SW4210701_Design Calculations (Wet Pond 4)_20211229

GUPTON'S ROYAL DESIGN GROUP
I F si r v its S1'ILPLA!4NM 0 Ws(FRr`��.^'I1tr�' RD—F v
LANDS, EDDESIG LAND
PO BOX 1070, KING, NC 27021
office Phone (336) 98S — 6S19
Secondary Phone (336) 705 - 0633
KING'S CROSSSING
Moore Road
King, N.C. 27021
WET DETENTION BASIN #4
REVISED CALCULATIONS
12/20/2021
King's Cross Properties, LLC
P.O. Box 21029
Winston-Salem, N.C. 27120
336.414.3796

KING'S CROSSING
Zoned CU-PUD, R-15
MOORS 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.
N

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 10-Year ..........................
25
Hydrograph Report — Post -developed 1 0-Year .........................
26
Hydrograph Report — Routed Pond I 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 1 00-Year. ...... .................
32
Hydrograph Report — Routed Pond I 00-Year ...........................
33
Pond Report — Stage Discharge ..........................
34
Pond Report — Stage 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 #4
SITE DATA
Total Site Area:
149.68
Acres
Total Disturbed Area:
8.39
Acres
Total Drainage Area Into Structure:
8.39
Acres
Proposed 8UA/Impervious Area:
1.90
Acres
Drainage Area Proposed BUA/Impervious Area %:
22.6
%
Off -Site Drainage Area:
0.00
Acres
Off -Site BUA/Impervious Area:
0.00
Acres
Total BUA/Impervious Area Into Structure:
1.90
Acres
Total BUA/Impervious Area Into Structure %:
22.6
%
Design Data
Pre -Developed:
Overland Flow Runoff Factor
Factor
Hydraulic Length:
659.88
Feet
Hydraulic Height:
45
Feet
Time of Concentration, Tc (Pre -developed) :
5.06
Min,
Post -Developed:
Overland Flow Runoff Factor
Factor
Hydraulic Length:
i3_180 Y-7
Feet
Hydraulic Height:
55
Feet
Time of Concentration, Tc (Post -developed) :
6.09
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
69 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, 100 yr. 6 hr. Storm:
**See table
5.39
Inches

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 4
Pre -Developed SCS Runoff Curve Number (CN)
Soil Group
Description Y�
CN
Area (acres)
Product of
CN x Area
66.E
277.2
67
4.20
281.4
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00 1
0
i otais
Weighted SCS Curve Number (CN) =
Post -Developed SCS Runoff Curve Number (CN)
5.40 558.60
66.50
Soil Group
Description
CN
Area (acres)
Product of
CN x Area
B
Pavement
98
0.55
53.9
B
Sidewalks
98
0.07
6.86
B
Driveways
98
0.18
17.64
B
Grassed Areas
61
6.50
396.5
B
Buildings
98
1.10
107.8
0
0.00
0
0
0.00 1
0
0.00 1
0
i otais &AT 582.70
Weighted SCS Curve Number (CN) =
69.37
*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/hdsclpfds/pfds_printpage.hbnl?lat=36.2759&...
NOAA Atlas 14, Volume 2, Version 3
Location name: King, North Carolina, USA*
Latitude: 36.27590, Longitude:-80.3421° ?
Elevation:1096.96 ft"
* source: ESRI Maps a
*' source: USGS"
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 tabula( PF graphical I Mapj &aerials
PF tabular
P©S-based
point precipitation frequency estimates with 90%fl confidence intervals (in inches)1
Average recurrence interval (years)
17K
L-VO-A200
500 :]
1000
5-min
0.3 99
(D.34t-0.401){
0.440
(4.4� 0.479)
0.520
(0.479-0.566),
0.576
(0.530-0.626
0. 443
{0.588-0.699j
0.6$9
(0.626A.750
0.732
(0.661-0.799}
0.772
(0.692-0.845}
0.813
{0.724d}.900}j
0.862
(0.746 0.942
fi 0 min
0.590
0.703
0.832
F-05-2-171
1.10
1 1.16
1.22
1.30
1.34
{0.545-0.640),
(D.650-0.767)
(0.767-0.906);
(Q, 8-1.00)
{0.937-1.11}
(0.998-120)
(1.05-1.27)
{1.10 1.34)
{1.15 1 A2 )
{1.18-1.48)
��fi5-mtn
IL
0.737
0.884
(0.817-0.964)
1.05
(0.971-115)
1.16
(1.07-1.27)
1.30
(1.19-1.41}
9.39
(1.26-i.51}
1.47
(1.33-1.60}
1.64
1._1
1.68
-_�{0.681-0.800)
fi.0fi
1.22
1.60
1.69
1.92
2.09
216
(1.38-1.69)
2.40
(1.44-i.79)
2.59
(1AB-1:86)
2.73
30-min
{0.934-1.10)
(1.13-1.33)
(1.38-1.63)
(1.55-1.83)_I
(
(1.762.09)
I (1.90-?28}
(2.03-2.46)
{Z.15-2.63j
(2.21-2.85)
(2.39-3.01) a
1.26
1.53
1.92
2.20
2.56
2.84
338)
3,37
3.72
3.98
6fl-mrn
(1.16 1.37)
(1.42-1.67)
{1.77-2A9)
{2A2-2.39)
{2.34-2.79)
(2.58.3.09)
.10
(2.80-3.
(3.D2 3.69)
{3.294.09) 1
1.50
1.83
2.31
2.67
3.15
3.54
3.92
4.31
4.84
5.26
2-h
{1.38 1.64]
{1.68 2.�}
(2,12-2.53}
{2.44 2.92)
j {2.86-3.45}
(3.19-3.87)
(3.5D 4.3D}
{3.82 4.74}
{4.23 5.35)
(4.54 5.83J
1 62
fi.98
2.50
2.89
1 3A3
3.84
4.27
4 70
6.30
5.76
3 hr
(9.49-1.78)
(1.82-2.17}
{2.30-2.73)
(2.65-3.16)
11 (3.11-3.74)
(3.46-420)
{3.82-4.67}
(4.16 5.16)
(4.62-5.83)
{4.96-6.37)
2,01
2.4d
3.07
3.57
4 25
4.81
5.39
5.99
6.83
7.51
6 hr
(1.85-2.19)
(2.24-2.67)
(2.823 36)
_ (3.26-3.90}
(3.86.4.65)
(4.33-5.25)
{4.80-5.88)
(5.27 6.54}
(5.91-7.49)
{6=40-8.27}
12-hr
2.44
(2.25 2.67)
2.97
1 (2.73-324)
3.75
L{3.44-4.09)
d.38
1 (4.00-4.76)
5.27
{4.77-5.71)
6.00
(5.39-6.49)
6.78
(6.03 7.33)
7.60
8 23)
8.80 9.77
9.55}
{6.67
{7-57 (827-10.6)
24-hr
2.92
3.53
4.48
5.24
6.35
7.27
81.25
9.39
(270-3.16)
{3.26-3.83)
(4.134.85)
{4.835.67)
(5-816.86)
11 (6.61-7.85)
(7.46-8.90)
3A4
1 415
1 5.22
6.08
7,28
8.26
9.30
16.4
12.0 13.3
2 tlay
(320-3.71) t1
(3.864.48)
(4.85-5.63) i
(5.63-6.54)
(6.71-7.83)
11 (7.58-8.89)
'(8_48-10.0}
(9_43-112}
(10.7-12.9} {11 8-14_A)
3-day
3.64 4.39
(3.39-3{4 .92) -_W-4 73) 1
5.52
(5.13-5.93)
6.41
1{5.95 6.89)
7.68
{7.09-8.24}
8.71
f (8.01-9.35}
9.79
(8 96-10.5} 1
70,9 12.6 13.9
{9.94-11.8} (11.3 13-6) ; {12.4-15.IU
3.85 4.64
5,81
6.75
8.07
9.15
10,3
1fi.5 13.2 14.6
4-day
{3 59 A.13} (4.33-4.98)
{5.42-6.23) i
(6.28-7.23)
{8.43-9-81)
(9.43-11.0}
(10.5-12.4} (11.9-14.3) (131-15.8)
4.38 5.25
6.47
7.46
8.82
9.94
11.fi
12.3 fi4,fi 15.5
play
(4-10-4.68} (4.92-5.62)
(6.05-6-92)
(6.96-7.96) :
(8.20-9.42)
(9.19-10.6)
(10.2-11.9)
(11.3-13.2) (12.7-15.1) 1 (13.9-16.7)
5.00 5.97
7.28
8.32
9.75
10.9
12.1
13.3 16.0 16.4
fi0-day
{4.69-5.33) (5.61-6.37)
(6.83-7.76) i
(7.78-8.86) '
(9.09-10.4)
{10.1-11.6)
(112-129)
{12.2-142} (13.7-16.1) {14.9-17.7)
6.74 8 01
9.68
10.8
12.5
13.8
15.1
16.5 18 3 19.7
20-day
(6.364A (7.56-849)
(9.0310.2)
(10.2-11.5)
(11.7-132)�
(12.9-14.6)
(14.1-16.1)
{15.3-17.5) {168-19.5) {18.0-21.1)
8.35 9.86
11.5
12.$
94.5
15.8
17.0
18.2 19.8 21.0
30-da
t-.s_._1
(7.93-8.78) (9,37-10.4)j
{11.0-12.1}
{12.2-13.5)
{13.7-15.2)
(94.916.5)
{16.0-17.9}
{17.1-192} (18.5-20.9) (19.6-22.3)
10.6 12.4
14.3
fi 5.$
17.6
19.0
20 4
. 24.6
21.7 25.4
45-day
(10.0-11.1) {11 8-13.0)
(13.6-15.0)
(15.0-16.5)
(16.7-18.5)
(18.0-19.9)
(19.3-21.4)
-
(20.4-22.8) ; (21.9-24.7) I {23.D-26.1)
147
16.$ 11.
41
20
24.6 27.5
day
(12fi.D2163.1) {14.1-.
-175
(75
.
.8)(2
,
2.0-4.3)23
29.0J(19.4-21.3){28-22
21
5s
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at tower 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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PF graphical
of 3 7/17/2019, 11:19 AM

IPrecipitation Frequency Data Server
ht(ps://hdse.nws.noaa.gov/hdselpfds/pfds__printpage.html?lat--36.2759&...
'-0
25
20
15
VMS
PISS -based depth -duration -frequency (DDF) curves
Latitude. 36.27590, Longitude: -80.3421,
-E
E
E
1
m m m
*0 -a --,
fo m
a -a
m m m m
-a -a -0-0
6
64 A-
s 6
6 6 A 6
I-i
N fn qr w
Duration
30
25
20
a.
15
,2
10
---------- —
. .... ....
L 2 5 10 25 50 100 20(1 Soo Inn
Average recurrence interval (years)
M
NOAA Atlas 14, Volume 2, Version 3 Created {GMT): Wed Jul 17 1518-M 2019
Back to Top
Maps & aerials
Small scale terrain
.King
+
Urn
Rural Nail r
Average recuffence,
Interlei
(years)
5
10
25
50
100
200
Soo
1000
Duration
S-min
— 2-day
10-min
— 3-day
I 5-min
— 4-day
30-min
— 7-day
604ntn
— 1 D-day
— 2-hr
— 20-day
— 3-hr
— Y"ay
— 64W
— 45-day
— 124*tr
— 60-day
— 24-hr
2 of 3 7/17/2019, 11:19 AM

Precipitation Frequency Data Server https://hdse.nws.noaa.gov/hdselpfdslpfds_printpage.html?lat=362759&...
Large scale terrain
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Johnson Cith,
Win:sioni4lenr Greensboro
purham
itjtt
Ashy III
e
i iTth
Hardin.
100km hartotte
SOmi F 4ettevi lle
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 20910
Questions?: HDSC.QuestionsRnoaa.gov
Disclaimer
3 of 3 7/17/2019, 11:19 AM

l Precipitation Frequency Data Server
P � Y hops:/ihdsc.nws-noaa.govihdsclpfds/pfds_j)rintpage.html?lat=3b27598c...
NOAA Atlas 14, Volume 2, Version 3
Location name: j(ing, North Carolina, USA*
Latitude: 36.2759°, Longitude:-80.3421*
Elevation: 1096.96 It"
source: ESRI Maps
"a
„ source: USGS'"`"
POINT PRECIPITATION FREQUENCY ESTIMATES
G.Nt Bonnin, D. Martin, B. Lin, T Parzybok, M.Yekta, and D. Riley
NOPA, National Weather Service, Silver Spring, Maryland
PF tabular I PF grMphical j Maps & aerials
PF tabular
0.121
0.147
D.187
0.219
0.265
0.303
O.S44
0.388
D.452
- -
4.505
24-hr
(0.112-0.132)
(0.136-0.160)
(0-172-0202)
(0.201-0236)
(4242-0.286)
(0.276-0.327
(0.311-0.371)
(0.348-0.419}
(0.401 0488)
(0444- ,546)
2-day
0.072
0.086
0.109
0.127
0.152
0.172
0.194
0.217
0.249
0.276
(0.067-0.077s)
(0.080-4.093)
(0.101 0117);
(0.117-0.136}
(4.140-0.163}!
(0.158-0.185
(0.177-0209}
(0.196-0234)
(0.224-0.269)
(0`246-0.299
3-day
0.051
(0.047-0.054)
0.061
(4.057-0.066}
0. 777
(0.071-0.082).
0.089
(0.083-0.096
0.107
(0.098 0.114}
0.121
{0.111-0.130)
0.136
(0.124-0.146)
11 0.152
(0.138-0a164),
F 0.175
(0.157-0.189);
0.194
(4.173-0_210)
j 0."0 11 0.048 11 0.081 0.070 0.084 k 0.095 0.107 1 0.120 0.138 0.152
4�ay i (0.037-O.Q43) (0.045-0.452j (0.056-0.065) (0.065-0.075) {0.078 0.0)j (0.088 0.102} (0.498-0.115) (0.109-0129) (0.124-0 148) {0.136-0.1t
0.026 0.031 0.039 0.044 0.063 0.059 0
.066
0.073 OA84 0.092
7-day (0.024-0.028) (OA29-0.033 (0.036-0.041)� (0.041-0.047) (0.049-0.056) (0.055-0.063), (0.061 0.071j (0.067-0.079) (0.076-1090) (0.083-0.4!
0.021 0.025 0.030 0.035 0.041 I 0.045 0.050 0.066 0.063 0.068
TO -day (0-020 4:022)I {4.023-0.027 (0.028 0.432) (0.032 0.037) (0:038-0.043)! (0.442-D.048) (0.047-0.054j (0.051-0.059j (0.057-fl.067)F {4.062-0.0;
20-day 0.014 0.017 0.020 0.023 4.026 0.029 0.032 4.034 0.038 0. 441
(0.013-0.015} (0.016-0.018) (0.419 0.021 (OA21-0.024) (4.024-0.028) (0.027-0A30) (0.029-0.033) (0:032 0.037) (0.035-0.041j (0.038-_0
-day 0.012 0,014 0.016 0.018 i 0.020 0.022 0.024 0A25 0.028
300.029
(0.011-0:012)t (0.013-0.014j (0.015-0.017)1 (0.017-0.019} (0.019-0-021) (D.021-0,023 (0.022-0.025) {0.024-0.027 (0.026-0.029) (0.027-0.0:
45-day0.010 0.011 0.013 0.015 0.016 0.018 0.019 0.020 6.022 0.023
(0.009-0-010} (OA11-0.012} (0.013 0.014) (0.014 0.015) (0.015-0.017) (0.017-0.418j (0.018-0.020}} (0.019-0.021) (0.02p-0.023) (0y021-0.0:
0 009 0.010 0.012 6.013 6.014 0.015 0.016 0.017 0.018 0.619
$ (O.DOB-0.009) (0.010-0.011} (0.011-0.012) (0.012-0.013) (0.013-0.0151(0.014-0.016) (0.015-0.017) (OA16-0.0� (O-qW-0.019) (0.018 0.0,
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
lumbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates
or a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5°k. Estimates at upper bounds
re not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
lease refer to NOAA Atlas 14 document for more information.
PF graphical
1 of 3 7/17/2019, 11:21 AM

IPrecipitation Frequency Data Server
https://hdsc.nws.iioaa.gov/hdsc/Pfds/pfds_printpaize.litml9lat=.36.2759&...
i00-000
10.000
LA 1-000
5
41
PDS-based intensity -duration -frequency (IDF) curves
Latitude: 36.27590, Longitude: -80.34210
0-001,
A
A
6
Li
6
n
c')
LO
P-1
6
6 6 u� 6
r-4
rq
Wration
�H
ev (n ko
10.000
FA 1.000
0
'Z 0.100
IT
a. 0-010
-------------------- ------ -------- --------
2 5 10 25 so 100 700 110n IM
Average recurrence interval (years)
1XIIIIIII
NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Wed Jul 17 15:20:25 2019
Back to Tog
Maps & aerials
Small scale terrain
~Room
3km
Rural Hall-
2mi
Average recurrence
Intemal
(years)
10
25
50
100
— 200
— Soo
— 1000
Duration
5-min
— 2-day
10-min
— 3-day
I 6-mtn
— 4-day
30-min
— 7-day
60-min
— 10-day
Zohr
— 20-day
— 3-hr
— 30-day
— "r
— 45-day
12-hr
— Wday
24-hr
2 of 3 71117/2019, 11:21 AM

Precipitation Frequency Data Server https://hdse.nws.noaa.gov/hdse/pfds/pfds_prinipagehtml?lat=36.2759&...
Large scale terrain
r
� Lynchburg �.
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wKr�r
rast��r7=,ate�7
Greensboro
r frti h-11 r ' iqh
eht.iB NORTH CAR0LINA —
100km
�— tiFlcirE�ttL'
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Large scale map
Lynchburg
B1.:,cksbur<j c Ro�ra©kc
..-:
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Y inslon em
Greensboro
Durham
gh
Asir
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Carolina
100km hartotte
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Back to Too
US. Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: H13SC.Questions0noaa.gov
isciaimer
3 of 3 7/17/2019, 1121 AM

KING'S CROSSING
STORMWATER MANAGEMENT ED STRUCTURE
COMPUTED DESIGN DATA
BASIN #4
COMPUTED 1-YR. WATER QUALITY DATA
Volumetric Runoff Coefficient, Rv:
0.254
Water Quality Volume (1-Inch Storm), WQv:
r 7,730.09
Cu.Ft.
Water Quality Runoff Volume, Qa:
0.25
Inches
Water Quality CN (using Qa):
88
CN
Intial Abstraction, la: = 0.272 la/P(1") =
0.272 Qu (TR-55)= 690.00
csm/in
Time of Concentration, Tc
5.05
Min.
Intensity for 1 yr. Storm, 14.43
In./hr.
Peak Rate of Runoff, Tp
11.47
Min.
Water Quality Peak Discharge, Qp:
2.3
cfs
Runoff Depth, Q* :
0.64
Inches
Water Quality Drawdown Elevation: 1019.00
Water Quality Volume Provided: (Volume between Permanent Pool and Riser Oril 16,414.04 Cu.Ft.
Permanent Pool Elevation: 1019.00
Riser Orifice Elevation: 1020.00
COMPUTED 25-YR. WATER QUANTITY DATA
Pre -developed Runoff Volume:
Post -developed Runoff Volume:
36,254 Cu.Ft.
41,456 Cu.Ft.
Runoff Volume to be Detained (Post - Pre): 1 5,202 Cu.Ft.
Water Quantity Volume Provided: (Volume between Permanent Pool and 25-yr El 18,248 Cu.Ft.
Surplus Volume Provided: 13,046 Cu.Ft.
Permanent Pool Elevation: 1019.00
25-YR Elevation: 1020.15
Discharge Rate @ 48 hrs: 0.034 cfs
Approx. Time to Complete Discharge: (max. 120 hrs.) 54 hr.
PRE/POST DEVELOPED PEAK DISCHARGES
Pre -Developed
Peak Discharge
Design Storm (cfs)
1 yr. -
24 hr
6.860
2 yr. -
6 hr.
1.547
10 yr.
- 6 hr.
5.354
25 yr.
- 6 hr.
8.388
50 yr.
- 6 hr.
0.000
100 yr.
- 6 hr.
14.080
Post -Developed
Peak Discharge
(cfs)
8.743
2.195
6.601
9.866
0.000
15.880
Routed Pond
Peak Discharge
(cfs)
2.555
0.000
6.463

KING'S CROSSING
STORMWATER MANAGEMENT ED STRUCTURE
PERMANENT BASIN DESIGN
BASIN #4
BASIN CONFIGURATION (RISER & ORIFICE)
Width Length
Approx. Basin Dimension: 72 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:
Volume of Permanent Pool
Area of Permanent Pool
Davg =
0.023 S.F.
0.009 S.F.
0.022 S.F.
0.042 CFS
Surface Area
14,400.00
S.F.
1.5:1
2.8:1
3.00
Ft.
22.6
%
0.93
3,389.06
S.F.
11,900.87
S.F.
1019.0
Elevation
37,315.31
Cu.Ft.
11,900.87
S.F.
3.14
Ft.
5.64
In.
0.0
In.
1.88
In.
2
Days
5
Days
2.07
In. Dia.
1.31
In. Dia.
4.0
In. Dia.
2.00
In. Dia.
2.2
Days
0.14
Ft.
3.00
Ft.
3.14
Ft.
5.00
Ft.
161,296.00
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 AOl
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%
LJSDA Natural Resources Web Soil Survey 516t2021
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Stokes County, North Carolina King's Crossing
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 (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.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie -break Rule: Higher
USDA Natural Resources web Soil Survey 5/6/2021
drlt Conservation Service National Cooperative Soil Survey Page 4 of 4

Watershed Model Schematic
Hydraflaw Hydragraphs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
310
Legend
Hyd. Origin Description
1 SCS Runoff Pond #4 Pre -Development
2 SCS Runoff Pond #4 Post -Development
3 Reservoir Pond #4 Routed
Project: HYDROGRAPH - WET POND 4#.gpw Thursday, Oct 7, 2021

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCADQ Civil 3D0 2009 byAutodesk, Inc. v6.066
Hyd. No. 1
Pond #4 Pre-Develpment 24 Hr
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 8.390 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 2.92 in
Storm duration
= 24 hrs
Q (cfs)
7.00
. Me
4.00
3.00
2.00
1.00
0.00 -L '
0 2 4
Hyd No. 1
Thursday, Oct 7, 2021
Peak discharge = 6.860 cfs
Time to peak
= 718 min
Hyd. volume
= 15,022 cult
Curve number
= 66.5
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 5.00 min
Distribution
= Type 11
Shape factor
= 484
Pond #4 Pre-Develpment 24 Hr
Hyd. No. 1 -- 1 Year
6 8 10 12 14
Q (cfs)
7.00
• 1i
5.00
4.00
3.00
2.00
1.00
1 I 1 I a - 0.00
16 18 20 22 24 26
Time (hrs)

Hydrolgraph Report
Hydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2009 byAutodesk, Inc. v6.066
Hyd. No. 2
Pond #4 Post -Development
24 Hr
Hydrograph type
= SGS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 8.390 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 2.92 in
Storm duration
= 24 hrs
Q (cfs)
10.00
8.00
6.00
4.00
2.00
Thursday, Oct 7, 2021
Peak discharge
= 8.743 cfs
Time to peak
= 718 min
Hyd. volume
= 18,274 cuft
Curve number
= 69.3
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type It
Shape factor
= 484
Pond #4 Post -Development 24 Hr
Hyd. No. 2 -- 1 Year
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00 1 1 1 1 F 1 1 1 1 .�!_ 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd ��. 2 Time (hrs)
.��-�.�x;

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Dec 21, 2021
Hyd. No. 4
Pond #4 Routed 24 Hr
Hydrograph type =
Reservoir
Peak discharge
= 0.094 cfs
Storm frequency =
1 yrs
Time to peak
= 24.03 hrs
Time interval =
2 min
Hyd. volume
= 16,862 cuft
Inflow hyd. No. =
2 - Pond #4 Post -Development 24 Hr
Max. Elevation
= 1019.89 ft
Reservoir name =
POND 4#
Max. Storage
= 58,265 cuft
Storage Indication method used. Wet pond routing start elevation = 1019.00 ft.
Q (cfs)
10.00
M.
.M
4.00
2.00
Pond #4 Routed 24 Hr
Hyd. No. 4 -- 1 Year
10 20 30 40 50 60 70 80 90
Hyd No. 4 Hyd No. 2 ® Total storage used = 58,265 cuft
Q (cfs)
10.00
WE
WE
H UR
2.00
0.00
100
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD@ Civil 3D® 2009 by Autodesk, Inc. v6.066 Thursday, Oct 7, 2021
Hyd. No. 6
Pond #4 Pre -Development
Hydrograph type
= SCS Runoff
Peak discharge
= 1.547 cfs
Storm frequency
= 2 yrs
Time to peak
= 152 min
Time interval
= 2 min
Hyd. volume
= 9,051 cult
Drainage area
= 8.390 ac
Curve number
= 66.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of cone. (Tc)
= 5.00 min
Total precip.
= 2.44 in
Distribution
= SCS 6-Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (cfs)
2.00
m
Pond #4 Pre -Development
Hyd. No. 6 -- 2 Year
Q (cfs)
2.00
1.00
0.00 ' I1 ' 1 ' 1 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Time (hrs)
<_.:,, .-.:-w.,. Hyd No. 6

S r
ph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 7
Pond #4 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 8.390 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 2.44 in
Storm duration
= 6.00 hrs
Q (cfs)
3.00
2.00
1.00
0.00 ' '
0.0 1.0
Hyd No. 7
Thursday, Oct 7, 2021
Peak discharge = 2.195 cfs
Time to peak
= 152 min
Hyd. volume
= 11,517 cult
Curve number
= 69.3
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 6.00 min
Distribution
= SCS 6-Hr
Shape factor
= 484
Pond #4 Post -Development
Hyd. No. 7 -- 2 Year
2.0 3.0 4.0 5.0 6.0
Q (cfs)
3.00
2.00
we
-1- 0.00
7.0
Time (hrs)

Hydrograph
Report
1
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Dec 21, 2021
Hyd. No. 9
Pond #4 Routed
Hydrograph type
= Reservoir
Peak discharge
= 0.079 cfs
Storm frequency
= 2 yrs
Time to peak
= 6.10 hrs
Time interval
= 2 min
Hyd. volume
= 10,984 cuft
Inflow hyd. No.
= 7 - Pond #4 Post -Development
Max. Elevation
= 1019.66 ft
Reservoir name
= POND 4#
Max. Storage
= 54,486 cuft
Storage Indication method used. Wet pond routing start elevation = 1019.00 ft
Q (cfs)
3.00
2.00
1.00
10
Hyd No. 9
20
Pond #4 Routed
Hyd. No. 9 -- 2 Year
30 40 50 60 70 80 90
Hyd No. 7 ® Total storage used = 54,486 cuft
Q (cfs)
3.00
2.00
1.00
1 0.00
100
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD® Civil 3D@ 2009 by Autodesk, Inc. v6.066
Hyd. No. 6
Pond #4 Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 8.390 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 3.57 in
Storm duration
= 6.00 hrs
Q (cfs)
6.00-
5.00
4.00
M
Z00
1.00
Thursday, Oct 7, 2021
Peak discharge = 5.354 cfs
Time to peak
= 146 min
Hyd. volume
= 24,665 cult
Curve number
= 66.5
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= SCS 6-Hr
Shape factor
= 484
Pond #4 Pre -Development
Hyd. No. 6 -- 10 Year
! !3 w�
0.0 1.0
• No. 6
3.0
4.0
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCADQ Civil 3D0 2009 byAutodesk, Inc. v6.066 Thursday, Oct 7, 2021
Hyd, No. 7
Pond #4 Post -Development
Hydrograph type
= SCS Runoff
Peak discharge
= 6.601 cfs
Storm frequency
= 10 yrs
Time to peak
= 146 min
Time interval
= 2 min
Hyd. volume
= 28,911 cult
Drainage area
= 8.390 ac
Curve number
= 69.3
Basin Slope
= 0.0 %
Hydraulic length
= 0 €t
Tc method
= USER
Time of cone. (Tc)
= 6.00 min
Total precip.
= 3.57 in
Distribution
= SCS 6-Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0.0 1.0 2.0 3.0 4.0 5.0
--.— Hyd No. 7
1.00
0.00
6.0 7.0
Time (hrs)

3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Dec 21, 2021
Hyd. No. 9
Pond #4 Routed
Hydrograph type
= Reservoir
Peak discharge
= 1.398 cfs
Storm frequency
= 10 yrs
Time to peak
= 4.67 hrs
Time interval
= 2 min
Hyd. volume
= 27,945 cuft
Inflow hyd. No.
= 7 - Pond #4 Post -Development
Max. Elevation
= 1020.10 ft
Reservoir name
= POND 4#
Max. Storage
= 62,045 cuft
Storage Indication method used. Wet pond routing start elevation = 1019.00 ft.
Pond #4 Routed
• • • • 111111111 • . • .•- -• •-

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCADO Civil 3D® 2009 byAutodesk, Inc. v6.066
Thursday, Oct 7, 2021
Hyd. No. f
Pond #4 Pre -Development
Hydrograph type = SCS Runoff
Peak discharge
= 8.388 cfs
Storm frequency = 25 yrs
Time to peak
= 146 min
Time interval = 2 min
Hyd. volume
= 36,254 cult
Drainage area = 8.390 ac
Curve number
= 66.5
Basin Slope = 0.0 %
Hydraulic length
= 0 ft
Tc method = USER
Time of cone. (Tc)
= 5.00 min
Total precip. = 4.25 in
Distribution
= SCS 6-Hr
Storm duration = 6.00 hrs
Shape factor
= 484
Pond #4 Pre -Development
Q {cfs) Hyd. No. 6 -- 25 Year
10.00
8.00
. IS
2.00
0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Time (hrs)
Hyd No. 6

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCADO Civil 3D@ 2009 byAutodesk, Inc. v6.066
Hyd. No. 7
Pond #4 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 8.390 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 4.25 in
Storm duration
= 6.00 hrs
Thursday, Oct 7, 2021
Peak discharge
= 9.866 cfs
Time to peak
= 146 min
Hyd. volume
= 41,456 cult
Curve number
= 69.3
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 6.00 min
Distribution
= SCS 6-Hr
Shape factor
= 484
Pond #4 Post -Development
Q (cfs) Hyd. No. 7 — 25 Year
10.00
8.00
4.00
2.00
000
Q (cfs)
10.00
8.00
4.00
2.00
000
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 7 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Dec 21, 2021
Hyd. No. 9
Pond #4 Routed
Hydrograph type
= Reservoir
Peak discharge
= 2.555 cfs
Storm frequency
= 25 yrs
Time to peak
= 3.50 hrs
Time interval
= 2 min
Hyd. volume
= 40,487 cuft
Inflow hyd. No.
= 7 - Pond #4 Post -Development
Max. Elevation
= 1020.15 ft
Reservoir name
= POND 4#
Max. Storage
= 63,000 cuft
Storage Indication method used. Wet pond routing start elevation = 1019.00 ft.
Q (cfs)
10.00
M.
.M
4.00
2.00
Pond #4 Routed
Hyd. No. 9 -- 25 Year
6 12 18 24 30 36 42 48 54 60 66
Hyd No. 9 Hyd No. 7 ® Total storage used = 63,000 cuft
Q (cfs)
10.00
M
. W
4.00
2.00
0.00
72
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Thursday, Oct 7, 2021
Hyd. No. 6
Pond #4 Pre -Development
Hydrograph type = SCS Runoff
Peak discharge
= 14.08 cfs
Storm frequency = 100 yrs
Time to peak
= 146 min
Time interval = 2 min
Hyd. volume
= 58,214 cult
Drainage area = 8.390 ac
Curve number
= 66.5
Basin Slope = 0.0 %
Hydraulic length
= 0 ft
Tc method = USER
Time of cone. (Tc)
= 5.00 min
Total precip. = 5.39 in
Distribution
= SCS 6-Hr
Storm duration = 6.00 hrs
Shape factor
= 484
Q (cfs)
15.00
12.00
• Me
. M
3.00
111TOT211
0.0 1.0
_. _. _ „­ Hyd No. 6
Pond #4 Pre -Development
Hyd. No. 6 -- 100 Year
Q (cfs)
15.00
12.00
MM
. 11
0.00
2.0 3.0 4.0 5.0 6.0 7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066 Thursday, Oct 7, 2021
Hyd. No. 7
Pond #4 Post -Development
Hydrograph type
= SCS Runoff
Peak discharge
= 15.88 cfs
Storm frequency
= 100 yrs
Time to peak
= 144 min
Time interval
= 2 min
Hyd. volume
= 64,832 cult
Drainage area
= 8.390 ac
Curve number
= 69.3
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of cone. (Tc)
= 6.00 min
Total precip.
= 5.39 in
Distribution
= SCS 6-Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
000
0.0 1.0
__ Hyd No. 7
Pond #4 Post -Development
Hyd. No. 7 -- 100 Year
Q (cfs)
18.00
15.00
12.00
3.00
6.00
3.00
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
Tuesday, Dec 21, 2021
Hyd. No. 9
Pond #4 Routed
Hydrograph type
= Reservoir
Peak discharge
= 6.463 cfs
Storm frequency
= 100 yrs
Time to peak
= 2.67 hrs
Time interval
= 2 min
Hyd. volume
= 63,861 cuft
Inflow hyd. No.
= 7 - Pond #4 Post -Development
Max. Elevation
= 1020.29 ft
Reservoir name
= POND 4#
Max. Storage
= 65,704 cuft
Storage Indication method used. Wet pond routing start elevation = 1019.00 ft.
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0 4 8
Hyd No. 9
Pond #4 Routed
Hyd. No. 9 -- 100 Year
Q (cfs)
18.00
15.00
12.00
• Me
. W
3.00
0.00
12 16 20 24 28 32 36 40
Time (hrs)
Hyd No. 7 ® Total storage used = 65,704 cult

Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Dec 21, 2021
Pond No. 1 - POND 4#
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 1015.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 1015.00
7,631
0
0
1.00 1016.00
9,176
8,391
8,391
2.00 1017.00
10,843
9,997
18,387
3.00 1018.00
12,661
11,739
30,126
4.00 1019.00
14,576
13,606
43,732
5.00 1020.00
18,252
16,378
60,110
6.00 1021.00
19,985
19,110
79,220
7.00 1022.00
21,775
20,872
100,092
7.50 1022.50
22,691
11,115
111,206
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
8.00
Inactive
Inactive
Span (in)
= 15.00
2.00
0.00
0.00
Crest El. (ft)
= 1020.00
1021.50
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 1015.00
1019.00
0.00
0.00
Weir Type
= Riser
Ciplti
---
---
Length (ft)
= 65.00
0.50
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 2.31
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
. w
4.00
RIM
0.00
0.00 4.00
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).
8.00 12.00
Stage / Discharge
Elev (ft)
1023.00
1021.00
1017.00
1015.00
16.00 20.00 24.00 28.00 32.00 36.00 40.00 44.00
Discharge (cfs)

Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Dec 21, 2021
Pond No. 1 - POND 4#
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 1015.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 1015.00
7,631
0
0
1.00 1016.00
9,176
8,391
8,391
2.00 1017.00
10,843
9,997
18,387
3.00 1018.00
12,661
11,739
30,126
4.00 1019.00
14,576
13,606
43,732
5.00 1020.00
18,252
16,378
60,110
6.00 1021.00
19,985
19,110
79,220
7.00 1022.00
21,775
20,872
100,092
7.50 1022.50
22,691
11,115
111,206
Culvert / Orifice Structures
[A]
[B]
[C]
[PrFRsr]
Rise (in)
= 15.00
2.00
Inactive
Inactive
Span (in)
= 15.00
2.00
0.00
0.00
No. Barrels
= 1
1
0
0
Invert El. (ft)
= 1015.00
1019.00
0.00
0.00
Length (ft)
= 65.00
0.50
0.00
0.00
Slope (%)
= 2.31
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
No
No
Stage (ft)
8.00
. w
4.00
RIM
0.00 y
0
Storage
20,000
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 12.00
8.00
Inactive
Inactive
Crest El. (ft)
= 1020.00
1021.50
0.00
0.00
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= Riser
Ciplti
---
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr) = 0.000 (by Wet area)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
40,000
Stage / Storage
60,000
80,000
100,000
Elev (ft)
1023.00
1021.00
1017.00
1 1015.00
120,000
Storage (cult)

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