SW4210701_Design Calculations (Wet Pond 1)_20211008

GUPTON'S ROYAL DESIGN GROUP
MILE GRNEEx G o SrrE PLAN-NMG 0 STORN11VATEx DESIGN
LAT DSC E DESIGN 0 N s=URk �G
PO BOX 1070, KING, NC 27021
Office Phone (336) 98S — 6S19
Secondary Phone (336) 70S - 0633
KING'S CROSSSING
Moore Road
King, N.C. 27021
WET DETENTION BASIN # 1
CALCULATIONS
09/20/2021
Kinds Cross Properties, LLC
P.O. Box 21029
Winston-Salem, N.C. 27120
336.414.3796
4 Q •
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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 Ding'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 — I -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 10-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 100-Year ...........................
33
Pond Report — Otago I 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 1#
SITE DATA
Total Site Area:
149.68
Acres
Total Disturbed Area:
9.64
Acres
Total Drainage Area Into Structure:
9.64
Acres
Proposed BUA/Impervious Area:
6.11
Acres
Drainage Area Proposed BUA/Impervious Area %:
63.4
%
Off -Site Drainage Area:
0.00
Acres
Off -Site BUA/Impervious Area:
0.00
Acres
Total BUA/Impervious Area Into Structure:
6.11
Acres
Total BUA/Impervious Area Into Structure %:
63.4
%
Design Data
Pre -Developed:
Overland Flow Runoff Factor
Factor
Hydraulic Length:
1372.8
Feet
Hydraulic Height:
48
Feet
Time of Concentration, Te (Pre -developed) :
14.81
Min.
Post -Developed:
Overland Flow Runoff Factor
Factor
Hydraulic Length:
1503.33
Feet
Hydraulic Height:
28
Feet
Time of Concentration, Tc (Post -developed) :
10.12
Min.
*Note: Times of concentration are calculated using Kirpich Method. Use minimum 5 minute Tc.
SCS Weighted Curve Number (Pre -developed):
67
CN
SCS Weighted Curve Number (Post -developed):
84
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
3.67
Inches
Precipitation Depth, 25 yr. 6 hr. Storm:
**See table
4.26
Inches

GUPTON's ROYAL DESIGN GROUP
P.O. BOX 1070
KING, N.C. 27021
KING'S CROSSING
STORMWATER MANAGEMENT WET DETENTION STRUCTURE
SITE CONDITIONS AND INPUT DATA
BASIN 1#
Pre -Developed SCS Runoff Curve Number (CN)
Soil Group
Descrpttonry v
CN
Area (acres)
Product of
CN x Area
B
Brush -Weeds -Grasses
645.88
0
0
0
0
0
0
I otals 9.64 645.88
Weighted SCS Curve Number (CN) =
Post -Developed SCS Runoff Curve Number (CN)
67.00
Soil Group
Raescrption
CN
98
Area, acres
4.12
Product of '
CN x Area
B
Pavement
404.215
B
Sidewalks
98
0.53
51.853
B
Driveways
98
0.00
0.000
B
Grassed Areas
61
3.52
214.926
B
Buildings
98
1.46
142.920
0
0
0.000
0
0
0.000
0
0.000
i otais 9F.-'W, 813.91
Weighted SCS Curve Number (CN) =
84.47
*See table 8.03e
*Reference made to "Erosion and Sediment Control Planning and Design Manual" State of N.C.
4

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
ht(ps://hdsc.nws.noaa.gov/hdse/pfds/pfds_printpage.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 ft** £
"seurce: ESRI Maps
" source: uSGs
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M Bonnin, D. Martin, B. Lin, T. Parzybok, MYekta, and 0. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PP graphical f Maol& aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals {in inches)1
i
Average
Duration)
recurrence interval
(years)
���
1 10
25
50
10D
200
500
F 1o6o
0.643
0.689
0.732
0.772
0.819 0.852
5 min r 0.369
a.440
0. iii 0.576
1(0.341-0.401)
(0.406-0.479 )
(0.479-0.-W) (0.530-0.626
{0.588-0.699)
(0.626-0.750
(0.661-0.799),(0.692-0.845
( 0.724-0.900) (0746-0.942
a.590
0.703
0.832 i 0.921
1.02
1.10
1.16
1.22
1.30 1.34
C�10-min (0.545 0.640}
(0.650 0.767)
(0.767-0.906)i (0.848 1.00}
(0.937-1.11}
{0.998-1.20}
(1.05 1.27}
(1.10-1.34i
(1.15-1.42j {1.18 1:48}
0.737
0.884
1.05 1.16
1.30
1.39
1.47
1.54F
1. 33 1.69
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(0.817-0.964)
(0.971-1.15) I (1.07-1.27)
(1.19-1.49)
(1.26-1.51)
{133 1.60i
{1.38-1.69)
(1.44-139)
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(0.934-1.10)
{ 1.22
{1.13-1.33}
1.50 1.69
(138-1.63) {1.55-1.83)
1.92
(1.76 2.09}
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2.25
(2.03-2.46)
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2.59 2.73
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1.53
1.92 2 2a
11
2 56
2.84
3.10
3.3T
3.72 3.98
(1.16-1.37)
(1.42-1.67)
(1.77-2.09) (2.02 239j
234-2.79)
1 (2.58-3.09)
{2.80-3.38) j{3.02-3.69)1
(3.29-4.09) {3.49 4.40j
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(9.38 1.64}
1,83
; (1.68 2.00)
2.31 2.67
(2.12-2.53) (2.44 2.92}
3.15
(2.86-3.45)
3.54
(3.19-3.87)
3.92
(3.50 4.30)
4.31
(3.82 4.74j
a.8a i 5.26
(4.23-535) i (4.54 5.83)
1 62
3-hr
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2.so 2.89
3.43
3.84
4 27
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(3.46-4.20}
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(4.16-5.16}
(4.62-5.83) (4.96-637)
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6.78
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(2.73-3.24)
(3.44-4.09) {4.00 4.76}
(4.77-5.71)
i (5_39-6.49)
(6.03-7.33}
(6.67-8.23)
(7.579-55) i (8.27-10.6)
2 92
3.53
4.48 5.24
6,35
7.27
8.25
9.31
10.8 12.1
24-hr
11 (2.70-3.16)
(3.26 3.83)
(4.131f.85) (4.83-5.67)
{5.81-6,86}
(6.61-7.85}
(7.46-8.90)
1 (8.35-10.1)
{9.62-11:7) (10.7-13.1)
3.44
4.15
5.22 6.a8
7.28
8.26
9.3a
1a.a
12-0 13.3
2-day (3.20-3.71)
(3.86 4.48)
(4.85 5.63) 11 (5.63-6.54) 11
(6.71-7.83)
(7 58_8.89)
(8.48-10.0)
(9.43-112)
110.7-12.9) i (11.8-14.4)
3,64
4.39
5.52 6.41
7-08.71
9.79
10.9
12.6 135
3-day 2.39-3.92j J
13-5.93) (5.95.6.89)
(T()9 4) j
(8.01-935)
, (8.96-10.5)
{9.9411.8)
(11.3-13.6j� (12.415.1)
3.85
4.
F 5.81 11 6.75 18.07
9.16
10.3
11.5
13.2 14.6
4 day (3.59-4.13)
,
(4.33-4 08) 11
(5.42-6.23) (628-7.23j
(7A8 8.64)
(8.43-9.81)
(LA 11.0)
(10.5-12.4)
' (11.9-14.3j (13,1-15.8)
4.
5.25
6.47 7.46
8
9.94
11.9
12.3
14.1 15.5
7-day (4.104.68)38
(6.05-6.92) ; (6:967.96}
.82
(8.20-9.42)
(9.19-10.6)
{10.2-11.9)
(11.313.2j
(127-15p1)i {13.916.7)
6.00
5.97
7.28 8.32
9.75
90.9
12.1
13.3
15 0 16,d
10-day
(4.69-5.33)
(5.61 6.37j
!
(6.83-7.76) 1 {7.78-8 86)
{9.09-10.4)
(10.1-11.6)
{11.2-12.9}
(122-14.2)
(13 7 16.1) (14.9-171)
6.74
8.01
9.58 10.8
12.5
93.8
15.1
16,5
18.3 19.7
20-da
{6.36-7.15) j
(7.56-8.49)
{9.0310.21 {10.2-11.5}
(11.7-132)
(12.9-14.6}
(14.1-16.1)
(153-17.5)
(16.8_19.5) (18.0-21.1)
�30-da 8.35
9.86
11.5 12,8
14.5
15.8
17.0
18.2
19.8 21.0
t��l (7.93-8.78}
(9.37-10.4)
(11.0-12.1) (12.2-13.5)
{13.7-15.2}
(14.9-16.5)
{16.0 97.9)
(17.1-19.2}
(18.5-20.9) (19.6 22.3)
10.5
12.4
14.3 15,8
17:
19A
20.4
21.7
23.4 24.6
45-day
(10.0-11.1)
(11.8-13.0)
(13.6-15,0) (15.0-16.5)
(16.7-18.5)
(18,0-%9)
(19.3-21.4 )
(20.4 22.8)
(21.9-24.7) (23.0-26.1)
60-day
92.6 a
14 7
16.8
18 4
(17.5 19.2j =
20.3
(19,4 21.3)
21.8
(20.8-22.8)
23.2
(22.0-24.3)
24.6
(23.3-25.8) E
26.3
{24.8-27.6)
27,5
(25.9 29.0)
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%, Estimates at upper bounds
are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
I IYIea5e reTer w 1VUAA Haas 14 aocumem Tor more Intoirmatlon. I)
Back to Too
PF graphical
of 3 7/17/2019, 11:19 AM

IPrecipitation Frequency Data Serve,
https://Iidsc.nws.noaa.gov/hdsc/pfds/pfds_jnintpage.html?lat--36.2759&...
25
20
4
PDS-based depth -duration -frequency (DDF) curves
Latitude: 36.27590, Longitude: -80.34210
Average recurrence
enierW
(year--)
2
5
10
25
50
100
— 200
— Boo
— 1000
E
M M M
-0 '0-0
M M
'0 -0
M M MM
-a V 'a -0
A A 4
4. 6
6 6 �A�
rq
rq
rn
Lo
Duration
PA
N fn -T
30
25
15
0
0
Duration
5-min
— 2-day
10-min
— 3-day
15-min
— 4-day
30-min
— 7-day
60-min
— I "ay
2-hr
20-day
3-hr
30-day
"r
4"ay
I"t
60-day
24-hr
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Wed Jul 17 15:18:03 2019
Back to Top
Maps & aerials
Small scale terrain
,King
3km
Rural Haft--'
2mi
2 of 3 7/17/2019, 1119 AM

Precipitation Frequency Data Server
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Watcr Ccntcr
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions93noaa.aov
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3 of 3 7/17/2019, 11:19 AM

Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.2759&...
NOAA Atlas 14, Volume 2, Version 3
Location name: king, North Carolina, USA*
Latitude: 36.27590, Longitude:-60.342io
Elevation:Tu1096.9 it**
* sourcce: ESRI tulaps a �r
* source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. 8onnin, 0. Martin, 8- Lin, T. Parcybok, MYelda, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maus & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in incheslhourP
Duration,--i--ice--�
Average
recurrence interval
(years)
14
25
i 50
104
204
504
1400
4.43
6.99
7.72
5 min
4
5
.872
{6.36-7.54}
(7.06-839)(
.
5.
.
($.69-10S)
10.2
$.9511.3}.
3.54
4.22
4.99
5.53
6.14
6 59
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3.54
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4.21
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t 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%. Estimates at upper bounds
i are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
I
Please refer to NOAA Atlas 14 document for more infomnation.
t3aCK to 100
PF graphical
of 3 7/17/2019, 11:21 AM

IPrecipitation Frequency Data Server
It ttps://hdsc.nws.noaa.gov/hdse/pfds/pfds_printpage.html?lat--3 6.2759&
100.0(
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0.100
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PDS-based intensity -duration -frequency (IDF) curves
Latitude: 36.27591, Longitude: -80-3421,
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............. ......
............
E M m M M m m m m m
-0 -0-0 -0 -0 a IC "a -0
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Duration
------------ -------
— --------- -------------------- ...... -------------------
2 5 10 25 50 100 200 Sno I
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT): wed Jul 17 15.20-.25 2019
Back to To
Maps & aerials
Average recurrence
interval
(years)
2
25
so
100
— 200
— Soo
— 1000
Durabon
59-ftn
— 2-day
10-min
— 3-day
15-mtn
— 4-day
30-min
— 7-day
60-mtn
— 1"ay
2-hr
20-day
— 3-hr
30-C*
— "T
45-day
— Iz-hr
60-day
— 24-illit
2 of 3 7/17/2019, 11:21 AM

Precipitation! Frequency Data. Server
https://hdsc.nws.noaa.gov/hdselpfds/pfds_printpage.hbnl?lat=3b.2759&...
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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 20910
Questions?: HDSC.Questionsftnoaa.00v
Disclaimer
3 of 3 7/17/2019, 11:21 AM

KINGS CROSSING
STORMWATER MANAGEMENT ED STRUCTURE
COMPUTED DESIGN DATA
BASIN 1#
COMPUTED 1-YR. WATER QUALITY DATA
Volumetric Runoff Coefficient, Rv:
0.621
Water Quality Volume (1-Inch Storm), WQv;
21,717.131
Cu.Ft.
Water Quality Runoff Volume, Qa:
0.62
Inches
Water Quality CN (using Qa):
96
CN
Intial Abstraction, la: = 0.086 la/P(1") = 0.086
Qu (TR-55)= 730.00
csm/in
Time of Concentration, Tc :
14.81
Min.
Intensity for 1 yr. Storm, 1
2.95
In./hr.
Peak Rate of Runoff, Tp :
39.76
Min.
Water Quality Peak Discharge, Qp:
6.8
cfs
Runoff Depth, Q* :
Water Quality Drawdown Elevation:
1.48 Inches
1069.00
Water Quality Volume Provided: (Volume between Permanent Pool and Riser Orifice) 1 59,068.478 Cu.Ft.
Permanent Pool Elevation: 1059.00
Riser Orifice Elevation: 1062.00
COMPUTED 25-YR. WATER QUANTITY DATA
Pre -developed Runoff Volume. -
Post -developed Runoff Volume:
44,400 Cu.Ft.
94,848 Cu.Ft.
Runoff Volume to be Detained (Post - Pre):
50,448
Cu.Ft,
Water Quantity Volume Provided: (Volume between Permanent Pool and 25-yr Ell
63,591
Cu.Ft.
Surplus Volume Provided:
13,143
Cu.Ft.
Permanent Pool Elevation:
1059.00
25-YR Elevation:
1062.21
Discharge Rate @ 48 hrs:
0.142
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
5.437
20.570
0.161
2 yr. - 6 hr.
1.591
9.166
0.146
10 yr. - 6 hr.
5.948
17.350
2.223
25 yr. - 6 hr.
9.269
22.600
3.938
50 yr. - 6 hr.
0.000
0.000
0.000
100 yr. - 6 hr.
15.710
31.560
8.867

KING'S CROSSING
STORMWATER MANAGEMENT ED STRUCTURE
PERMANENT BASIN DESIGN
BASIN 1#
BASIN CONFIGURATION (RISER & ORIFICE
Width Length
Approx. Basin Dimension: 88 X 138
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 =
0,041 S.F
0.016 S.F
0.022 SY
0.0692 CFS
Surface Area
16,980.00
S.F.
1.5:1
2.2:1
3.00
Ft.
63.4
%
2.23
9,377.44
S.F.
13,096.82
S.F.
1059.0
Elevation
43,780.60
Cu.Ft.
12,654.65
S.F.
3.46
Ft.
14.7
In.
0.0
In.
4.9
In,
2
Days
5
Days
2.74
In. Dia.
1.73
In. Dia.
4.0
In. Dia.
2.00
In. Dia.
3.6
Days
1.22
Ft.
3.00
Ft.
4.22
Ft.
8.00
Ft.
90,042.65
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 AOl
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
148.7
100.0%
t _1I'1% Natural Resources Web Soil Survey 5/612021
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 (AID, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method. Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 5/6/2021
a" Conservation Service National Cooperative Soil Survey Page 4 of 4

Watershed Model Schematic
Hydraflow Hydrographs Extension for AutoGAD®Civil 3D® 2009 by Autodesk, Inc. v6.066
3
Legend
Hvd. origin Description
1 SCS Runoff POND #1 Pre-Dev - 6 HOUR
2 SCS Runoff POND #1 Post-Dev - 6 HOUR
3 Reservoir POND #1 Routed 6 HOUR
Project: HYDROGRAPH - POND 1#.gpw Thursday, Oct 7, 2021

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Thursday, Oct 7, 2021
Hyd. No. 1
POND #1 Pre-Dev - 24 HOUR
Hydrograph type
= SCS Runoff
Peak discharge
= 5.437 cfs
Storm frequency
= 1 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 18,620 cuff
Drainage area
= 9.640 ac
Curve number
= 67
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of cone. (Tc)
= 14.80 min
Total precip.
= 2.92 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
6.00
5.00
3.00
1.00
0.00 -1 1 -1
0 10 20
-- Hyd No. 1
POND #1 Pre-Dev - 24 HOUR
Hyd. No. 1 --1 Year
30 40 50 60 70 80
Q (cfs)
6.00
4.00
3.00
1.00
-I-----1- 0.00
90 100
'rime (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCADt) Civil 3D® 2009 by Autodesk, Inc. v6.066
Thursday, tact 7, 2021
Hyd. No. 2
POND #1 Post-Dev - 24 HOUR
Hydrograph type
= SCS Runoff
Peak discharge
= 20.57 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 53,360 cuft
Drainage area
= 9.640 ac
Curve number
= 84.4
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of cons. (Tc)
= 10.10 min
Total precip.
= 2.92 in
Distribution
= Type 11
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
9.00 -
6.00 -
3.00 -
POND #1 Post-Dev - 24 HOUR
Hyd. No. 2 -- 1 Year
Q (cfs)
21.00
18.00
15.00
12.00
• Ii
3.00
0.00 -a-- I r=--- I -- I I I I I ===Mh ` 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time {hra)
--- Hyd No. 2

Hydrograph Deport
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Thursday, Oct 7, 2021
Hyd. No. 4
POND #1 Routed 24 HOUR
Hydrograph type = Reservoir
Peak discharge
= 0.161 cfs
Storm frequency = 1 yrs
Time to peak
= 1448 min
Time interval = 2 min
Hyd. volume
= 39,420 cuft
Inflow hyd. No. = 2 - POND #1 Post-Dev - 24 HOUR
Max. Elevation
= 1061.43 ft
Reservoir name = POND 1#
Max. Storage
= 98,474 cuft
Storage Indication method used. Wet pond routing start elevation = 1059.00 ft.
POND #1 Routed 24 HOUR
Q (cfs) Hyd. No. 4 -- 1 Year
21.00
18.00
15.00
12.00
m
Q (cfs)
21.00
18.00
15.00
12.00
MIN
3.00
0.00 1 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time {man}
_- - - Hyd No. 4 Hyd No. 2 ® Total storage used = 98,474 cult

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD@ Civil 3D® 2009 by Autodesk, Inc. v6.066 Thursday, Oct 7, 2021
Hyd. No. 6
POND #1 Pre-Dev - 6 HOUR
Hydrograph type
= SCS Runoff
Peak discharge
= 1.591 cfs
Storm frequency
= 2 yrs
Time to peak
= 158 min
Time interval
= 2 min
Hyd. volume
= 11,319 cult
Drainage area
= 9.640 ac
Curve number
= 67
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 14.80 min
Total precip.
= 2.44 in
Distribution
= SCS 6-Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (cfs)
2.00
1.00
POND #1 Pre-Dev - 6 HOUR
Hyd. No. 6 -- 2 Year
Q (cfs)
2.00
M
0.00 l— 1 i If I I I I \- 1 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
—-= Hyd No. 6 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066
Thursday, Oct 7, 2021
Hyd. No. 7
POND #1 Post-Dev
- 6 HOUR
Hydrograph type
= SCS Runoff
Peak discharge
= 9.166 cfs
Storm frequency
= 2 yrs
Time to peak
= 150 min
Time interval
= 2 min
Hyd. volume
= 39,472 cult
Drainage area
= 9.640 ac
Curve number
= 84.4
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= USER
Time of conc. (Tc)
= 10.10 min
Total precip.
= 2.44 in
Distribution
= SCS 6-Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (cfs)
10.00
MEME&KI!
4.00
2.00
000
POND #1 Post-Dev - 6 HOUR
Hyd. No. 7 -- 2 Year
Q (cfs)
10.00
8.00
4.00
2.00
0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
- Hyd No. 7 Time (hrs)

Hydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2009 byAutodesk, Inc. v6.066 Tuesday, Oct 5, 2021
Hyd. No. 3
POND #1 Routed 6
HOUR
Hydrograph type
= Reservoir
Peak discharge
= 0.146 cfs
Storm frequency
= 2 yrs
Time to peak
= 376 min
Time interval
= 2 min
Hyd. volume
= 34,037 cult
Inflow hyd. No.
= 2 - POND #1 Post-Dev - 6 HOUR
Max. Elevation
= 1061.02 ft
Reservoir name
= POND 1#
Max. Storage
= 89,641 cult
Storage Indication method used. Wet pond routing start elevation = 1059.00 ft.
Q (cfs)
10.00
2.00
POND #1 Routed 6 HOUR
Hyd. No. 3 -- 2 Year
Q (cfs)
10.00
4.00
2.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
- Hyd No. 3 --- Hyd No. 2 Total storage used = 89,641 cuff

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCADO Civil 3D® 2009 byAutodesk, Inc. v6.066
Hyd. No, 6
POND #1 Pre-Dev - 6 HOUR
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
= 2 min
Drainage area
= 9.640 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 3.57 in
Storm duration
= 6.00 hrs
Q (cfs)
6.00
5.00
3.00
2.00
m
N Me
Thursday, Oct 7, 2021
Peak discharge = 5.948 cfs
Time to peak
= 154 min
Hyd. volume
= 30,355 cult
Curve number
= 67
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 14.80 min
Distribution
= SCS 6-Hr
Shape factor
= 484
POND #1 Pre-Dev - 6 HOUR
Hyd. No. 6 -- 10 Year
Q (cfs)
6.00
5.00
4.00
3.00
1.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
- Hyd No. 6
Time (hrs)

Hydrocgraph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D@ 2009 by Autodesk, Inc. v6.066
Hyd. No. 7
POND #1 Post-Dev
- 6 HOUR
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 9.640 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 3.57 in
Storm duration
= 6.00 hrs
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
000
0.0 1.0
--- Hyd No. 7
Thursday, Oct 7, 2021
Peak discharge
= 17.35 cfs
Time to peak
= 148 min
Hyd. volume
= 73,208 cult
Curve number
= 84.4
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.10 min
Distribution
= SCS 6-Hr
Shape factor
= 484
POND #1 Post-Dev - 6 HOUR
Hyd. No. 7 -- 10 Year
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
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DU 2009 by Autodesk, Inc. v6.066 Tuesday, Oct 5, 2021
Hyd. No. 3
POND #1 Routed 6 HOUR
Hydrograph type = Reservoir Peak discharge = 2.223 cfs
Storm frequency = 10 yrs Time to peak = 342 min
Time interval = 2 min Hyd. volume = 58,108 cult
Inflow hyd. No. = 2 - POND #1 Post-Dev - 6 HOUR Max. Elevation = 1062.13 ft
Reservoir name = POND 1# Max. Storage = 114,083 cult
Storage Indication method used. Wet pond routing start elevation = 1059.00 ft.
POND #1 Routed 6 HOUR
Hyd. No. 3 -- 10 Year
15.00
12.00
"I
. �M
3.00
Q (cfs)
18.00
15.00
12.00
3.00
000
0 600 1200
1800 2400
3000 3600 4200 4800 5400
6000
--- Hyd No. 3
Hyd No. 2
Total storage used = 114,083 cuff
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2009 by Autodesk, Inc. v6.066
Thursday, Oct 7, 2021
Hyd. No. 6
POND #1 Pre-Dev - 6 HOUR
Hydrograph type
= SCS Runoff
Peak discharge
= 9.269 cfs
Storm frequency
= 25 yrs
Time to peak
= 154 min
Time interval
= 2 min
Hyd. volume
= 44,400 cuff
Drainage area
= 9.640 ac
Curve number
= 67
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= USER
Time of conc. (Tc)
= 14.80 min
Total precip.
= 4.25 in
Distribution
= SCS 6-Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (cfs)
10.00
8.00
6.00
4.00
2.00
POND #1 Pre-Dev - 6 HOUR
Hyd. No. 6 -- 25 Year
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00 +- -1 --.W I I I I %� 1 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 6 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 7
POND #1 Post-Dev
- 6 HOUR
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 9.640 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 4.25 in
Storm duration
= 6.00 hrs
Q (cfs)
24.00
►M
16.00
12.00
4.00
0.00
0.0 1.0
Hyd No. 7
Thursday, Oct 7, 2021
Peak discharge = 22.60 cfs
Time to peak
= 148 min
Hyd. volume
= 94,848 cult
Curve number
= 84.4
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.10 min
Distribution
= SCS 6-Hr
Shape factor
= 484
POND #1 Post-Dev - 6 HOUR
Hyd. No. 7 -- 25 Year
2.0 3.0 4.0 5.0 6.0
Q (cfs)
24.00
20.00
. ri
12.00
M
M
o.00
7.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066 Tuesday, Oct 5, 2021
Hyd. No. 3
POND #1 Routed 6 HOUR
Hydrograph type
= Reservoir
Peak discharge
= 3.938 cfs
Storm frequency
= 25 yrs
Time to peak
= 248 min
Time interval
= 2 min
Hyd. volume
= 79,727 cult
Inflow hyd. No.
= 2 - POND #1 Post-Dev - 6 HOUR
Max. Elevation
= 1062.21 ft
Reservoir name
= POND 1#
Max. Storage
= 115,781 tuft
Storage Indication method used. Wet pond routing start elevation = 1059.00 ft.
POND #1 Routed 6 HOUR
Q (Cfs) Hyd. No. 3 -- 25 Year
24.00
20.00
16.00
12.00
0
m
0.00
0 600
Hyd No. 3
Q (cfs)
24.00
_Q K11
12.00
M
4.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 2 ® Total storage used = 115,781 Cult

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D0 2009 by Autodesk, Inc. v6.066
Hyd. No. 6
POND #1 Pre-Dev - 6 HOUR
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 9.640 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 5.39 in
Storm duration
= 6.00 hrs
Q (cfs)
18.00
15.00
Thursday, Oct 7, 2021
Peak discharge = 15.71 cfs
Time to peak
= 152 min
Hyd. volume
= 70,951 cult
Curve number
= 67
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 14.80 min
Distribution
= SCS 6-Hr
Shape factor
= 484
POND #1 Pre-Dev - 6 HOUR
Hyd. No. 6 -- 100 Year
Q (cfs)
18.00
15.00
12.00
12.00
9.00
9.00
6.00
6.00
3.00
3.00
0.00
a ao
0.0 1.0
-- Hyd No. 6
2.0 3.0 4.0 5.0 6.0
7.0
Time (hra)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066
Hyd. No. 7
POND #1 Post-Dev
- 6 HOUR
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 9.640 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 5.39 in
Storm duration
= 6.00 hrs
Thursday, Oct 7, 2021
Peak discharge = 31.56 cfs
Time to peak
= 148 min
Hyd. volume
= 132,416 cult
Curve number
= 84.4
Hydraulic length
= 0 ft
Time of cone_ (Tc)
= 10.10 min
Distribution
= SCS 6-Hr
Shape factor
= 484
POND #1 Post-Dev - 6 HOUR
Q (cfs)
Hyd. No. 7 -- 100 Year Q (cfs)
35.00
35.00
30.00
30.00
25.00
25.00
20.00
20.00
15.00a�
_
15.00
10.00
10.00
5.00
5.00
0.00 j-".
' =
0.00
0.0 1.0
2.0 3.0 4.0 5.0 6.0 7.0
. _,.— Hyd No. 7
Time (hrs)

Hydraflow Hydrographs Extension forAutoCAD@ Civil 3DQ 2009 byAutodesk, Inc. v6.066
Tuesday, Oct 5, 2021
Hyd. No. 3
POND #1 Routed 6 HOUR
Hydrograph type = Reservoir
Peak discharge
= 8.866 cfs
Storm frequency = 100 yrs
Time to peak
= 182 min
Time interval = 2 min
Hyd. volume
= 117,269 cuff
Inflow hyd. No. = 2 - POND #1 Post-Dev - 6 HOUR
Max. Elevation
= 1062.36 ft
Reservoir name = POND 1#
Max. Storage
= 119,384 cult
Storage indication method used. Wet pond routing start elevation = 1059,00 ft
Q (cfs)
35.00
30.00
25.00
20.00 -
15.00 -
10.00 -
5.00 -
0 .00
. No.1
POND #1 Routed 6 HOUR
Hyd. No. 3 -- 100 Year
1200 1800 2400 3000 3600 4200 4800 5400
Hyd No. 2 ® Total storage used = 119,384 tuft
Q (cfs)
35.00
25.00
20.00
15.00
5.00
- 1 0.00
6000
Time (min)

Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066
Thursday, Oct 7, 2021
Pond No. 1 - POND 1#
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 1055.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cuft)
0.00 1055.00
10,571
0
0
1.00 1056.00
11,730
11,144
11,144
2.00 1057,00
12,946
12,332
23,476
3.00 1058.00
14,219
13,576
37,052
4.00 1059.00
15,549
14,878
51,930
5.00 1060.00
19,168
17,325
69,255
6.00 1061.00
20,841
19,997
89,252
7.00 1062.00
22,570
21,698
110,949
8.00 1063.00
24,356
23,455
134,404
9.00 1064,00
26,198
25,269
159,673
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
12.00
Inactive
Inactive
Span (in)
= 15.00
2.00
0.00
0.00
Crest EL (ft)
= 1062.00
1063.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 1055.00
1059.00
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)
10.00
8.00
6.00
4.00
2.00
10"
Note: Culvert/0rifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage / Discharge
Elev (ft)
1065.00
1063.00
1061.00
1059,00
1057.00
0.00 6.00 12.00 18.00 24.D0 30.00 36.00 42.00 48.00 54.00 60.00
- Total 0 Discharge (cfs)

Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Thursday, Oct 7, 2021
Pond No. 1 - POND 1#
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining
Elevation = 1055.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (cult)
0.00 1055.00
10,571
0
0
1.00 1056.00
11,730
11,144
11,144
2.00 1057.00
12,946
12,332
23,476
3.00 1058.00
14,219
13,576
37,052
4.00 1059.00
15,549
14,878
51,930
5.00 1060.00
19,168
17,325
69,255
6.00 1061.00
20,841
19,997
89,252
7.00 1062,00
22,570
21,698
110,949
8.00 1063.00
24,356
23,455
134,404
9.00 1064.00
26,198
25,269
159,673
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
12.00
Inactive
Inactive
Span (in)
= 15.00
2.00
0.00
0.00
Crest El. (ft)
= 1062.00
1063.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 1055.00
1059.00
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.(inlhr)
= 0.000 (by Wet area)
Multi -Stage
= n/a
Yes
No
No
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).
Stage (ft)
Stage / Storage
Elev (ft)
10.00
8.00
6.00
4.00
2.00
0.00
1065.00
1063.00
1061.00
1059.00
1057.00
1055 00
0 30,000 60,000 90,000 120,000 150,000 180,000
- Storage Storage (cuft)

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