SW4210701_Design Calculations (Wet Pond 2)_20211008

GUPTON'S ROYAL DESIGN GROUP
u;VIz E +Gig EE RMG o s- —I PL4,-4— T_ G 0 S TOWN%VAT D a IcN
LANDSCAPED D SIG v � i.�.:�,'O S2 Rt EvING
PO BOX 1070, KING, NC 27021
Office Phone (336) 985 — 6519
secondary Phone (336) 70S - 0633
KIN+G'S CROSSSING
Moore Road
King, N.C. 27021
WET DETENTION BASIN #2
CALCULATIONS
09/20/2021
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
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
IN 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 I 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 1 00-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 f 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 92
SITE DATA
Total Site Area:
149.68
Acres
Total Disturbed Area:
22.02
Acres
Total Drainage Area Into Structure:
22.02
Acres
Proposed BUA/Impervious Area:
11.85
Acres
Drainage Area Proposed BUA/Impervious Area %:
53.8
%
Off -Site Drainage Area:
0.00
Acres
Off -Site BUA/Impervious Area:
0.00
Acres
Total SUA/Impervious Area Into Structure:
11.85
Acres
Total BUA/Impervious Area Into Structure %:
63.8
%
Design Data
Pre -Developed:
Overland Flow Runoff Factor
Factor
Hydraulic Length:
2295.79
Feet
Hydraulic Height:
102
Feet
Time of Concentration, To (Pre -developed) :
20.06
Min.
Post -Developed:
Overland Flow Runoff Factor
Factor
Hydraulic Length:
2661.09
Feet
Hydraulic Height:
102
Feet
Time of Concentration, To (Post -developed) :
11.90
Min,
*Note: Times of concentration are calculated using Kirpich Method. Use minimum 5 minute To.
SCS Weighted Curve Number (Pre -developed):
67
CN
SCS Weighted Curve Number (Post -developed):
81
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
4.26
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 2
Pre -Developed SCS Runoff Curve Number (CN)
ori�Group
-
Description N
�
CN
�x _..�
Area (acres)
�
m .
Product of
CN. x Area
B
Woodlands - Fair
66
11.01
726.6730379
B
Brush
67
11.01
737,6832354
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00 1
0
I ULd15
Weighted SCS Curve Number (CN) =
Post -Developed SCS Runoff Curve Number (CN)
1L.UZ 1464.36
66.50
Soil Group
Description
CN
Area (acres)
Product of
CN x Area
B
Pavement
98
6.70
657.0257466
B
Sidewalks
98
1.28
125.6809954
B
Dnvewa s
98
0.66
64.36521212
B
Grassed Areas
61
10.17
620.1889185
B
Buildings
98
3.21
314.5576823
0
0.00
0
0
0.00
0
0.00
0
i ULdib ZIZ.' 778t.82
Weighted SCS Curve Number (CN) =
80.92
*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 littps://hdsc.nws.noaa.gov/hdsdpfds/pfds�rintpage.html?lat=36.2759&...
NOAA Atlas 14, Volume 2, Version 3
Location name: King, North Carolina, USA*
Latitude: 36.2759°, Longitude:-80.34210 '
Elevation: 1096.96 fit**
` source: ESRI Maps a�
,• source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M Bonin, D. Martin, B. Lin, T. Parzybok, MYekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular } PF graphical I Maps & aerials
PF tahtilar
PDS-based
Duration
point precipitation frequency estimates with 90% confidence intervals (in inches)1
IAverage recurrence interval (years)
5-min
10-min
15-min
30-min
60-min
( +
0.369
{0.341-0.401)
0.590 )
(0.5450.640
0.737
(0.681-0.800)
4.01
(0.934-1.10)�
1.26
{1.16-1.37)
)2
, 0.44D
(0.406-0.479)
( 0.703
0-650-0.767
0.884
(0.817-0.964)
1.22
(1.13-1.33)
1.63
(1.42-167)
5
0.520
(0.479-0.566}�
} { 0.832
0.7670.906)i
1,05
(0.971-1.15)
1.60
j1.381.63)
1.92
(1.77-2.09)
10
0.676
(0.530-0.626)
0.921
(0-8481. 0)
1.16
i (1.07-1.27)
1.69
(1.55-1.83)
2.20
(Z02-2.39)
25
0.643
(0.588.0.699}
1.02
(0.937-1.11)
1.30
11 (1.19-1.41)
1.92
(1.76-2A9)
2.56
(2.34-2.79)
150
j 0.689
(0.626-0.750)
1.10
(0-998-1.20)
1.39
(1.26-1.51) j
2.09
11 {i.90-2.28)
2.84
(2,58-3.09)
100
0.732
(0.661-0-799)
1.16
(1.05-127)
1.47
(L33-1.60)
2.25
(2.03-246)
3.10
(2.80-3.38)
200
0.772
(0.692-0Z45)
1.22
{1.10-1.34)
1.54
(1.38-1.69)
2.40
(2,15-2.63)
3.37
(3.02-3-69)
500
0.819
[0.724-0.900
1.30
(1,15-1.42)
1.63
(1:44-1.79)
2.69
(2.29-2.85)
3.72
(3.29-4.09) I
1000
0.852
(0.746�0.942)
1.34
(1.181.48}
1.69
(1.48-1.86)
2.73
{2.393.01)
3.98
(3.49 4.40)
2-hr
3 hr
6-hr
1.60 1.83
(1.38-1.64) (1.68 2.00)
1.62 1.98
(1.82-2-17)
j1.49-1.7$ C��
2.01 2.44
(1.85-2.19) (2.24 2.67)
2.31 2.67 3.15
(2.12-2.53) , (2.44-Z92) (2.86-3-45)
2.60 2.89 3.43
(2.30-2.73 (2.65 3.16) (3.11-3.74)
3.07 3.57 4.26
(2-82-3.36) (3.26 3.90) (3.86-C65)
3.54 3.92 4 31
(3.19-3.87) (3.50-4.30) (3.82-434}
3.84 4.27 4.70
) (4.16-5.16}
(3.46-4.20) (3.82-4.67 �LA
4.81 6.39 5.99
(4.33-5.25) (4.805.86) j5.27-6.54)
4.84
(4.23 5.35) 1
6.30
(4.62-5.83
6.83
(5.91-Z49)
6.26 �
(4.54-5.83}
6.76
(4.96 6.37)
7.51
(15AD-8.27)
12-hr
24-hr
2 day
3 day
2.44 2.97
(2.25-2.67) (2.73-3.24)
2.92 3.63
(2.70 3.16} j [3.26-3.83)
3.44 4.16
(3.20-3.71) (3.86 4.48)
3.64 4.39
(3.39-3.92) (4.09-433)
3,85 4.64
(3.59-4.13) I (4.33-4.98)
3.75 4.38 6.27
(3.44.4.09) . {4.00 4.76) (4.77-5.71)
4.48 5.24 fi.35
(4.13 4.85} (4.83 5.67) (5.81.6,86)
5.22 6.08 7.28
(4.85-5.63) (5.63 6.54) (6.71-7-83)
5.62 6.41 7.68
(5.135.93) (5.95-6.89) (7.09-8.24)
6.81 6.75 8.07
(5.42 6.23) ' (6.28-7.23} (7.48 $.64)
6.00 6.78 -7.60
i {5.3 66.49) (6.03-733) (6.67-8.23)
7.27 8.26 9.31
(6.61-7.85} a 46-8.90) (8.35-10.1
8.26 9.30 10.4
{7.58.8.89) (8.48-10.0) (9A3-11.2) ;
8.71 9.79 10.9
(8.01-9.35) (8.96-10.5) (9.94-11.8}
9.15 10.3 11.5
{$.43 9.81} (9.43-11.0) (10.5 12.4)
8.80
(T57-9.55)
10.8
(9.62-11.7)
12.0
(10.712_9)
12.6
(11.3-13-6)
9.77
(8.27-10.6)
12.1
13.3
13.9
13.2
(11.9-14.3) 1
14.6
(13.1-15.8}
7-day
10-day
20 day
30-day
45-day
60-day
4.38 5.26
(4.10 4.68} (4.92-5.62}
5.00 5.97
(4.69-5.33) (5BI6.37)
6.74 8.01
{6.36a.i5; {7.56-8.49}
8.35 9.86
(T93-8.78) (9.37-10A) Y
10.6 12,4
(10A-11.1) (11.8-13.0)
12.6 14.7
(12.0-13.1) (14.1-15.4}
6.47 7.46 8.82
(6_Q5-6.92) (6.96 7.96) (8.20-9.42) 11
7.28 8 32 9.75
(6.83-7.76) (738-8.86) t9:09-10.4)
9.58 1 q,8 12.5
(9.03 10 2) (10.2-11.5) [11.7-13.21
11.5 12.8 14.6
(11.0-12 1) (12.2-13.5) ' (13 7-152)
14.3 1b.8 17.6
(13-6-15.0) (15.0-16.5) (16.7-18.5) 1
16.8 18.4 20.3
(16.1-1T5) (17.5192) (19.4-21.3) •
9.94 11.1 12.3
(9.19-10.6) (10.2-11.9) (11.3-13.2)
10.9 12.1 13.3
(10.1-11.6} (11.2-12.9) i (12.2-14.2)
13.8 15.1 16.5
(12 9-14.6) (14.1-16.1) (15.3-17.5)
16.8 17.0 182
(14.9-16.5) (16.0-1T9) (17.1-19.2)
19.0 20.4 21.7
(18.0-%9) (19.3-21.4) (20.4-22-8)
21.8 23.2 24.6
(20.8-22.8) (22.0-24.3) &2 :25.8)
14.1 ;
(12.7-15.1)
16.0
(13.7-16,1)
18.3
(16 8-19.5) .
19.8
(18.5-20.9) !
23.4
(21.9-2431
26.3
(24.8-27.6)
15.5
(13.9-16.7)
164
(14.9-17-7)
19.7
(18 2-21.1)
21.0
(19.6-22 3)
24.6
(23.026.1}
27.5
(25.9-29.Q)
Precipitation
Numbers in
(for a given duration
are not checked
Please refer
frequency (PF) estimates in
parenthesis are PF estimates
and average recurrence
against probable maximum
to NOAA Atlas 14 document
this table are based on frequency analysis
at lower and upper bounds of the 90% confidence
interval) will be greater than the upper bound
precipitation (PMP) estimates and may be
for more information.
of partial duration series (PDS).
interval. The probability that precipitation
(or less than the lower bound) is 5%. Estimates
higher than currently valid PMP values.
frequency
at upper
estimates
bounds
Back to Too
PF graphical
of 3 7/17/2019, 11:19 AM

IPrecipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat--36.2759&
.A-1
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NOAA Atlas 14, Volume 2, Version 3 Created (GMTY Wed Jul 17 15:18:03 2019
Back to Top
Maps & aerials
Small scale terrain
3 m k
2m! Rural H all."
x
Average recurrence
nenai
(years)
10
25
so
IGO
— 200
— Soo
— 1000
Duration
5-min
— 2-day
104nin
— 3-day
15-min
— 4-day
30-satin
— 7-day
60-min
— 10-day
2--hr
— 20-day
3-hr
— 30-clay
"r
45-day
12-tw
60-d"
24-hr
2 of 3 7/17/2019, 11:19 AM

Precipitation Frequency Data Server
https://hdsc.uws.nOaa.gov/hdsc/pfds/pfds—pzintpage.hbnl?iat=36.2759&...
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
t"Ota WataC antar
1325 East West Htghway
Silver Spring, MD 20910
Questions?: HDSC.QuestionsOnoaa.aov
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3 of 3 7/17/2019, 11:19 AM

Precipitation Frequency Data Server https:/thdsc.nws.noaa.gov/hdscipfds/pfds_printpage.html?lat=36.2759&...
NOAA Atlas 14, Volume 2, Version 3
Location name: King, North Carolina, USA*
Latitude: 36.27690, Longitude:-80.34210
Elevation: 1096.96 ft**�
' source: ESRI Maps
• source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M Bonin, D. Martin, 8, Lin, T. Parzybok, MYekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Nbryland
RE tabula I ,PF graphical I Map§ & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inc hes/ho_u_r}7
Burafion���
Average
recurrence interval
(years)
5 min
10-mm
f_ ! _J
4.43
(4A9-4.81)
3.54
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0.147 0.187 0.219
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0.303 0.344 0.388
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0.429
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t0.021-0.024
0.019
(0.018-0.020j
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 lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates
(for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5°In. Estimates at upper bounds
are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
C Please refer to N©AA Atlas 14 document for more infomiation.
Bads to Top
PF graphical
of 3 7/17/2019, 11:21 AM

IPrecipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdselpfds/pfds—printpage.html?lat--36.2759&
100,0
10-000
1.000
0-100
43
V
2
LL 0.010
PDS-based intensity -duration -frequency (IDF) curves
Latitude: 36.2759*, Longitude: -80,34211
.......... --------
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0.001
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0.001 L.
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Wed Jul 17 15:20:25 2019
Back to Top
Maps & aerials
Small scale terrain
.King
3km
Rut -at Hafl-�,,
2mi 1.
Average recurrence
interal
(years)
5
25
50
100
— 200
— Soo
— 1000
Duration
2-day
10-4nin
— 3-day
15-inin
— 4-day
30-min
— 7-day
604n#n
— I D-day
2-hr
— 20-day
3-hr
— 30-day
"r
— 46-day
124W
— "-day
244w
2 of 3 7/17/2019, 11:21 AM

:Precipitation Frequency Data Server
Mips://hdsc.nws_noaa.gov/hdsctpfdstpfds__pfintpage.htmi?lat=36.2759&...
Large scale terrain
Lynchburg
Blacksburg Roanoke
BrF
tr s Now MWA
Wit) Stoll -Sal' 3
* Durham
Greensboro •
r.0 r.rn. t,�u
N: R T H A R O L I N A s t
100km --"
a harhotte
eomi Fayetteville
Large scale map
Lynchburg
Blacksburg ftF ane,k
Nth
rt f3 r { 1
J{Ain �n lrl4d
winstcrr14lenr .Greensboro
Durham.
lgh
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6 mi Fayetteville
Back to Top
US department of Commerce
National Organic and Atmospheric Administration
National Weather Service
Nntj�t Wator COM-
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions(noaa.gov
Disclaimer
3 of 3 7/17/2019, 11:21 AM

KING'S CROSSING
STORMWATER MANAGEMENT ED STRUCTURE
COMPUTED DESIGN DATA
BASIN #2
COMPUTED 1-YR. WATER QUALITY DATA
Volumetric Runoff Coefficient, Rv:
0.634
Water Quality Volume (1-inch Storm), WQv:
42,710.651
Cu.Ft.
Water Quality Runoff Volume, Qa:
0.53
Inches
Water Quality CN (using Qa):
96
CN
Intial Abstraction, la: = 0.116 la/P(1") = 0.116
Qu (TR-55)= 920.00
csm/in
Time of Concentration, Tc
20.06
Min.
Intensity for 1 yr. Storm, 1
2.96
In./hr.
Peak Rate of Runoff, Tp :
33.42
Min.
Water Quality Peak Discharge, Qp:
16.9
cfs
Runoff Depth, Q* :
1.25
Inches
Water Quality Drawdown Elevation:
1016.00
Water Quality Volume Provided: (Volume between Permanent Pool and Riser Ori1�87,038.15 Cu.Ft.
Permanent Pool Elevation: 1016.00
Riser Orifice Elevation: 1019.00
COMPUTED 26•YR. WATER QUANTITY DATA
Pre -developed Runoff Volume:
Post -developed Runoff Volume:
101,495 Cu.Ft.
191,641 Cu.Ft.
Runoff Volume to be Detained (Post - Pre): 1 90,146 j Cu.Ft.
Water Quantity Volume Provided: (Volume between Permanent Pool and 25-yr Ell 100,198 Cu.Ft,
Surplus Volume Provided: 10,052 Cu.Ft.
Permanent Pool Elevation: 1016.00
25-YR Elevation: 1019.41
Discharge Rate @ 48 hrs: 0.268 cfs
Approx. Time to Complete Discharge: (max. 120 hrs.) 96 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
10.450
39.250
0.399
2 yr. - 6 hr.
3.1."_38
16.540
0.360
10 yr. - 6 hr.
12.520
34.000
6.207
25 yr. - 6 hr.
19.890
45.300
10.800
50 yr. - 6 hr.
0.000
0.000
0.000
100 yr. - 6 hr.
34.180
65.250
17.570

KING'S CROSSING
STORMWATER MANAGEMENT ED STRUCTURE
PERMANENT BASIN DESIGN
BASIN #2
BASIN CONFIGURATION (RISER & ORIFICE
Width
Approx. Basin Dimension: 110 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:
Length Surface Area
210 23,100.00 S.F.
Volume of Permanent Pool
Area of Permanent Pool
Davg =
0.069 S.F.
0.028 S.F.
0.049 S Y
0.1810 CFS
3.00 Ft.
53.8 %
1.90
18,267.28 S.F.
20,207.28 S.F.
1016.0
Elevation
71,750.18
Cu.Ft.
20,207.28
S.F.
3.66
Ft.
19.8 In.
0.0 in.
6.6 In.
2 Days
5 Days
3.56 In. Dia.
2.25 In. Dia.
4.0 In. Dia.
3.00 In. Dia.
2.7 Days
1.65 Ft.
3.00 Ft.
4.65 Ft.
7.00 Ft.
Basin Volume as Configured at Top of Riser: 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 AOI
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
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. Solis 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, BID, and CID). 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 (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
King's Crossing
QNatural Resources Web Soil Survey 5/6/2021
Conservation Service National Cooperative Soil Survey Page 4 of 4

Watershed Model Schematic
Hydraflow Hydrographs Extension for AutoCADGi Civil 3D® 2009 by Autodesk, Inc. v6A68
310
Legend
Hyd. Origin Description
1 SCS Runoff Pond #2 Pre -Development
2 SCS Runoff Pond #2 Post -Development
3 Reservoir Pond #2 Routed
Project: HYDROGRAPH - POND 2#.gpw
Thursday, Oct 7, 2021

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCADO Civil 3D®2009 byAutodesk, Inc. v6.066 Thursday, Oct 7, 2021
Hyd. No. 1
Pond #2 Pre -Developed 24 Hr
Hydrograph type
= SCS Runoff
Peak discharge
= 10.45 cfs
Storm frequency
= 1 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 42,054 cult
Drainage area
= 22.020 ac
Curve number
= 66.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 20.10 min
Total precip.
= 2.92 in
Distribution
= Type 11
Storm duration
= 24 hrs
Shape factor
= 484
Pond #2 Pre -Developed 24 Hr
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00
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. 1 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DQ 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
Pond #2 Post -Development 24 Hr
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
= 2 min
Drainage area
= 22.020 ae
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 2.92 in
Storm duration
= 24 hrs
Thursday, Oct 7, 2021
Peak discharge = 39.25 cfs
Time to peak
= 722 min
Hyd. volume
= 102,710 cuft
Curve number
= 80.9
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 11.90 min
Distribution
= Type 11
Shape factor
= 484
Pond #2 Post -Development 24 Hr
Q (cfs) Hyd. No. 2 -- 1 Year
40.00
30.00
20.00
10.00
Q (cfs)
40.00
1 if
20.00
a.aa 1 I 1 1 I I I
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 for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Thursday, Oct 7, 2021
Hyd. No. 4
Pond #2 Routed 24 Hr
Hydrograph type = Reservoir
Peak discharge
= 0.399 cfs
Storm frequency = 1 yrs
Time to peak
= 1446 min
Time interval = 2 min
Hyd. volume
= 88,874 cult
Inflow hyd. No. = 2 - Pond #2 Post -Development 24 Hr
Max. Elevation
= 1018.97 ft
Reservoir name = POND 2#
Max. Storage
= 168,788 cult
Storage Indication method used. Wet pond routing start elevation = 1016.00 ft
Q (cfs)
40.00
10.00
M
Pond #2 Routed 24 Hr
Hyd. No. 4 -- 1 Year
0 10 20 30 40
— Hyd No. 4 — Hyd No. 2
50 60 70 80 90
Total storage used = 168,788 cult
Q (cfs)
40.00
20.00
we]
-1 0.00
100
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADQ Civil 3D® 2009 by Autodesk, Inc. v6.066
Thursday, Oct 7, 2021
Hyd. No. 6
Pond #2 Pre -Development
Hydrograph type = SCS Runoff
Peak discharge
= 3.138 cfs
Storm frequency = 2 yrs
Time to peak
= 162 min
Time interval = 2 min
Hyd. volume
= 25,338 cult
Drainage area = 22.020 ac
Curve number
= 66.5
Basin Slope = 0.0 %
Hydraulic length
= 0 ft
Te method = USER
Time of cone. (Tc)
= 20.10 min
Total precip. = 2.44 in
Distribution
= SCS 6-Hr
Storm duration = 6.00 hrs
Shape factor
= 484
Q (cfs)
4.00
kme
Mi
1.00
0.0 1.0
­ �— Hyd No. 6
Pond #2 Pre -Development
Hyd. No. 6 -- 2 Year
2.0 3.0 4.0 5.0 6.0
Q (cfs)
4.00
3.00
1.00
—1 0.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Thursday, Oct 7, 2021
Hyd. NO. 7
Pond #2 Post -Development
Hydrograph type = SCS Runoff
Peak discharge
= 16.54 cfs
Storm frequency = 2 yrs
Time to peak
= 150 min
Time interval = 2 min
Hyd. volume
= 73,738 cult
Drainage area = 22.020 ac
Curve number
= 80.9
Basin Slope = 0.0 %
Hydraulic length
= 0 ft
Tc method = USER
Time of conc. (Tc)
= 11.90 min
Total precip. = 2.44 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 -
MM
Pond #2 Post -Development
Hyd. No. 7 -- 2 Year
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0 00
0.0 1.0 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, Oct 5, 2021
Hyd. No. 3
Pond #2 Routed
Hydrograph type
= Reservoir
Peak discharge
= 0.360 cfs
Storm frequency
= 2 yrs
Time to peak
= 374 min
Time interval
= 2 min
Hyd. volume
= 69,912 cuff
Inflow hyd. No.
= 2 - Pond #2 Post -Development
Max. Elevation
= 1018.45 ft
Reservoir name
= POND 2#
Max. Storage
= 152,291 cult
Storage Indication method used. Wet pond routing start elevation = 1016.00 ft.
Pond #2 Routed
Q (cfs)
Hyd. No. 3 -- 2 Year
18.00
15.00
12.00
• ei
AM
3.00
1 10 20 30 40
. No. 3 Hyd No.
Q (cfs)
18.00
15.00
12.00
• ii
. ii
3.00
v. vv
50 60 70 80 90 100
Time (hrs)
Total storage used = 152,291 cult

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil Me 2009 by Autodesk, Inc. v6.066
Thursday, Oct 7, 2021
Hyd, No. 6
Pond #2 Pre -Development
Hydrograph type = SCS Runoff
Peak discharge
= 12.52 cfs
Storm frequency = 10 yrs
Time to peak
= 158 min
Time interval = 2 min
Hyd. volume
= 69,050 cult
Drainage area = 22.020 ac
Curve number
= 66.5
Basin Slope = 0.0 %
Hydraulic length
= 0 ft
Tc method = USER
Time of cone. (Tc)
= 20.10 min
Total precip. = 3.57 in
Distribution
= SCS 6-Hr
Storm duration = 6.00 hrs
Shape factor
= 484
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
Pond #2 Pre -Development
Hyd. No. 6 — 10 Year
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0 00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd Na. 6
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2009 by Autodesk, Inc. v6.066
Thursday, Oct 7, 2021
Hyd. No. 7
Pond #2 Post -Development
Hydrograph type = SCS Runoff
Peak discharge
= 34.00 cfs
Storm frequency = 10 yrs
Time to peak
= 150 min
Time interval = 2 min
Hyd. volume
= 144,910 cult
Drainage area = 22.020 ac
Curve number
= 80.9
Basin Slope = 0.0 %
Hydraulic length
= Oft
Tc method = USER
Time of cone. (Tc)
= 11.90 min
Total precip. = 3.57 in
Distribution
= SCS 6-Hr
Storm duration = 6.00 hrs
Shape factor
= 484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00 -
5.00 -
.
- Hyd No.
2.0
Pond #2 Post -Development
Hyd. No. 7 — 10 Year
3.0
4.0
5.0
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO civil 3DO 2009 by Autodesk, Inc. v6.066 Tuesday, Oct 5, 2021
Hyd. No. 3
Pond #2 Routed
Hydrograph type
= Reservoir
Peak discharge
= 6.207 cfs
Storm frequency
= 10 yrs
Time to peak
= 264 min
Time interval
= 2 min
Hyd. volume
= 137,910 cult
Inflow hyd. No.
= 2 - Pond #2 Post -Development
Max. Elevation
= 1019.27 ft
Reservoir name
= POND 2#
Max. Storage
= 178,968 cuft
Storage Indication method used. Wet pond routing start elevation = 1016.00 ft.
Q (cfs)
Or- rlr%
30.00
25.00
� tt
15.00
10.00
5.00
ma
Pond #2 Routed
Hyd. No. 3 -- 10 Year
0 10 20 30 40
--- Hyd No. 3 ---` Hyd No. 2
50 60 70 80 90
Total storage used=178,968 cuff
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
�z
100
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 #2 Pre -Development
Hydrograph type
= SCS Runoff
Peak discharge
= 19.89 cfs
Storm frequency
= 25 yrs
Time to peak
= 156 min
Time interval
= 2 min
Hyd. volume
= 101,495 cult
Drainage area
= 22.020 ac
Curve number
= 66.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of cone. (Tc)
= 20.10 min
Total precip.
= 4.25 in
Distribution
= SCS 6-Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
Pond #2 Pre -Development
Hyd. No. 6 -- 25 Year
Q (cfs)
21.00
18.00
15.00
12.00
D.00
3.00
3.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 6 Time (hrs)
I-

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066 Thursday, Oct 7, 2021
Hyd. No, 7
Pond #2 Post -Development
Hydrograph type
= SCS Runoff
Peak discharge
= 45.30 cfs
Storm frequency
= 25 yrs
Time to peak
= 150 min
Time interval
= 2 min
Hyd. volume
= 191,641 euft
Drainage area
= 22.020 ac
Curve number
= 80.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of cone. (Tc)
= 11.90 min
Total precip.
= 4.25 in
Distribution
= SCS 6-Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (cfs)
50.00
01111rl
10.00
1 ii
Pond #2 Post -Development
Hyd. No. 7 -- 25 Year
Q (cfs)
50.00
40.00
20.00
10.00
FsMa�
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
_ ­­1 Hyd No. 7
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAM Civil 3Q0 2009 byAutodesk, Inc. v6.066
Tuesday, Oct 5, 2021
Hyd. No. 3
Pond #2 Routed
Hydrograph type
= Reservoir
Peak discharge
= 10.80 cfs
Storm frequency
= 25 yrs
Time to peak
= 208 min
Time interval
= 2 min
Hyd. volume
= 184,618 cuft
Inflow hyd. No.
= 2 - Pond #2 Post -Development
Max. Elevation
= 1019.41 ft
Reservoir name
= POND 2#
Max. Storage
= 183,438 cuff
Storage Indication method used. Wet pond routing start elevation = 1016.00 ft
Pond #2 Routed

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066 Thursday, Oct 7, 2021
Hyd. No. 6
Pond #2 Pre -Development
Hydrograph type
= SCS Runoff
Peak discharge
= 34.18 cfs
Storm frequency
= 100 yrs
Time to peak
= 154 min
Time interval
= 2 min
Hyd. volume
= 162,971 cult
Drainage area
= 22.020 ac
Curve number
= 66.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of cone. (Tc)
= 20.10 min
Total precip.
= 5.39 in
Distribution
= SCS 6-Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Pond #2 Pre -Development
Q (cfs) Hyd. No. 6 -- 100 Year
35.Oo
30-00
P491Z1l
20.00
15.00
10.00
5.00
2.0
3.0
4.0
5.0
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
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 #2 Post -Development
Hydrograph type =
SCS Runoff
Peak discharge
= 65.25 cfs
Storm frequency =
100 yrs
Time to peak
148 min
Time interval =
2 min
Hyd. volume
= 273,889 cult
Drainage area =
22.020 ac
Curve number
= 80.9
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
USER
Time of cone. (Tc)
= 11.90 min
Total precip. =
5.39 in
Distribution
= SCS 6-Hr
Storm duration =
6.00 hrs
Shape factor
= 484
Pond #2 Post -Development
Q (cfs)
Hyd. No. 7 -- 100 Year
Q (cfs)
70.00
70.00
60.00
60.00
50.00
50.00
40.00
40.00
30.00
30.00
20.04
20.00
10.00
10.00
0.00
0.00
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 forAutoCAD@ Civil 3D9 2009 by Autodesk, Inc. v6.066
Tuesday, Oct 5, 2021
Hyd. No, 3
Pond #2 Routed
Hydrograph type
= Reservoir
Peak discharge
= 17.57 cfs
Storm frequency
= 100 yrs
Time to peak
= 188 min
Time interval
= 2 min
Hyd. volume
= 266,839 cuff
Inflow hyd. No.
= 2 - Pond #2 Post -Development
Max. Elevation
= 1020.11 ft
Reservoir name
= POND 2#
Max. Storage
= 207,298 cuft
Storage Indication method used. Wet pond routing start elevation = 1016.00 ft.
Pond #2 Routed

Pond Report
Hydraflow Hydrographs Extension forAutOCADO Civil 3DO 2009 by Autodesk, Inc. v6.066 Thursday, Oct 7, 2021
Pond No. 1 - POND 2#
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 1012.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
1012.00
17,558
0
0
1.00
1013.00
19,079
18,311
18,311
2.00
1014.00
20,703
19,883
38,195
3.00
1015.00
22,279
21,484
59,679
4.00
1016.00
23,914
23,090
82,768
5.00
1017.00
28,373
26,109
108,878
6.00
1018.00
30,433
29,394
138,272
7.00
1019.00
32,550
31,483
169,754
8.00
1020.00
34,724
33,628
203,382
9.00
1021.00
36,954
35,830
239,212
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 15.00
3.00
Inactive
Inactive
Crest Len (ft)
= 12.00
12.00
Inactive
Inactive
Span (in)
= 15.00
3.00
0.00
0.00
Crest El. (ft)
= 1019.00
1020.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 1012.00
1016.00
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
EAL(in/hr)
= 0.000 (by Wet area)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
10.00
8.00
6.00
4.00
2.00
0.00 1
0.00 6.00
Total 0
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)
1022.00
1020.00
1018.00
1016.00
1014.00
- 12.00 18.00 24.00 30.00 36.00 42.00 48.00 54.00 60.00 1012.00
Discharge (cfs)

Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DR) 2009 by Autodesk, Inc. v6.066
Thursday, Oct 7, 2021
Pond No. 1 - POND 2#
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining
Elevation = 1012.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
incr. Storage (cult)
Total storage (cuft)
0.00 1012.00
17,558
0
0
1.00 1013.00
19,079
18,311
18,311
2.00 1014.00
20,703
19,883
38,195
3.00 1015.00
22,279
21,484
59,679
4.00 1016.00
23,914
23,090
82,768
5.00 1017.00
28,373
26,109
108,878
6,00 1018.00
30,433
29,394
138,272
7.00 1019.00
32,550
31,483
169,754
8.00 1020.00
34,724
33,628
203,382
9.00 1021.00
36,954
35,830
239,212
Culvert / Orifice Structures
Weir Structures
[A]
[g]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 15.00
3.00
inactive
Inactive
Crest Len (ft)
= 12.00
12.00
Inactive
Inactive
Span (in)
= 15.00
3.00
0.00
0.00
Crest El. (ft)
= 1019.00
1020.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3,33
3.33
3.33
3.33
Invert El. (ft)
= 1012.00
1016.00
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.(inthr)
= 0.000 (by Wet area)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
10.00
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 (a).
Stage / Storage Elev (ft)
1022.00
i I . _#'� 1 _ I
0.00 - i I
0 50,000 100,000 150,000
- Storage
1020.00
1018.00
1016.00
1014.00
1012.00
200,000 250,000
Storage (cult)

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0
a
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