SW4210701_Design Calculations (Wet Pond 3)_20211008

GUPTON'S ROYAL DESIGN GROUP
CR E.NGWEERMG - S r •, �c : _, _
LANDSCAPE DESIGN 0 LAWN SiwRVE):!NG
PO BOX 1070, KING, NC 27021
Office Phone (336) 985 — 6S19
Secondary Phone (336) 705 - 0633
KING'S CROSSSING
Moore Road
King, N.C. 27021
WET DETENTION BASIN # 3
CALCULATIONS
09/20/202 1
King's Cross Properties, LLC
P.O. Box 21029
Winston-Salem, N.C. 27120
336.414.3796
4

KING'S CROSSING
Zoned CU-PUD, R-15
MOORE ROAD
KING, N.C. 27021
36 deg. 16 min. 33 sec. N
-80 deg. 20 min. 31 sec. W
King's Crossing is a proposed large multi -use project situated on 149.68 acres
located on Moore Road (S.R. 1122) in King, Stokes County, North Carolina.
The existing site is mostly a previously timbered tract which subsequently grew up
with misc. grassy/weed & brush. It was mowed with a bush chipper in late 2019.
The current condition is a regrowth of grass, weeds & small brush.
The soil on the site is a majority (40.3%) of Fairview -Poplar Forest, hydrologic
group C, Clifford sandy clay loam (33.2%), hydrologic group B, Fairview -Poplar
Forest (24.4%), hydrologic group B, and Fairview -Poplar Forest -Urban (2.1 %),
hydrologic group B.
The proposed developed site will consist of 123 single family lots, 65 townhome
units, 23 commercial use units in two detached buildings, and 6 more commercial
units attached to a 51,000 square foot commercial use building. There are also
eight outparcel areas planned for development. The development is projected to
have over 11,590 If of 27' back -back curb and gutter streets, 976 If of 54' wide
parking areas, over 4,328 If of paved 8' wide multi -use pathways along with 5 ft.
wide sidewalks along the streets. Moore Road will be widened from main entrance
eastwardly along the property's frontage for approximately 1,030 If.
The entire site is designed to be graded continuously in segments with each
segment containing approximately 25 +/- Acres where Cut & Fill areas are
approximately balanced and further defined by natural features such as Roads &
Streams. The runoff from the buildings will be piped to the storm drainage system
as can be constructed with the other areas graded to the parking areas. The
parking areas runoff will be collected by inlets and piped to the proposed storm
water detention ponds. The detention ponds are designed to retain the "first flush"
1 year 24 hour 1-inch storm and the 2, 10, and 25 year storm events with release
rates lower than the pre -construction release rates. Because of these low flow
rates the downstream water courses and channels will not receive increased flows
from the site and ponds. Also for the same reasons the ponds outlet pipe flows will
exit over an energy dissipater and level filter area before entering the receiving
water course.
A segmented or phased development approach will began with Section 1
(commercial areas North of Kingscote Way) and Section 2 (commercial and
townhome areas) South of Kingscote Way. Then Section 3 (amenities area) will be
constructed. All 3 Sections will be 80% stabilized prior to beginning any work on
the remaining Section 4 (single family lots).

Street design has been utilized to minimize stream crossings, provide construction
access to various segments and be utilized for connectivity and economy in land
use.
There is an existing sediment basin/stormwater structure left over from previous
development that shall be repaired and reconfigured for use with this planned
development delineated by Pilot Environmental, Inc. whose report has been
included with submitted documents. Stream CL's, Top Banks and Delineated
Wetland areas have been located by Field Survey by GRDG. 401/404 permits will
also be obtained by Pilot Environmental, Inc. and will be made available when
completed. All stream buffers and wetlands will be visibly marked with orange
protection fencing per plan details.
Permanent basins that are to be used as storm water ponds have been slightly
over sized to help control storm water flows as sites are developed. They have all
been design to store and release storm water at pre -developed flows for major
storms including the 100 year storm thus reducing any downstream impacts.
2

Table of Contents King's Crossing
Project Introduction and Overview .............. .................. . .1-2
Site Conditions and Input Data ..... ........... .............
3
SCS Curve Number (CN) Computations.........................
4
IDF Table Computed for King, N.0 ...... ............................
5
NOAA Point Precipitation Frequency Estimates (inches/hour) .............
6-8
NOAA Point Precipitation Frequency Estimates (inches) . ..............
9-11
Computed Design Data — 1 -Yr Water Quality & 25-Yr Water Quantity ......
. .12
Permanent Basin Design — Computed Storage & Water Quality Drawdown
... 13
Site Soils Map and Data ........... ......... .............. . . 14— 17
HydraFlow Watershed Model Schematic ..............................
18
Hydrograph Report — Pre -developed 1-Year . ................... . . . . .
. . 19
Hydrograph Report — Post -developed 1 -Year ..........................
20
Hydrograph Report —Routed Pond 1 -Year ............................
21
Hydrograph Report — Pre -developed 2-Year ..... ..............
22
Hydrograph Report — Post -developed 2-Year ............... ....
23
Hydrograph Report — Routed Pond 2-Year .........................
. .. 24
Hydrograph Report — Pre -developed 1 0-Year ........ ......
25
Hydrograph Report — Post -developed 1 0-Year ........ .......... .....
26
Hydrograph Report — Routed Pond 1 0-Year .... ........ _._ ... .....
27
Hydrograph Report — Pre -developed 25-Year ..........................
28
Hydrograph Report — Post -developed 25-Year .........................
29
Hydrograph Report — Routed Pond 25-Year ...........................
30
Hydrograph Report — Pre -developed 100-Year .........................
31
Hydrograph Report — Post -developed I 00-Year .........................
32
Hydrograph Report — Routed Pond 1 00-Year ...........................
33
Pond Report — Otago 1 Dioohargo ...................... ..... _34
Pond Report — Stage t Storage ......... ........ ......... .........
35

Table of Contents - Continued
Pond Outlet Structure Schematic — Front View ......................... 36
Pond Outlet Structure Schematic — Section View ....................... 37

GUPTON'S ROYAL DESIGN GROUP, PA
P.O. BOX 1070
KING, N.C. 27021
KING'S CROSSING
STORMWATER MANAGEMENT WET DETENTION STRUCTURE
SITE CONDITIONS AND INPUT DATA
BASIN 3#
SITE DATA
Total Site Area:
0.00
Acres
Total Disturbed Area:
12.87
Acres
Total Drainage Area Into Structure:
12.87
Acres
Proposed BUA/Impervious Area:
3.12
Acres
Drainage Area Proposed BUA/Impervious Area %:
24.3
%
Off -Site Drainage Area:
0.00
Acres
Off -Site BUA/Impervious Area:
0.00
Acres
Total BUA/Impervious Area Into Structure:
3.12
Acres
Total BUA/Impervious Area Into Structure %:
24.3
%
Desian Data
Pre -Developed:
Overland Flow Runoff Factor
Factor
Hydraulic Length:
1342.55
Feet
Hydraulic Height:
76
Feet
Time of Concentration, Tc (Pre -developed) :
12.09
Min.
Post -Developed:
Overland Flow Runoff Factor
Factor
Hydraulic Length:
132.3
Feet
Hydraulic Height:
72
Feet
Time of Concentration, Te (Post -developed) :
6.65
Min.
*Note: Times of concentration are calculated using Kirpich Method. Use minimum 5 minute Tc.
SCS Weighted Curve Number (Pre -developed):
SCS Weighted Curve Number (Post -developed):
67 CN
70 CN
Precipitation Depth, 1 yr. 24 hr. Storm:
**See table
2.92
Inches
Precipitation Depth, 2 yr. 6 hr. Storm:
**See table
2.44
Inches
Precipitation Depth, 10 yr. 6 hr. Storm:
**See table
3.57
Inches
Precipitation Depth, 25 yr. 6 hr. Storm:
**See table
4.25
Inches

GUPTON'S ROYAL DESIGN GROUP, PA
P.O. BOX 1070
KING, N.C. 27021
S
KING'S CROSSING
STORMWATER MANAGEMENT WET DETENTION STRUCTURE
SITE CONDITIONS AND INPUT DATA
BASIN #3
Pre -Developed SCS Runoff Curve Number (CN)
Soil Group
Description
CN
Area (acres)
Product of
CN x Area
v ....
424.6850985
Brush
67
6.43
431.1197212
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
Totals
866.80
Weighted SCS Curve Number (CN) = 66.60
Post -Developed SCS Runoff Curve Number (CN)
Soii Group
Descr ption. ry
CN
Area (acres)
Product of
CN x Area
B
Pavement
98
1.22
119.6297204
B
Sidewalks
98
0.51
49.64226446
B
1 Driveways
98
0.15
15.14545455
B
Grassed Areas
61
9.75
594.6136882
B
Buildings
98
1.24
121.4876033
0
0.00
0
01
0.00
0
0.00
0
I otals 1"2,87 900.52
Weighted SCS Curve Number (CN) = 69.97
"See table 8.03e
*Reference made to "Erosion and Sediment Control Planning and Design Manual" State of N.C.

Depth -Duration -Frequency Table
King, Stokes County
NC
Return Period
Duration
1-yr
2-yr
5-yr
10-yr
25-yr
50-yr
100-yr
(in.)
(in.)
(in.)
(in.)
(in.)
(in.)
(in.)
5min
0.37
0.44
0.52
0.58
0.64
0.69
0.73
10 min
0.59
0.70
0.83
0.92
1.02
1.10
1.16
15 min
0.74
0.88
1.05
1.16
1.30
1.39
1.47
30 min
1.01
1.22
1.49
1.68
1.92
2.09
2.25
60min
1.26
1.53
1.91
2.19
2.56
2.83
3.10
2 hr
1.50
1.82
2.30
2.66
3.14
3.52
3.91
3 hr
1.62
1.97
2.49
2.88
3.41
3.83
4.26
6 hr
2.00
2.42
3.05
3.55
4.23
4.79
5.36
12 hr
2.43
2.95
3.72
4.35
5.23
5.96
6.73
24 hr
2.90
3.51
4.45
5.22
6.32
7.23
8.21
Intensity -Duration -Frequency Table
King, Stokes County
NC
Return Period
Duration
1-yr
2-yr
5-yr
10-yr
25-yr
50-yr
100-yr
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
5min
4.43
5.27
6.22
6.90
7.70
8.26
8.77
10 min
3.53
4.21
4.98
5.51
6.13
6.58
6.97
15 min
2.94
3.53
4.20
4.65
5.18
5.55
5.88
30min
2.02
2.44
2.98
3.37
3.84
4.18
4.50
60min
1.26
1.53
1.91
2.19
2.56
2.83
3.10
2 hr
0.75
0.91
1.15
1.33
1.57
1.76
1.95
3 hr
0.54
0.66
0.83
0.96
1.14
1.28
1.42
6 hr
0.33
0.40
0.51
0.59
0.71
0.80
0.90
12 hr
0.20
0.25
0.31
0.36
0.43
0.49
0.56
24 hr
0.12
0.15
0.19
0.22
0.26
0.30
0.34
Reference Data

Precipitation Frequency Data Server
https_//hdsc.nws.noaa.gov/hdse/pfds/pfds_printpage.himl?lat=36.2759&...
NOAA Atlas 14, Volume 2, Version 3
Location name: F(ing, North Carolina, USA*
Latitude: 36.27591, longitude:-80.34211 '
Elevation:1096.96 ft**
`source: ESRI Maps "k
source: t1SGS'""
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 PFgra h� ical E Maas & aerials
PF tabular
PDS-based
point precipitation frequency estimates with 90% confidence intervals (h inches)1
I
Average
recurrence
interval
(yearn)
-0.520
j
i00 204
500
1000
0.369
OA40
0.676
0.643
i 0.689
0.732 0,772
0.$i9
0.852
5-min
{fl.341- 4o4o1)j
(0.406-o.479)
(o.479-0.566)i
(0.530-0.626
{0.588 0.689)
(0.626-0.750
{0.661-0799 (0.692 0.845}
(0.724-0.900Y
(0746-0.942}
0.590
0.703
0.832
0.921
1.02
1.10
1,16 1.22
1.30
1.34
Q10-mtn
(0.545-0.640);
(0.650-0.767Y
(0.767-0.906)i
(0.848-1:00)
(0.937-1.11}
(0.998-1.20)
(1.05-1.27) (1.10-1.34)
(1-15-1.42)
{1.18-1.48}
15-min
0.737
(0.681-0.800)
0.$$41
(0.817-0.964)f
1.05
(0.971-1.15)
1 1.16
(1,07-1.27)
1
F 1.39
1.47 1.54
L{i.33-1.60} j (1.38-1.69)
i.63
{1.44 1.79}
169
4
g:.26-1.51)
(1.481.86)
30 mtn
1.01
1,22
1,60
7.69F
1,92
2 09
2.26F-1-40-71
2.59
2.73
(0.934 1.10)
(1.13-1.33}
{1.38-1.63}
{1.55-1.83}
(1.76-2,09)
(1.90-2.28)
(2.03 2.46) (2.15-2.63}
(2.29-2.85)
1,26
1,63
1.92
+ 2.20
2.66
2.84
3.10 3,37
3.72
3.9$
60-min
(1.l6-1.37)
(1.42-1.67)
(l.77-2.09}
(2.02-2.39)
{2.34 2J9)
(2.58 3.Q9)
{2.8E} 3.38} {3:023.69)
(3.29 4.09)
(3.49 4.40}
1.50
1.83
2.31
2.67
3.16
3.54
3.92 4.31
4.84
I 5.26
2-hr
(1.38-1.64}
(1.68-2 0)1
.45)
, (3.19-3.87)
(3.50 4.30) (3.82-4.74)
11 (4.23 5.35)
{4.54 5.83}
1.62
1.9$
2.60
2.89
3A3
3.84
4.27 4.7fl
5.30
6.76
3-hr
(1.49-1.78}
{1.82-2.17}
(2.30 2.73)
1 (2.65-3.16)
L (3.11-3.74)
{3.46 4.20}
(3.82 4.67) (4.16 5.16}
(4.62-5.83)
2.01
2,44
3.07
3.57
4,25
4.81
6.39 5.99
6.$3
7.51
6-hr
(1.85-2.19)
1
; (2.24 2.67)
(2.82-3.36)
(3-26-3.90)
1 (3.86 4.65)
. (4.33-q.2
{4.80-5.88] (5.27-6.54)
(5.91-7.49]
1
i {6.40 827)
2 44
11 2.97
1 3.75
4.38
1 5.27
f6.00
608 7.64F
8 80
11 9.77
12-hr
(2.25 2.67)
{2.73-3.24)
(3.44 4.09)
(4.0011.76)
(4.77-5.71)
(5.39 6.49j
(6.03 7.33) (6.67-8.23}
(7.57 9 55)
(8.27-10.6)
2,92
3,53
4.48
5.24
6.36
7.27
8.25 9,31
T 90.8
12.1
24-hr
(270-3.16}
(3.26-3.83)
1
5.67)
! (5.81-6.86)
{6.61-7.85)
1 (7.46-8.90) IL{8.35-10.1)
L{9.62-11.7}
(10.7-13.1)
3.44
4.15
5.22
6A8
7.2$
8.26
9.36 10.4
12,0
13.3
2 day
{3.20 3.71}
(3.86 4.48}
1 (4.855.63)
(5.63 6.54)
{6.71-7.83}
(7,58 $.89}
(8.48 10.0} (9.43-112}
(10.7-12.9)
11 (11.8 14.4) e
3.64
4.39
5.62
6.4i
7.68
8.71
9.79 10.9
12.6
13.9
3-day
{3.39-3.92}
(4.0911.73}
(5.13 5.93]
(5.95.6.89}
(T09-824)
l (8.U1-9.35)
(8.96-1-„^ 0.5)a {9.94-11.8)
{11.3-13.6}
3.86F--476-4--Jl
5.81
6.76F
8.07
-9-1-6-JI
10.3 11 11.5
1 13.2
14.6
4day
(3.5911.13}
(4.33-4.98)
(5,42-6.23)
(6.28 7.23)1
(7A8-8.64)
1 (8.43-9.81)
(9.43-11.0}11 (10.5-12.4)
(11.9-14.3)
(13.1-15.8)
4.38
5.25
6.47
7.46
8.82
F--9.-94---Il
11.1 112.3
141
15.5
7-day
(4.104.68)
(4.92-5.62)
(6.05-6.92)
1 (6.96 7.96)
1 (820-9 42)
(9.19-10-6) i
(10.2-11.9) (11.3-13.2)
{12.7-15.1) +
(13.9-16.7)
5.00
5.97F-7-28-77F
8.32
F 9.75
F 10.9
12.1-7
15.0
16.4
1U day
{4.69 5.3�)j
(5.61-6.37}
(6.83-7.76)
1 (7.78-8.86)j
(909-10 4)
1 (10.1-11.6)
(11.2-12.9} (12.2-113.3 4.2}
qL7-16.1)
(14.9-17.7)
20-day
6.74
(6.36-7.15)J
8.01
{7.56-8.49)
9,58
(9.03-10.2)
10.8
(102-11-5)
F 12.5 IF
1 (11.7-132)
13.8
{12.9-14.6)
15,1
(14.1-16.1)
(15.317.6}
1 18.3
(16-8-19.5)
F 19.7
(1&D21.1}
30 day
8.35
{7.93-8.78} 11
9.86
(9.37-10.4)
11.6
(11.0-12.1}
12.8
(12.2-13.5)1
14.5
(13.7-152)
15.8
{14.9-16.5}
17.0
(16.017.9}
18.2
(17.1-19.2)
19,8
(18.5-20.9)
21.0
45-day
(10.015.1}
(1182 3.0)
{13?6-15,0}
(15.0 6.5)
(167-18:5)
(1810 9.9}
(19.32i.4}
{20A122.8}
(21�9-24.7}
(23.0-26.1)
60-day 12.6
(12.0-13.1)
14.7
(14.1-15.4}
46.8
{16.1-17.5)
18A
(17.5-19_2
20.3
(19.4 21.3}
24.$
{20.8-22.8)
23,2
(22.0-24.3}
24.5
(23.3-25.8}
2&3
27.6)
27.6
(25.9-29.0)
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"k confidence interval. The probability that precipitation frequency estimates
(ior 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
1y are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
1 Please refer to NOAA Atlas 14 document for more information.
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PF graphical
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IPrecipitation Frequency Data Server
https://hdse.nws.noaa.gov/hdsc/pfds/pfds_printpar 4e.htmJ?Iat---36,2759&...
I
20
M41
15
41
0.
Z To
rL
0
PDS-based depth -duration -frequency (DDF) curves
Latitude: 36,27590, Longitude: -80.3421,
Average recurrence
interval
(years)
25
50
100
— 200
— Soo
— 1000
=C�4
E
E
-AQ -
m
. .m m
-a
0 m
40-a
mm
-. -.
mm
-. -.
U�
0,
r=�
1-1
!, A 4
: 6
6 6
A�
�q
N M
Duration
30
25
Duration
— 5-min
— 2-day
— I"in
— 3-day
I 6-min
— 4-day
— 30-min
— 7-day
— 60-insn
— 10-day
— 2--hr
— 20-day
— 3-br
— 3"ay
— "r
— 45-day
— 124V
— so -day
— 24-hr
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Wed Jul 17 15:18:03 2019
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Maps & aerials
Small scale terrain
,King
3krn
2mi R ur al H a It
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IPrecipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.litml?lat=36.2759&-..
Large scale terrain
s Lennhbt_Ily
8rin�I `;
rV
0 Durham
Greensboro
y\
';,sliwill� - I
100km _ -
--� harlotte
0 fi°mi Fav,ttv.,dle
Large scale map
Lynchburg
61.G -P _hcir#J ,Roanoke
Brill # Brillol
Johnson City
Now
Winston �atem Greensboro
ra Durham
igh
€tshevitie "i'
f oMi
100km hQdOtte
—�mi Fayetteville
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20010
Questions?: [e-mail]
Disclaimer
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Precipitatian Frequency Data Server https://hdse.nws.noaa.gov/hdsc/pfds/pfds_prinipage.ht nl?lat=36.2759&...
NOAA Atlas 14, Volume 2, Version 3
.019111111111.1 Location name: King, North Carolina, USA!
Latitude: 38.27590, longitude:-80.34210
Elevation:1096.96 ft"
'source: ESRI Maps
" source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, S. Un, 7 Pamybok, MYekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabula r R PF graphical I MaR & aerials
PF tabular
FDS-based paint precipitation frequency estimates with 90% confidence intervals (in incheslhour)1
Average
recurrence interval
(years)
t3uratton�
�
25 50
100
200
500
11 1000
5-min
4.43
(4.09-4,81)
5.28
i (4.87-5.75)
6.24
(5.75 6.79)
6.91
(6.36-7.51)
7.72 8.27
(7.06-8.39) Q-51-9.DD)
8.78
(7.93-9.59}
9.26
(8.30-10.1}
9.83
($.69-10.8)
10.2
1,(8.95-11.3)
10-min
3.54
4.22
4,99
5.53
6.14 6,59
6.98
7.34
7.77
8.05
{327 3.84}
{3.90 4.60)
(4.60-5.44}
(5.09 6.01)
, (5.62 6.68) (5.99-7.17)
(6.30-7.61)
(6.58 8.03j
{6.87 8.54)
15 min
2.95
(2.723.20)
3.54
{3.27-3.86)
d.21
(3.8a4.58)
4.66
(4295.06)
5.i9 5.56
(4.755-65) f (5.05-6.05)
5.88
(5.31-6.42)
6.18
{5.54-6.76)
6.52
(5.76-7.17)
6.74
! (5.907.44)
30-mm
2.02
(1.87-2.19)
2.44
1 (2.26-2.66)
2.99
(2.76-3.26) }
3.37
(3.113.67)
3.85 419
{3.52 4.18)1 (3.$1 4.56)
4.51
{4.D7 4.91)
4.$1
(4.315.26)
5.19
(4.59-5.70)
5A-6
11 (4.78 6.03)
1.26
1.53
1.92
2.20
2.56 2.84
3-10
3.37
3-72
3.98
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{1.16-1.37)
(1.42-1.67)
(1.77-2.09)
(2.02-2.39)
{234 2J9) (2.58-3.09)
(2.80-3.38)
(3,02-3.69)
2-hF
0.752
(0 690-0.822)
-1����y��
0.916
(0.841-1.00)
1,15
(1.o6-126)
1.33
(122-1.46)
1,56
(1.43 1.72)
1,77
1 (1.59-1.93)
1.96
0.75 2.15)
2.16 2.42
(1.91-2-37) (2.11-2.67}
�1
2.63
(227-2-92)
0.540
0.660
0.832
0.963F
1.14
128
1.42
t.57 1.77
1.92
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(0.497-0.592)
(fl.607-0.723}
(0.764-0-909)i
{0.882-1.05)
(1.03-1.25)
(1.15-1.40)
(1.27-1.56)
(1.39-1.72) _ (1.54-1.94)
{1.65-2.12}
0.335
0.407
0.512
0-596
0.710
0.803
0.900
1.00 1,1d
1.25
6 itr
{0.308 0.366)
(0.375 0.446)
(0.471-0.562)
{0.545-0.651)
(0.644 0.776)
{0.723 0.877
(D.802-0.98t)
(0.880-1�09J (0.987-125} "
(107^1 38j
12-hr
0 203
(D 187-0.221)
0.246
(0.227-0269
0.311
(0286 0.339)�
0.363
(Q332-0.395)
0.437
(0.396-0.474)
0.498
(0447-0.538)
0.563
(0.5D0 0.609}
0.631 0 730
{0.553-0.683j (0.623_0.792)
0.811
(0.686 0.882)
2A hr
" 0121
0,147
0.187
0.219 f
0.265
0.303
0.344
0.388 0,452 I
0.505 l
lay
(O-12-0.132)
(0.136-0.160J
(0-172-0.202j
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{0.201 0.236)E
(D.242-0.286)
(0-276-0.327}
01728
(0.311-0.371)
0.194
(0.348-0.419) (0.401-0.488)
0.217 249
(0-444 0,546J
0067-0.077}�
D00863
0.0
0009!1012
(01 0.117)(0t70
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!
(004 054)
(0057-0066)
(007 -0 082
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(0.138--o 164
(0.157.05 89).
(0 173-0 210)
0.040
0.048
0-061
0.070
0.084
0.095
0.107
0,120
4.138
0.152
4-day
(0.037-0.043)
(0.045-0,052)
{0.056-0.065}
(0.065-0.075)
(0.078-0 WOj)
(0.088-0102)
(0.098 4.115)
{0.109 D.12 ))
(0.124-0 148)
(0 136-0.165}
7-day
0.026
(0.024 0:028)
0.031
(0.029-0.033)
0.039
(0.036-0-041)i
0.044
(0.041-0-047)
o.053
(D.D49-0.056)1
0,059
{0.055 0.063 "
0.066
(0.061-0.071)
0.073
(0.067-0 079);
6.084
(0.076 0 090)
0,092
{0.083-0.099)
P 10-d
0.021
(0.020-0.022)
0.025
(0.023-0027}
0.030
(0.028-0.032)
0. 335
{D.032-0.037
0.041
(D-38-0.043j
0,045
(0.042 O.Q48)
0,050
(0.047-0054)
0.056 if
(D.D51-0.059}
0.063
(D.057-0.067)
0.068
{D.0621074}
20-day ,
0 014
(0.013-0.015)
QA17
{0.016-0.018
6.020
(0-D19 0.021)
0,023
{0.02t-0.024}
6.626
(0.024-0.028)
0029
(0.027-D.030
0,032
(0.(29-0.033)
0.034
(0032-0.037
0.038 ,
(0.035-0:041);
0.041
(D_038-0.044)
30-day
0 012
(0.011-D.012}
0.014
(0.013-0.014)
0.016 l
(0.015-0.017}l
0.018
(0.017-0019
0.020
(0.019-0.421)i
0.022
(0.021-0.023)
0.024
{0.022-0-025}
0.025
(0.024 0.427}
0.028
(0.026-0.029)i
0.029
(0.027 0.031)
45-da y
0 010
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6.013
0.015
0.016
0.018
0.019
0.020F(GW20-0.023
022
0.023
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(0:Ot1-0012)
{0.013 0.014j
(0.014-0.015)
(0.012-0_013
(0.015-0.017}
0.014
(0.013-0-015y
(0-017-0.018)
0.015
(0.014-0.016)
(0.018-0.020)
0.016
(0.Ot5 0017);
(0.019 0021)}
0.017
(0.016-D.018)
(0.021-0.024)0.009
{0.008-0.009)
0010
(0.010-0011)
0.012 (Q013
(0011-0012);
018
-0019)°
{0_D18 D.D20
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 frequency estimates
(for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 55%. 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 Attas 14 document for more information.
Back to Ton
PF graphical
of 3 7/17/2019, 11:21 AM

IPrecipitation Frequency Data Server
https-.//hdsc.nws.iioaa.gov/lidse/pfds/pfds_printpage.litml?lat--36.2759&...
IA LOOO
Al
0r_
0�100
0.01.0
PDS-based intensity -duration -frequency (IDF) curves
Latitude-- 36.27590, Longitude. -80.34211
...........................
---------------
0.001 I
E
40 -am
"mo -ma
Z -0m ma -am
6
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A A 4
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10-000
0
0-100
45
U
LU
Q. 0-010
............. ........ ---------
---------- ------ --------- I ---------
2 5 if) 29 Sn inn Intl ,nn in(
Average recurrence interval (years)
10
NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Wed Jul 17 15:20:25 2019
Back to To
Maps & aerials
Small scale terrain
Urn
Rural Hall."'
2
M,
Average recurrence
interal
— 10
— 25
so
100
200
500
1000
Duration
54M
_....2-day
10-min
— 3-day
15-min
— 4-day
30-min
— 7-day
60-mon
— 10-day
2-br
— 20-day
3-tr
— 30-day
6--hr
— 45-day
124V
— so -day
24-hf
2 of 3 7/17/2019, 11:21 AM

Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpagehtwd?lat=36.2759&...
Large scale terrain
i
■ Lynchburg
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Durham
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Lynchburg
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Back to Top
US Deoartment of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20010
Questions?: HDSC.Questionsftnoaa.a
Disclaimer
3 of 3 7/17/2019, 11:21 AM

KINGS CROSSING
STORMWATER MANAGEMENT EQ STRUCTURE
COMPUTED DESIGN DATA
BASIN 3#
COMPUTED 1-YR. WATER QUALITY DATA
Volumetric Runoff Coefficient, Rv:
0.268
Water Quality Volume (1-Inch Storm), WQv:
12,633.64
Cu.Ft.
Water Quality Runoff Volume, Qa:
0.27
Inches
Water Quality CN (using Qa):
88
CN
Intial Abstraction, la: = 0.260 la/P(1 ") = 0.260
Qu (TR-55)= 690.00
csm/in
Time of Concentration, Tc
12.09
Min.
Intensity for 1 yr. Storm, 1
3.54
In./hr.
Peak Rate of Runoff, Tp :
14.94
Min.
Water Quality Peak Discharge, Qp:
3.7
cfs
Runoff Depth, Q* :
Water Quality Drawdown Elevation:
0.67 Inches
1037.00
Water Quality Volume Provided: (Volume between Permanent Pool and Riser Oril 13,283.56 Cu.Ft.
Permanent Pool Elevation: 1037.00
Riser Orifice Elevation: 1038.00
COMPUTED 25-YR. WATER QUANTITY DATA
Pre -developed Runoff Volume:
Post -developed Runoff Volume:
61,174 Cu.Ft.
69,721 Cu.Ft.
Runoff Volume to be Detained (Post - Pre): 1 8,547 7 Cu.Ft.
Water Quantity Volume Provided: (Volume between Permanent Pool and 25-yr Ell 19,402 Cu.Ft.
Surplus Volume Provided: 10,855 Cu.Ft.
Permanent Pool Elevation: 1037.00
25-YR Elevation: 1038.37
Discharge Rate @ 48 hrs: 0.049 cfs
Approx. Time to Complete Discharge: (max. 120 hrs.) 80 hr.
PRE/POST DEVELOPED PEAK DISCHARGES
Pre -Developed
Post -Developed
Routed Pond
Peak Discharge
Peak Discharge
Peak Discharge
Design Storm
(cfs)
(cfs)
(cfs)
1 yr. - 24 hr
8.060
12.730
0.953
2 yr. - 6 hr.
2.197
3,722
1.022
10 yr. - 6 hr.
8.393
10.820
3.808
25 yr. - 6 hr.
13.150
16.040
9.105
50 yr. - 6 hr,
0.000
0.000
0.000
100 yr. - 6 hr.
22.180
25.770
13.520

KING'S CROSSING
STORMWATER MANAGEMENT ED STRUCTURE
PERMANENT BASIN DESIGN
BASIN 3#
BASIN CONFIGURATION (RISER & ORIFICE
Width
Approx. Basin Dimension: 66 X
Basin Side Slopes: 3 : 1
Minimum Length/Width Ratio:
Proposed Length/Width Ratio:
Main Pool Surface Area and Volume (SA/DA):
Permanent Pool Average Depth:
Percent Impervious Cover:
Required SA/DA Ratio for TSS Removal:
Required Permanent Pool Area for TSS Removal:
Permanent Pool Area Provided:
Permanent Pool Average Depth Calculation:
*Shelf is not submerged:
VPP
Davg =
APP
Water Quality Drawdown Orifice:
Maximum Head:
Minimum Head:
Design Head (h max/3), h:
Maximum Release Rate:
Minimum Release Rate:
Maximum Hole Size:
Minimum Hole Size:
Conduit Size Used:
Orifice Size Used:
Orifice Size Release Rates:
Required Temporary Pool Depth:
Permanent Pool Depth:
Minimum Crest Height of Riser:
Crest Height of Riser:
Basin Volume as Configured at Top of Riser:
Length
214
Volume of Permanent Pool
Area of Permanent Pool
Davg =
0.043 S.F
0.017 S.F
0.022 SY
0.0378 CFS
Surface Area
14,124.00
S.F.
1.5:1
3.2:1
3.34
Ft.
24.3
%
0.98
6,496.12
S.F.
9,503.17
S.F.
1037.0
Elevation
31,708.25
Cu.Ft.
9,503.17
S.F.
3.34
Ft.
4.4 In.
0.0 In.
1.5 In.
2 Days
5 Days
2.82 In. Dia.
1.78 In. Dia.
4.0 In. Dia.
2.00 In. Dia.
3.8 Days
0.36 Ft.
3.34 Ft.
3.70 Ft.
7.00 Ft.
67,969.57 C.F.

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Hydrologic Soil Group —Stokes County, North Carolina
King's Crossing
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AO1
CeB2
Clifford sandy clay loam,
B
49.7
33.2%
2 to 8 percent slopes,
moderately eroded
FpC2
Fairview -Poplar Forest
C
62.1
41.5%
complex, 8 to 15
percent slopes,
moderately eroded
FpD2
Fairview -Poplar Forest
B
34.6
23.1%
complex, 15 to 25
percent slopes,
moderately eroded
FrB
Fairview -Poplar Forest-
B
0.0
0.0%
Urban land complex,
2 to 8 percent slopes
W
Water
3.3
2.2%
Totals for Area of Interest
149.7
100.0%
USDA Natural Resources Web Soil Survey 5/6/2021
+s Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Stokes 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 ciaypan 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
King's Crossing
USDA Natural Resources Web Soil Survey 5/6/2021
Conservation Service National Cooperative Soil Survey Page 4 of 4

q
Watershed Model Schematic
Hydraflow Hydrographs Extension for AutoCAD®Civil 30® 2009 byAutodesk, Inc. v6.066
3
Legend
Hyd. Origin Description
1 SCS Runoff Pond 93 Pre -Developed
2 SOS Runoff Pond #3 Post -Developed
3 Reservoir Pond #3 Routed
Project: HYDR©GRAPH - POND 3#.gpw Thursday, Oct 7, 2021

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D@ 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pond #3 Pre-Dev 24 Hour
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 12.870 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 2.92 in
Storm duration
= 24 hrs
Q (cfs)'
10.00 7
Moor-nd
Thursday, Oct 7, 2021
Peak discharge = 8.060 cfs
Time to peak
= 722 min
Hyd. volume
= 25,348 cuft
Curve number
= 66.5
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 12.10 min
Distribution
= Type ll
Shape factor
= 484
Pond #3 Pre-Dev 24 Hoar
Hyd. No. 1 --1 Year
Q (cfs)
10.00
IM10IONMEM
4.00
2.00
0.00 I 1 I 1 I L / 1 1 I f I i
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAM Civil 3D® 2009 by Autodesk, Inc. v6.066
Thursday, Oct 7, 2021
Hyd. No. 2
Pond #3 Post-Dev 24 Hour
Hydrograph type
= SCS Runoff
Peak discharge
= 12.73 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 31,110 cult
Drainage area
= 12.870 ac
Curve number
= 69.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of cone. (Tc)
= 6.70 min
Total precip.
= 2.92 in
Distribution
= Type 11
Storm duration
= 24 hrs
Shape factor
= 484
Pond #3 Post-Dev 24 Hour
Q cfs
) Hyd. No. 2 --1 Year Q (cfis)
I .00
12.00
10.00
8.00
6.00
4.00
2.00
000
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
..-- Hyd No. 2 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2009 byAutodesk, Inc. v6.066
Thursday, Oct 7, 2021
Hyd. No. 4
Pond #3 Routed 24 Hour
Hydrograph type = Reservoir
Peak discharge
= 0.953 cfs
Storm frequency = 1 yrs
Time to peak
= 792 min
Time interval = 2 min
Hyd. volume
= 30,320 cult
Inflow hyd. No. = 2 - Pond #3 Post-Dev 24 Hour
Max. Elevation
= 1038.07 ft
Reservoir name = POND 3#
Max. Storage
= 51,788 cult
Storage Indication method used. Wet pond routing start elevation = 1037.00 ft
Pond #3 Routed 24 Hour
Q (cfs) Hyd. No. 4 --1 Year Q (Cfs)
14.00 14.00
12.00 12.00
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 10 20 30 40 50 60 70 80 90 100
Time (hrs)
v Hyd No. 4 ---- Hyd No. 2 Total storage used = 51,788 cult

Hydrograph Report
Hydraflow Hydrographs Extension forAUtoCAD® Civil 3D0 2009 by Autodesk, Inc. v6.066
Hyd. No, 6
Pond #3 Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 12.870 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 2.44 in
Storm duration
= 6.00 hrs
Q (cfs)
3.00
m
1.00
0.0 1.0
tY. Hyd No. 6
Pond #3 Pre -Developed
Hyd. No. 6 -- 2 Year
Thursday, Oct 7, 2021
Peak discharge = 2.197 cfs
Time to peak
= 156 min
Hyd. volume
= 15,272 cult
Curve number
= 66.5
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 12.10 min
Distribution
= SCS 6-Hr
Shape factor
= 484
Q (cfs)
3.00
2.00
M911f
I 1 i 1 �' ' 0.00
2.0 3.0 4.0 5.0 6.0 7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 7
Pond #3 Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 12.870 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 2.44 in
Storm duration
= 6.00 hrs
Q (cfs)
4.00
3.00
M
1.00
MST
Pond #3 Post -Developed
Hyd. No. 7 -- 2 Year
Thursday, Oct 7, 2021
Peak discharge = 3.722 cfs
Time to peak
= 152 min
Hyd. volume
= 19,787 euft
Curve number
= 69.9
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 6.70 min
Distribution
= SCS 6-Hr
Shape factor
= 484
Q (cfs)
4.00
3.00
2.00
1.00
�TdTSM
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
=,, Hyd No. 7 Time (hrs)

Hydrograph Report
y rafEaw Hydragraphs Extension for AutoGAD®Givil 3D@ 2409 6 Autodesk, Inc. vCi.466
y
Tuesday, Oct 5, 2021
Hyd. No. 3
Pond #3 Routed
Hydrograph type
= Reservoir
Peak discharge
= 1.022 cfs
Storm frequency
= 2 yrs
Time to peak
= 346 min
Time interval
= 2 min
Hyd. volume
= 19,395 cuft
Inflow hyd. No.
= 2 - Pond #3 Post -Developed
Max. Elevation
= 1038.07 ft
Reservoir name
= POND 3#
Max. Storage
= 51,874 cult
Storage Indication method used. Wet pond routing start elevation = 1037.00 ft
Q (cfs)
4.00
r Ia
1.00
Ism
Pond #3 Routed
Hyd. No. 3 -- 2 Year
0 S 16 24 32 40 48 56 64 72
— Hyd No. 3 — Hyd No. 2 Total storage used = 51,874 cuft
Q (cfs)
4.00
3.00
M
M
-1- 0.00
80
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D@ 2009 by Autodesk, Inc. v6.066
Hyd. No. 6
Pond #3 Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 12.870 ac
Basin Slope
= 0.0 %
Te method
= USER
Total precip.
= 3.57 in
Storm duration
= 6.00 hrs
WE
M We
2.00
Pond #3 Pre -Developed
Hyd. No. 6 -- 10 Year
1.0 2.0 3.0 4.0
. - -- Hyd No. 6
Thursday, Oct 7, 2021
Peak discharge = 8.393 cfs
Time to peak
= 152 min
Hyd. volume
= 41,618 cult
Curve number
= 66.5
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 12.10 min
Distribution
= SCS 6-Hr
Shape factor
= 484
5.0 6.0
Q (cfs)
10.00
i
•
4.00
2.00
0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD® Civil 3D0 2009 byAutodesk, Inc. v6.066 Thursday, Oct 7, 2021
Hyd. No. 7
Pond #3 Post -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 10.82 cfs
Storm frequency
= 10 yrs
Time to peak
= 150 min
Time interval
= 2 min
Hyd. volume
= 48,865 cult
Drainage area
= 12.870 ac
Curve number
= 69.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 6.70 min
Total precip.
= 3.57 in
Distribution
= SCS 6-Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (cfs)
12.00
10.00
8.00
6.00
4.04
2.00
000
4.0 1.0 2,0
-- Hyd No. 7
Pond #3 Post -Developed
Hyd. No. 7 -- 10 Year
Q (cfs)
3.0 4.0 5.0 6.0 7.0Mvv
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCADe Civil 3D® 2009 byAutodesk, Inc. v6.066
Tuesday, Oct 5, 2021
Hyd. No. 3
Pond #3 Routed
Hydrograph type
= Reservoir
Peak discharge
= 3.808 cfs
Storm frequency
= 10 yrs
Time to peak
= 184 min
Time interval
= 2 min
Hyd. volume
= 48,470 cult
Inflow hyd. No.
= 2 - Pond #3 Post -Developed
Max. Elevation
= 1038.20 ft
Reservoir name
= POND 3#
Max. Storage
= 53,949 cuft
Storage Indication method used. Wet pond routing start elevation = 1037.00 ft.
Pond #3 Routed
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
Zoo 2.00
0.00 0.00
0 4 8 12 16 20 24 28 32 36 40 44 48 52
Time (hrs)
v_ _.�_ Hyd No. 3 — Hyd No. 2 EMNWIff Total storage used = 53,949 cult

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD® Civil 3D0 2009 by Autodesk, Inc. v6.066
Hyd. No. 6
Pond #3 Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 12.870 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 4.25 in
Storm duration
= 6.00 hrs
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0.0 1.0
..,,. Hyd No. 6
Pond #3 Pre -Developed
Hyd. No. 6 -- 25 Year
Thursday, Oct 7, 2021
Peak discharge = 13.15 cfs
Time to peak
= 152 min
Hyd. volume
= 61,174 cult
Curve number
= 66.5
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 12.10 min
Distribution
= SCS 6-Hr
Shape factor
= 484
2.0 3.0 4.0 5.0 6.0
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D0 2009 by Autodesk, Inc. v6.066
Hyd. No. 7
Pond #3 Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 12.870 ac
Basin Slope
= 0.0 %
Te method
= USER
Total precip.
= 4.25 in
Storm duration
= 6.00 hrs
Pond #3 Post -Developed
Q (cfs) Hyd. No. 7 -- 25 Year
18.00
15.00
12.00
9.00
v.�+v
0.0 1.0
­— Hyd No. 7
Thursday, Oct 7, 2021
Peak discharge
= 16.04 cfs
Time to peak
= 148 min
Hyd. volume
= 69,721 cult
Curve number
= 69.9
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 6.70 min
Distribution
= SCS 6-Hr
Shape factor
= 484
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00
2.0 3.0 4.0 5.0 6.0 7.0
Trme (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2009 byAutodesk, Inc. v6.066
Tuesday, Oct 5, 2021
Hyd. No. 3
Pond #3 Routed
Hydrograph type
= Reservoir
Peak discharge
= 9.105 cfs
Storm frequency
= 25 yrs
Time to peak
= 160 min
Time interval
= 2 min
Hyd. volume
= 69,325 cult
Inflow hyd. No.
= 2 - Pond #3 Post -Developed
Max. Elevation
= 1038.37 ft
Reservoir name
= POND 3#
Max. Storage
= 56,538 cuft
Storage Indication method used. Wet pond routing start elevation = 1037.00 ft.
Q (cfs)
18.00
15.00
12.00
•M
3.00
0.00 -!
0.0 2.0
- Hyd No. 3
Pond #3 Routed
Hyd. No. 3 -- 25 Year
4.0 6.0
---- Hyd No. 2
8.0 10.0 12.0
1 ' Total storage used = 56,538 cult
Q (cfs)
18.00
12.00
w
r It
Blois]
wi._ 0.00
14.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCADO Civil 3D0 2009 byAutodesk, Inc. v6.066
Hyd. No. 6
Pond #3 Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 12.870 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 5.39 in
Storm duration
= 6.00 hrs
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00 .
0.0 1.0
n.- — Hyd No. 6
Pond #3 Pre -Developed
Hyd. No. 6 -- 100 Year
Thursday, Oct 7, 2024
Peak discharge = 22.18 cfs
Time to peak
= 150 min
Hyd. volume
= 98,228 cult
Curve number
= 66.5
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 12.10 min
Distribution
= SCS 6-Hr
Shape factor
= 484
2.0 3.0 4.0 5.0 6.0
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
7.0
Time (hrs)

Hydrograph Report
Hydratlow Hydrographs Extension for AutoCAD® Civil 3D@ 2009 by Autodesk, Inc. A066 Thursday, Oct 7, 2021
Hyd. No. 7
Pond #3 Post -Developed
Hydrograph type
= SCS Runoff
Peak discharge
= 25.77 cfs
Storm frequency
= 100 yrs
Time to peak
= 148 min
Time interval
= 2 min
Hyd. volume
= 108,452 cuff
Drainage area
12.870 ac
Curve number
= 69.9
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= USER
Time of conc. (Tc)
= 6.70 min
Total precip.
= 5.39 in
Distribution
= SCS 6-Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0.0 1.0
- Hyd No. 7
Pond #3 Post -Developed
Hyd. No. 7 -- 100 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
000
2.0 3.0 4.0 5.0 6.0 7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCADQ Civil 3D@ 2009 byAutodesk, Inc. v6.066
Tuesday, Oct 5, 2021
Hyd, No. 3
Pond #3 Routed
Hydrograph type
= Reservoir
Peak discharge
= 13.52 cfs
Storm frequency
= 100 yrs
Time to peak
= 160 min
Time interval
= 2 min
Hyd. volume
= 108,055 cult
Inflow hyd. No.
= 2 - Pond #3 Post -Developed
Max. Elevation
= 1038.92 ft
Reservoir name
= POND 3#
Max. Storage
= 65,190 cult
Storage Indication method used. Wet pond routing start elevation = 1037.00 ft.
Q (cfs)
28.00
24.00
20.00
16.00
12A0
8.0a
4.00
a 00
0.0 1.0
-- Hyd No. 3
Pond #3 Routed
Hyd. No. 3 — 100 Year
2.0 3.0
Hyd No. 2
4.a 5.0 6.0 7.0
MRIMUM Total storage used = 65,190 cult
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
8.0
Time (hrs)

Pond Report
Hydraflow Hydrographs Extension forAutoCAD® Civil 3D®2009 by Autodesk, Inc. v6.066
Thursday, Oct 7, 2021
Pond No. 1 - POND 3#
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 1033.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (tuft)
0.00 1033.00
7,185
0
0
1.00 1034.00
8,315
7,742
7,742
2.00 1035.00
9,352
8,828
16,570
3.00 1036.00
10,447
9,894
26,463
4.00 1037.00
11,600
11,018
37,481
5.00 1038.00
14,967
13,247
50,728
6.00 1039.00
16,609
15,779
66,507
7.00 1040.00
18,307
17,449
83,956
8.00 1041.00
20,062
19,176
103,131
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[Cl
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 15.00
2.00
Inactive
Inactive
Crest Len (ft)
= 12.00
10.00
Inactive
Inactive
Span (in)
= 15.00
2.00
0.00
0.00
Crest El. (ft)
= 1038.00
1040.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 1033.00
1037.00
0.00
0.00
Weir Type
= Riser
Ciplti
---
---
Length (ft)
= 70.00
0.50
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 2.14
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)
= 0.000 (by
Wet area)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
8,00
Moi
4.00
r M
0.00 '
0.00 5.00
Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage / Discharge
Elev (ft)
1041.00
1039.00
1037.00
1035.00
1033.00
10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Discharge (cfs)

Pond Report
Hydraflow Hydrographs Extension forAutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Thursday, Oct 7, 2021
Pond No. 1 - POND 3#
Pond Data
Contours - User -defined contour areas.
Conic method used for volume calculation. Begining Elevation = 1033.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 1033.00
7,185
0
0
1.00 1034.00
8,315
7,742
7,742
2.00 1035.00
9,352
8,828
16,570
3.00 1036.00
10,447
9,894
26,463
4.00 1037.00
11,600
11,018
37,481
5.00 1038.00
14,967
13,247
50,728
6.00 1039.00
16,609
15,779
66,507
7.00 1040.00
18,307
17,449
83,956
8.00 1041.00
20,062
19,176
103,131
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 15.00
2.00
Inactive
Inactive
Crest Len (ft)
= 12.00
10.00
Inactive
Inactive
Span (in)
= 15.00
2.00
0.00
0.00
Crest El. (ft)
= 1038.00
1040,00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 1033.00
1037,00
0.00
0.00
Weir Type
= Riser
Cipiti
---
---
Length (ft)
= 70.00
0.50
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 2.14
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)
= 0.000 (by Wet area)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0,00
Stage (ft)
8.00
6.00
4.00
2.00
Note: Culvert/Orifice, outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage / Storage
I 1 ,_ / I _ { I 1__ 1
0.00 it I
0 20,000
Storage
40,000
60,000
80,000
100,000
Elev (ft)
1041.00
1039.00
1037.00
1035.00
-L- 1033.00
120,000
Storage (cuft)

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