m)
Left Side Slope :
2:1
Right Side Slope
: 2:1
Channel Lining : DS75
Staple D
Permi. Shear(Tp) :1.55
psf (74.2 Pa)
Phase = 0
CALCULATIONS
***********x*xk***xxk****************************k***xx*kk*xx*x*x**********#*
Initial Depth Estimate = 0.16 * (3.0 /(0.010^0.5))^0.375 = 0.57 ft (.17 m)
Final Channel Depth (after 7 iterations) _ .73 ft (0.22 m)
Flow Area = (1.0 * 0.7)+(0.5 *0.73A2 * (2.0+2.0)) = 1.8 sq.ft (0.2 m"2)
Wet Per. =1.0 +(0.7*(((2.OA2)+1)^.5 +((2.OA2)+1)A.5)) = 4.3 ft (1.3 m)
Hydraulic Radius = (1.8 / 4.3) = 0.4 ft (0.1 m)
Channel Velocity=(1.486/0.050)*(0.4^0.667)*(0.010^.5) = 1.7 fps (0.5 m/s)
Channel Effective Manning's Roughness = 0.050
Calculated Shear (Td) = 62.4 * 0.73 * 0.010 = 0.45 psf (21.8 Pa)
Safety Factor = (Tp/Td) _ (1.55 /0.45) = 3.41