HomeMy WebLinkAboutSW4210701_Design Calculations (Wet Pond 5)_20211008GUP`rON9S ROYAL DESIGN GROUP
EA:G!.\_h-_v k,NG �, 31_s EPLANNING 0 S-T01IR A
LANDSCAPEDESIGNTOW01 ST"R%TYING
PO Box 1070, KING, NC 27021
Office Phone (336) 985 — 6S19
Secondary Phone (336) 70S - 0633
KING'S CROSSSING
Moore Road
King, N.C. 27021
WET DETENTION BASIN #5
CALCULATIONS
09/2012021
Kind's Cross Properties, LLC
P.O. Box 21029
Winston-Salem, N.C. 27120
336.414.3796
0
IVi. SFAi
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INE 0
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.
OA
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 — 1-YrWater Quality & 25-Yr Water Quantity ........12
Permanent Basin Design — Computed Storage & Water Quality Drawdown ...
13
Site Soils Map and Data ......................................
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 100-Year .................... _ ...
31
Hydrograph Report — Post -developed 100-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 5#
SITE DATA
Total Site Area:
149.68
Acres
Total Disturbed Area:
41.69
Acres
Total Drainage Area into Structure:
41.59
Acres
Proposed BUA/Impervious Area:
8.04
Acres
Drainage Area Proposed BUA/Impervious Area %:
19.3
%
Off -Site Drainage Area:
0.00
Acres
Off -Site BUA/Impervious Area:
0.00
Acres
Total BUA/Impervious Area Into Structure:
8.04
Acres
Total BUA/Impervious Area Into Structure %:
19.3
%
Desian Data
Pre -Developed:
Overland Flow Runoff Factor
Factor
Hydraulic Length:
2262.16
Feet
Hydraulic Height:
69
Feet
Time of Concentration, Tc (Pre -developed) :
22.93
Min.
Post -Developed:
Overland Flow Runoff Factor
Factor
Hydraulic Length:
2384.66
Feet
Hydraulic Height:
69
Feet
Time of Concentration, Tc (Post -developed) :
12.18
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, 25 yr. 6 hr. Storm:
**See table
4.25
Inches
GUPTON & ASSOCIATES P.A. 3
2200 Silas Crk. Pkwy. Suite 2-13
Winston-Salem, N.C. 27103
KING'S CROSSING
STORMWATER MANAGEMENT WET DETENTION STRUCTURE
SITE CONDITIONS AND INPUT DATA
BASIN 5
Pre -Developed SCS Runoff Curve Number (CN)
Soil Group
Description w_._
CN
Area (acres)
_ :m:._w Product of
CN x Area..
2786.363577
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
0
0.00
0
Totals 41.69 2786.36
Weighted SCS Curve Number (CN) = 67.00
Post -Developed SCS Runoff Curve Number (CN)
Soil Group
Description M
CN
Area (acres)
Product of
CN x Area
B
Pavement
98
3.09
303.0407925
B
Sidewalks
98
0.47
46.09149679
B
Driveways
98
0.78
76,61818182
B
Grassed Areas
61
32.50
1982.794721
B
Buildings
98
4.74
464.3526171
0
0
0
0
0
0
0
0
Totals 4T.59 2872.90
Weighted SCS Curve Number (CN) = 69.08
*See table 8.03e
*Reference made to "Erosion and Sediment Control Planning and Design Manual' State of N.C.
Depth -Duration -Frequency Table
King, Stokes County
NC
Return Period
Duration
1-yr
2-yr
5-yr
10-yr
25-yr
50-yr
100-yr
(in)
in.
(in.)
(in.)
(in.)
(in.)
(in.)
5min
0.37
0.44
0.52
0.58
0.64
0.69
0.73
10 min
0.59
0.70
0.83
0.92
1.02
1.10
1.16
15 min
0.74
0.88
1.05
1.16
1.30
1.39
1.47
30 min
1.01
1.22
1.49
1.68
1.92
2.09
2.25
60min
1.26
1.53
1.91
2.19
2.56
2.83
3.10
2 hr
1.50
1.82
2.30
2.66
3.14
3.52
3.91
3 hr
1.62
1.97
2.49
2.88
3.41
3.83
4.26
6 hr
2.00
2.42
3.05
3.55
4.23
4.79
5.36
12 hr
2.43
2.95
3.72
4.35
5.23
5.96
6.73
24 hr
2.90
3.51
4.45
5.22
6.32
7.23
8.21
Intensity -Duration -Frequency Table
King, Stokes County
NC
Return Period
Duration
1-yr
2-yr
5-yr
10-yr
25-yr
50-yr
100-yr
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
5min
4.43
5.27
6.22
6.90
7.70
8.26
8.77
10 min
3.53
4.21
4.98
5.51
6.13
6.58
6.97
15 min
2.94
3.53
4.20
4.65
5.18
5.55
5.88
30min
2.02
2.44
2.98
3.37
3.84
4.18
4.50
60min
1.26
1.53
1.91
2.19
2.56
2.83
3.10
2 hr
0.75
0.91
1.15
1.33
1.57
1.76
1.95
3 hr
0.54
0.66
0.83
0.96
1.14
1.28
1.42
6 hr
0.33
0.40
0.51
0.59
0.71
0.80
0.90
12 hr
0.20
0.25
0.31
0.36
0.43
0.49
0.56
24 hr
0.12
0.15
0.19
0.22
0.26
0.30
0.34
Reference Data
Precipitation Frequency Data Server
https://hdsc.nws.noaa-gov/hdse/pfds/pfds_j)rintpage.html?lat=36.2759&...
NOAA Atlas 14, Volume 2, Version 3
Location name: King, North Carolina, USA*
Latitude: 36.2759% longitude:-80.3421°
Elevation:1096.96 ft**
'source: ESRI Maps �9 m
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, MYekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular i PF graphical I Maps & aerials
PF tabular
y8.35
1I
(7.93-8.78)
9.-86.
(9.37104)
11.0-12.1)
i2.8
(122-13.5)JL(17-15.2)
(14.9-16.5)
.0
(16.0-17.9}
2
(17.1-19.2)
1.30da
(18.5-20.9)
21.0
L (19.6-22.3)
45 day . 10.5
(10.0-11.1}
12.4
(11.8-93.0)
14.3
(13.6-15.0)
15.8
(15.0-16.5)
17.6
(16.7-18.5}
19.0�
(18.0-19.9)
20.4
(19.3 21.4)
211
(20.4-22.8)
23.4
(21.9-24.7)
24.6
{23.0 26.1)
60-day 12.6
(12.043.1)
14.7
(14.1-15.4I
16.8
(16.1-17.5)
18.4
i (17.5-19.2}
20.3
(19.421.3)
21.8
(20.8-22.8)
23.2
(22.0-243)
24.6
(23.3-25.8)
26.3
(24.8-27.8}
27.5
(25.9-29.0)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PD5).
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) wi l be greater than the upper bound (or less than the lower bound) is 51/6. 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.
PF graphical
of 3 7/ 17/2019, 11:19 AM
Precipitation Frequency Data Server
https://hdsc-nws.noaa.gov/hdselpfds/pfds__printpage-html?lat--36.2759&...
30
25
20
6�
19
PDS-based depth -duration -frequency (DDF) curves
Latitude: 36.27590, Longitude: -80.34210
. . . . . . . . . . . . .
....... ...... ...
E E
6 6 6 oa A 4
Duration
go
25
20
CL
10
9
W1
- - - - - - - - - - - - -
-- -------- --------- ...
j
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: 18:03 2019
Back to Top
Maps & aerials
Small scale terrain
.K in 9 1
+
, L
3km
Rural Hall.1,
2mi
Average recurrence
interval
(years)
2
25
50
100
— 200
— Soo
— 1000
Duration
— 5-"n
— 2-day
— 10-Min
— S-�ay
16471h
— 4-day
— 30-min
— 7-day
— 604M
— I O-day
2-tw
— 20-day
3-hr
— 30-day
"r
— 45-day
124v
— 60-day
24-hr
2 of 3 7/17/2019, 11:19 AM
Precipitation Frequency Data Server https://hdsc.nws_noaa.gov/hdsclpfds/pfds_prinipage.htnd?lat 36.2759&...
Lar a scale terrain
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U$ Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
xs:' -warm canrsr
1325 East West Highway
Silver Spring, MD 20010
Questions?: HDSC.Questionsftnoaa.gov
Disclaimer
3 of 3 7/17/2019, 11:19 AM
Precipitation Frequency Data Server
https://hdsc.nws.noaa-gov/hdse/pfds/pfds_prinipage.html?lat=36.2759&...
NOAA Atlas 14, Volume 2, Version 3
Location name: King, North Carolina, USA*
Latitude: 36.27590, Longitude:-80.34210
Elevation: 1096.96 ft**
source: ESRI Maps
R,
" source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonn in, D. Martin, B. Lin, T. Parzybok, MYekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabula I PF granh'loal I laps ea Gals
PF tabular
PCIS-based point precipitation frequency estimates with 90% confidence intervals (in inchesthourp
Average
recurrence interval (years)
i3uratiort
fir--
--1�
10
1 25
177-5-6--7:1
160
200
500
1000
5-min
4.43
(4.09-4.81)
5.28
{4.87-5.75)
6.24
(5.75-6.79)
6.91
(6.36 7.51)
7.72
(7.06-8.39) !
8.27
(7.51-9.00)
8.78
(7.93-9.59)
9.26
9.$3
10.2
(
3.64 11
4.22
1
F 6.63
IF 6.14 IF
6.59
5.98
j
F 7.77
8.05
1tJ min
(3.27-3.84) ,
(3.90-4:60)
! (4.60-5.44}
(5.09-6.01}
(5.62-6.68) i
(5.99-7.17) 1
(6.30-7.6_1)j
{6.5$-8A3)
i (6.87-8.54)
(7.Q58.90}
i5-min
2. 66
(2.72-3.20) ;
3.54
i 4.21
; (3.8$-4.58) 1
4.66
(4.2S!-z
5,19
(4. -565)
5.56
ES-05-6.05)
5.88
(5.31-6.42)
6.18
{5.54-6.76)
6.52
{5.76-7.17)
6.74
(5.90-7.44)
2,02
_(386}
2.44
2,99
3.37
3-as
4.19
4.54
4 81
5.19
5.46
30-min
{1.87-2.19}
(2,26-2.66)
(2.76-3-26)
(3.11 3.67)
f1 (3.52-4.18)
(3.81-4-56)
(4. L-_4 )
l (4.31-526)
(4.59-5.70)
(4.78-6.03)
1.26
1.53
1,92
2.20
2.56
2.84
3.10
3,37
3.72
3-98
60-min
{1.16-1.37) t
(142-1.67)
1 (177-2.09)
(2.02-2.39)
(2.34-2.79)
(2-58-3.09)
(2.80-3.38)
(3.02-3.69}
(3.29-4.09)
(3.49-4.40)
0.752
0,916
7.15
1.33
1.58
i.7T
1.96
2.16
2.42
2.63
2-hr
{0.690-4.822)i
(0.841-1.00)
(1.06.1.26) 11
(1.22-1.46)
(1.43-1.72)
(1.59-1.93)
(i.75-2.15)j
1 (2.11-2.67) ,
(2.27-2.92)
0.64Q
0.660
0.832
0.963
1.14
1,28
1.42
1.57
1.77
1,92
3-hr r
(0.497-0.592)
(0.607-0723)
(0.764-0.909)
(0.882-1.05)
(1,Q3 1.25}
(1.15-1.4D}
(127-1.56j
(1.39-1 72)
, (L54.1 94}
(1,65-2.12)
(6-hr '
4.335
OAOT
0.5fi2
y0.596
O.T70
0.843
0.900
fi.00
1.14 i
i,25
C�
(0.308-0.366)
(0.375-0.446
(0.471-0.562)
(0.545-0.651j
(Q.644 0.776)
(D.723-D.877
(D.802-D.981}1
(0.880.1.09)
1 (0.987-125)
0.203
0.246 7F
0.311
0563
0.437
F 0.498
0.563
0.631
F o.730
0.811
12-hr
(Q.187-0221)
(0227-0.269
, (O.2$6-0-339
(D.332-0.395)
(0.396-0.474);
(0.447-0.538)
(0.500-0.609}
{0.553-0.683)t
(0.628-0.792j
{0.686 0.882)
24-hr
0.121
(0.112-0.132)
(Q.136-0.160J
0.187
(0-172-0.202)
0.219
{Q.2Q1 0.236)
0.265 1
(0.242-0.286)1
4.303
{0.276 0.327
4.344
(0.311-0.371}
0.388
(Q.348-0.419)
0.452
(0.401-0.488)1(0.444
0.505
(m46 ,
2 day
Fl0 072
(0.067-O.D77)�
6.086
(0.080-0.093)I
0. 009
(0-101-0.117}
0.127
(0.117-0.136}
0,152
(0.140-0.163}
0.172
(0.158-0.185
0.194
(0.177-0.209)
0.217
(4.196- 234�
0,249 i
(0.224-0-269)
0.276
(0.246-0;29
0.051
0.061
0.077
0.0$9
4.107
0521
6.136
0.162
0.175
0.194
3-day
{0047-0 054)
(0A57-0.066)
(0.071-0.082)
(0.083-0.096)
(0.098-0.174}
{0.111-0.13QJ
(0.1240.146)
(4.138-0.T64)
(0.157 t}.189}I
(0.173 0.210)
oA40
0.048
0.061
0.076
! 0,084
6.695
0,107
0.120
0.138
0,952
4-day
(0.037-4.043)
(0.045-0.052)i
( D-056:mo65).
(0.065-0-075
(0.078-0.090)
(D-D88-0.102)
(0.09&Q.115}
(0.109-Q.129)
(0.124 0.148)
(OA36-0.165}
7-day
6.626
(O.024-0.028)
0,03i
{0.029-0.033)1)G
6.639
(0.036.0.041)f
6.044
(D.O41-0.047)
6.053
(0.049-0.056)
o.059
(0.055-0.063)
0.066
(0.061-0.(I71);
0.073
(0.067-0.079)1
0.084
{0.075 Q.09D
0.092
(0.083-0.099)
0.021
0.025
0.030
4.035
0,041 1
Q045
0.550
0.056
4.063 I
0.068
10-day
(0020-0.022)
(Q.023-0.027)
(0.028-0.032)j
(0.032-0:037)
(0.D38-0.043)
{O.Q42-O.t148)
(0.047-0-054)
(0.051-0 059)
(OA57-0.067)*
(0.062-0.074
20-day
0.014
(00130.015)
0. 117
(OA16-0.018
0,020
(0.019-0-021)
0.023
(D.021-0.424J
0.026 I
(D.024-0.02$)
0.029
{Q.027-0.030
0.032
(0.029-0.033)t(0_D32-0.D37
0.034
4.038
(0.035-OA41)
0.04i
(0-038-0.044)
3t1 day
0Al2 IF
(0.011-0.012)
0.014 IF
(0013-0.014
0.016
(0.015-0.017)
0.418F
(0.017-OA19)
0.020
(0,019-0.021)
0.022 IF
(Q.021-0.023)
0.024
(0.022-0.025)
F 0.025
(0.024-0.02-t
0.028
(0.026-DA29j
0.029
(O.f127-O.031
0.010
0.011
0-013
0.015 1
4.016
00018
0.019
0,420
0.022
0.023
45 clay
(0.009-0.010)`
(D.011-0.012)
{0-013-0,014}
(0.014 Q-015)
(0.015A.017)±
(0.017-0.018)'
(0.018 0.020)
{Q019-0.021)
(Q.020v0Y023)
�
(0 021-0.024)
000
O.OQ9
0:410
6.012
0.413
6.614
o,015
0.016
O.Ofi7
4 618
0.479
60-day 11
(0.0 09J
(O-010-0.011}
(Q.011-0.012)
{OAl2-0.013)
(0.013-0_415)1(0.014-0-016)
(0_015_0.017)
{0.016-OA18)(
(0.017 0 019}
(0.018-0.020}I
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
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.
Back to Ton
s .s
of 3 7/17/2019, 11:21 AM
Precipitation Frequency Data Server
https://hdse.nws-noaa.gov/hdselpfds/pfds_printpage.html?lat--36.2759&...
100-000
1111TIAN
IWOOO
U000
1.000
0.100
0-010
PDS-based intensity -duration -frequency (IDF) curves
Latitude: 36.27590, Longitude: -80-3421,
.............. ......................... ................ .............
. ..........
7t E E
1n 6 1�
Duration N ko
0.001 I I I I I I I I I I
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 Tot)
Maps & aerials
3km
Rural Halt.
Average recunance
interval
tyears)
25
50
100
200
Soo
1000
Ouralion
5-min
— 2-day
1 D-M
— 3-day
I 6-min
— 4-day
30-Min
— T-day
60-mtn
— I O-day
2-tar
— 20-day
3-hr
— 30-day
64W
— 45-day
12--hr
— 60-day
24-hr
2 of 3 7/17/2019, 11:21 AM
Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdse/pfds/pfds_printpage.html?lat=36.2759&...
Larcie scale terrain
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Back to Top
US Department of Commerce
National Oceanic and AtmosohericAdministration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.QuestionsOnoaa.00v
Disclaimer
3 of 3 7/17/2019, 11:21 AM
KING'S CROSSING
STORMWATER MANAGEMENT ED STRUCTURE
COMPUTED DESIGN DATA
BASIN 5#
COMPUTED 1-YR. WATER QUALITY DATA
Volumetric Runoff Coefficient, Rv:
0.224
Water Quality Volume (1-Inch Storm), WQv:
33,814.81 I
Cu.Ft.
Water Quality Runoff Volume, Qa:
0.22
Inches
Water Quality CN (using Qa):
87
CN
IntialAbstraction, la: = 0.299 la/P(1") = 0,299
Qu(TR-55)= 480.00
csm/in
Time of Concentration, Tc :
22.93
Min.
Intensity for 1 yr. Storm, 1
2.02
ln.lhr.
Peak Rate of Runoff, Tp :
24.68
Min.
Water Quality Peak Discharge, Qp:
7.0
cfs
Runoff Depth, Q* :
Water Quality Drawdown Elevation:
0.63 Inches
1049.00
Water Quality Volume Provided: (Volume between Permanent Pool and Riser Ori j 144,480.34� Cu.Et.
Permanent Pool Elevation: 1049.00
Riser Orifice Elevation: 1052.00
COMPUTED 25-YR. WATER QUANTITY DATA
Pre -developed Runoff Volume:
Post -developed Runoff Volume:
199,976 Cu.Ft.
222,933 Cu.Ft.
Runoff Volume to be Detained (Post - Pre); I 22,95?] Cu.Ft.
Water Quantity Volume Provided: (Volume between Permanent Pool and 25-yr Ell 113,226 Cu.Ft.
Surplus Volume Provided: 90,269 Cu.Ft.
Permanent Pool Elevation: 1049.00
25-YR Elevation: 1061.38
Discharge Rate @ 48 hrs: 0.242 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
18.790
33.360
0.310
2 yr, - 6 hr.
10 yr. - 6 hr.
23.500
32.750
7.157
25 yr. - 6 hr.
37.180
49.180
12.660
50 yr. - 6 hr.
0.000
0.000
0.000
100 yr. - 6 hr.
63.700
80.310
29.050
KING'S CROSSING
STORMWATER MANAGEMENT ED STRUCTURE
PERMANENT BASIN DESIGN
BASIN 5#
BASIN CONFIGURATION (RISER & ORIFICE
Width
Approx. Basin Dimension: 125 X
Basin Side Slopes: 3 : 1
Minimum Length/Width Ratio:
Proposed Length/Width Ratio:
Main Pool Surface Area and Volume (SA/DA):
Permanent Pool Average Depth:
Percent Impervious Cover:
Required SA/DA Ratio for TSS Removal:
Required Permanent Pool Area for TSS Removal:
Permanent Pool Area Provided:
Permanent Pool Average Depth Calculation:
*Shelf is not submerged:
VPP
Davg =
APP
Water Quality Drawdown Orifice:
Maximum Head:
Minimum Head:
Design Head (h max/3), h:
Maximum Release Rate:
Minimum Release Rate:
Maximum Hole Size:
Minimum Hole Size:
Conduit Size Used:
Orifice Size Used:
Orifice Size Release Rates:
Required Temporary Pool Depth:
Permanent Pool Depth:
Minimum Crest Height of Riser:
Crest Height of Riser:
Basin Volume as Configured at Top of Riser:
Length Surface Area
270 33,750.00 S.F.
3.00 Ft.
19.33 %
0.82
14,818.13 S.F.
33,582.84 S.F.
1049.0
Elevation
Volume of Permanent Pool 117,198.58
Cu.Ft.
Area of Permanent Pool 33,582.84
S.F.
Davg = 3.49
Ft.
3.9 In.
0.0 In.
1.3 In.
2
Days
5
Days
0.123 S.F. 4.76
In. Dia.
0.049 S.F. 3.01
In. Dia.
4.0
In. Dia.
0.049 S.F. 3.00
In. Dia.
0.0804 CFS 4.9
Days
0.33
Ft.
3.00
Ft.
3.33
Ft.
6.00
Ft.
174,178.72
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%
t)SDA Natural Resources Web Soil Survey 5/6/2021
a" Conservation Service National Cooperative Soil Survey Page 3 of 4
Hydrologic Soil Group —Stokes County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and 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 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
King's Crossing
usDA Natural Resources Web Soil Survey 5/6/2021
�� conservation Service National Cooperative Soil Survey Page 4 of 4
Watershed Model Schematic
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D® 2009 by Autodesk, Inc. v6.066
1 2
310
Legend
Hvd. origin Description
1 SCS Runoff Pond #5 Pre -Development
2 SCS Runoff Pond #5 Post -Development
3 Reservoir Pond 45 Routed
Project: HYDROGRAPH - POND 5#.gpw Thursday, Oct 7, 2021
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pond #5 Pre -Development 24 Hr
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 41.590 ac
Basin Slope
= 0,0 %
Tc method
= USER
Total precip.
= 2.92 in
Storm duration
= 24 hrs
Q (Cfs)
21.00
15.00
12.00
• !!
3.00
0.00
0 2 4
- - D Hyd No. 1
Thursday, Oct 7, 2021
Peak discharge = 18.79 cfs
Time to peak
= 728 min
Hyd. volume
= 83,862 cuff
Curve number
= 67
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 22.90 min
Distribution
= Type 11
Shape factor
= 484
Pond #5 Pre -Development 24 Hr
Hyd. No. 1 --1 Year
6 8 10 12 14
Q (Cfs)
21.00
18.00
15.00
12.00
400
• !!
3.00
0.00
16 18 20 22 24 26
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066
Thursday, Oct 7, 2021
Hyd, No. 2
Pond #5 Post -Development 24 Hr
Hydrograph type
= SCS Runoff
Peak discharge
= 33.36 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 97,661 cult
Drainage area
= 41.590 ac
Curve number
= 69
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 12.20 min
Total precip.
= 2.92 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0 2 4
. Hyd No. 2
Pond #5 Post -Development 24 Hr
Hyd. No. 2 -- 1 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066
Thursday, Oct 7, 2021
Hyd. No. 4
Pond #5 Routed 24 Hr
Hydrograph type =
Reservoir
Peak discharge
= 0.310 cfs
Storm frequency =
1 yrs
Time to peak
= 1450 min
Time interval =
2 min
Hyd. volume
= 72,880 cuff
Inflow hyd. No. =
2 - Pond #5 Post -Development 24 Hr
Max. Elevation
= 1050.85 ft
Reservoir name =
POND 5#
Max. Storage
= 223,410 cuft
Storage Indication method used. Wet pond routing start elevation = 1049.00 ft.
Hydrograph Report
Hydraflow Hydrographs Extension forAutoCADO Civil 3D@ 2009 by Autodesk, Inc. v6,066 Thursday, Oct 7, 2021
Hyd. No. 6
Pond #5 Pre -Development
Hydrograph type
= SCS Runoff
Peak discharge
= 6.073 cfs
Storm frequency
= 2 yrs
Time to peak
= 164 min
Time interval
= 2 min
Hyd. volume
= 50,982 cult
Drainage area
= 41.590 ac
Curve number
= 67
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= USER
Time of cone. (Tc)
= 22.90 min
Total precip.
= 2.44 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
- Hyd No. 6
Pond #6 Pre -Development
Hyd. No. 6 -- 2 Year
2.0 3.0 4.0 5.0 6.0
Q (cfs)
7.00
5.00
M
3.00
2.00
-1 0.00
7.0
Time (hrs)
Hydrograph Report
Hydraflow Hydregraphs Extension for AutoCAD® Civil 3D0 2009 by Autodesk, Inc. v6.066
Thursday, Oct 7, 2021
Hyd, No, 7
Pond #5 Post -Development
Hydrograph type = SCS Runoff
Peak discharge
= 10.24 cfs
Storm frequency = 2 yrs
Time to peak
= 154 min
Time interval = 2 min
Hyd. volume
= 61,294 cuff
Drainage area = 41.590 ac
Curve number
= 69
Basin Slope = 0.0 %
Hydraulic length
= 0 ft
Tc method = USER
Time of cone. (Tc)
= 12.20 min
Total precip. = 2.44 in
Distribution
= SCS 6-Hr
Storm duration = 6.00 hrs
Shape factor
= 484
Pond #5 Post -Development
Q (cfs) Hyd. No. 7 -- 2 Year
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
Hyd No. 7
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 #5 Routed
Hydrograph type
= Reservoir
Peak discharge
= 0.256 cfs
Storm frequency
= 2 yrs
Time to peak
= 376 min
Time interval
= 2 min
Hyd. volume
= 53,253 cuft
Inflow hyd. No.
= 2 - Pond #5 Post -Development
Max. Elevation
= 1050.30 ft
Reservoir name
= POND 5#
Max. Storage
= 196,662 cult
Storage Indication method used. Wet pond routing start elevation = 1049.00 ft.
Pond #5 Routed
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.O06.00
4.00 4.00
2.00 2.00
000 000
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 3 Hyd No. 2 Total storage used = 196,662 cult
Is:IM 9i . iaa` P#
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Thursday, Oct 7, 2021
Hyd. No. 6
Pond #5 Pre -Development
Hydrograph type
= SCS Runoff
Peak discharge
= 23.50 cfs
Storm frequency
= 10 yrs
Time to peak
= 160 min
Time interval
= 2 min
Hyd. volume
= 136,716 cult
Drainage area
= 41.590 ac
Curve number
= 67
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of cone. (Tc)
= 22.90 min
Total precip.
= 3.57 in
Distribution
= SCS 6-Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (cfs)
24.00
20.00
16.00
12.00
: •r
CKi14
Pond #5 Pre -Development
Hyd. No. 6 -- 10 Year
Q (cfs)
24.00
20.00
16.00
12.00
IM
� • i �� ���S eTTi1•
0.0 1.0
• No. 6
2.0 3.0 4.0 5.0 6.0
7.0
Time (hm-)
Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2009 byAutodesk, Inc. v6.066
Hyd. No. 7
Pond #5 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 41.590 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 3.57 in
Storm duration
= 6.00 hrs
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0.0 1.0
-Hyd No. 7
Thursday, Oct 7, 2021
Peak discharge = 32.75 cfs
Time to peak
= 152 min
Hyd. volume
= 155,091 cult
Curve number
= 69
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 12.20 min
Distribution
= SCS 6-Hr
Shape factor
= 484
Pond #5 Post -Development
Hyd. No. 7 -- 10 Year
2.0 3.0 4.0 5.0 6.0
Q (cfs)
35.00
30.00
25.00
20.00
5.00
-1 0.00
7.0
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs Extension forAutoCA00 Civil 30@ 2009 by Autodesk, Inc. v6.066
Tuesday, Oct 5, 2021
Hyd. No, 3
Pond #5 Routed
Hydrograph type
= Reservoir
Peak discharge
= 7.158 cfs
Storm frequency
= 10 yrs
Time to peak
= 304 min
Time interval
= 2 min
Hyd. volume
= 135,249 cult
Inflow hyd. No.
= 2 - Pond #5 Post -Development
Max. Elevation
= 1051.25 ft
Reservoir name
= POND 5#
Max. Storage
= 243,810 cuft
Storage Indication method used. Wet pond routing start elevation = 1049.00 ft
Q (cfs)
35.00
25.00
15.00
10.00
5.00
0.00
0 10
-- Hyd No. 3
Pond #5 Routed
Hyd. No. 3 -- 10 Year
20 30 40
--- Hyd No. 2
50 60 70 80 90
Total storage used = 243,810 cuft
Q (cfs)
35.00
11010H
15.00
10.00
5.00
1 0.00
100
Time (thrs)
Hydrograph Report
Hydraflow Hydrographs Extension forAutoCADQ Civil 3DU 2009 byAutodesk, Inc. v6.066 Thursday, Oct 7, 2021
Hyd. No. 6
Pond #5 Pre -Development
Hydrograph type
= SCS Runoff
Peak discharge
= 37.18 efs
Storm frequency
= 25 yrs
Time to peak
= 158 min
Time interval
= 2 min
Hyd. volume
= 199,976 cult
Drainage area
= 41.590 ac
Curve number
= 67
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of cone. (Tc)
= 22.90 min
Total precip.
= 4.25 in
Distribution
= SCS 6-Hr
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (cfs)
40.00
r� i1
20.00
FAVATAIN
Pond #5 Pre -Development
Hyd. No. 6 -- 25 Year
Q WS)
40.00
30.00
20.00
10.00
K11911M
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Time {hrs)
_�.,__ : - Hyd No. 6
Hydrograph Report
40.00
30.00
20.00
10.00
Thursday, Oct 7, 2021
Peak discharge = 49.18 cfs
Time to peak
= 152 min
Hyd. volume
= 222,933 cuft
Curve number
= 69
Hydraulic length
= 0 ft
Time of cons. (Tc)
= 12.20 min
Distribution
= SCS 6-Hr
Shape factor
= 484
Pond #5 Post -Development
Hyd. No. 7 — 25 Year
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd. No. 7
Pond #5 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 41.590 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 4.25 in
Storm duration
= 6.00 hrs
Q (cfs)
50.00
oft
1.0 2.0 3.0 4.0 5.0 6.0
Hyd No. 7
Q (cfs)
50.00
EM
�1
20.00
0.00
7.0
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066
Tuesday, Oct 5, 2021
Hyd. No. 3
Pond #5 Routed
Hydrograph type
= Reservoir
Peak discharge
= 12.66 efs
Storm frequency
= 25 yrs
Time to peak
= 232 min
Time interval
= 2 min
Hyd. volume
= 203,044 cuff
Inflow hyd. No.
= 2 - Pond #5 Post -Development
Max. Elevation
= 1051.38 ft
Reservoir name
= POND 5#
Max. Storage
= 250,185 tuft
Storage Indication method used. Wet pond routing start elevation = 1049.00 ft
Q (Cfs)
50.00
20.00
Pond #5 Routed
Hyd. No. 3 -- 25 Year
Q (Cfs)
50.00
I afflK111
30.00
20.00
10.00
0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 3 Hyd No. 2 Total storage used = 250,185 Cult
Hydrograph Report
Hydraflow Hydrographs Extension forAutoCADO Civil 3D® 2009 byAutodesk, Inc. v6.066
Hyd. No. 6
Pond #5 Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 41.590 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 5.39 in
Storm duration
= 6.00 hrs
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ---�
0.0 1.0
Hyd No. 6
Thursday, Oct 7, 2021
Peak discharge = 63.70 c€s
Time to peak
= 156 min
Hyd. volume
= 319,562 cult
Curve number
= 67
Hydraulic length
= 0 €t
Time of conc. (Tc)
= 22.90 min
Distribution
= SCS 6-Hr
Shape factor
= 484
Pond #5 Pre -Development
Hyd. No. 6 -- 100 Year
2.0 3.0 4.0 5.0 6.0
Q (cfs)
70.00
M IE
E,�
30.00
-4-- 0.00
7.0
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADC3 Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 7
Pond #5 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 41.590 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 5.39 in
Storm duration
= 6.00 hrs
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
O.00
0.0 1.0
Hyd No, 7
Thursday, Oct 7, 2021
Peak discharge = 80.31 cfs
Time to peak
= 150 min
Hyd. volume
= 349,581 cult
Curve number
= 69
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 12.20 min
Distribution
= SCS 6-Hr
Shape factor
= 484
Pond #5 Post -Development
Hyd. No. 7 --100 Year
2.0 3.0 4.0 5.0 6.0
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
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 #5 Routed
Hydrograph type
= Reservoir
Peak discharge
= 29.05 cfs
Storm frequency
= 100 yrs
Time to peak
= 176 min
Time interval
= 2 min
Hyd. volume
= 329,639 cult
Inflow hyd. No.
= 2 - Pond #5 Post -Development
Max. Elevation
= 1051.67 ft
Reservoir name
= POND 5#
Max. Storage
= 265,437 tuft
Storage Indication method used. Wet pond routing start elevation = 1049.00 ft.
Pond #5 Routed
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Thursday, Oct 7, 2021
Pond No. 1 - POND 5#
Pond Data
Contours - User -defined contour areas. Conic method used for volume
calculation. Begining
Elevation = 1045.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (cuft)
0.00 1045.00
25,068
0
0
1.00 1046.00
32,027
28,474
28,474
2.00 1047.00
34,942
33,471
61,945
3.00 1048.00
37,987
36,450
98,395
4.00 1049.00
41,161
39,559
137,954
5.00 1050.00
47,332
44,206
182,160
6.00 1051,00
50,103
48,706
230,866
7.00 1052.00
52,931
51,505
282,371
8.00 1053.00
55,815
54,361
336,732
9.00 1054.00
58,756
57,273
394,005
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRSr]
[A] [B]
[C] [D]
Rise (in) = 24.00
3.00
Inactive
Inactive
Crest Len (ft)
= 16.00 16.00
Inactive Inactive
Span (in) = 24.00
3.00
0.00
0.00
Crest El. (ft)
= 1051.00 1053.00
0.00 0.00
No. Barrels = 1
1
0
0
Weir Coeff.
= 3.33 3.33
3.33 3.33
Invert El. (ft) = 1046.00
1049.00
0.00
0.00
Weir Type
= Riser Cipiti
-- --
Length (ft) = 68.79
0.50
0.00
0.00
Multi -Stage
= Yes No
No No
Slope (%) = 2.18
0.00
0.00
n1a
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 = nla
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
10.00
8.00
6.00
4.00
2.00
000
Note: Culvert/0dflce outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
Elev (ft)
1055.00
1053.00
1051.00
1049.00
1047.00
104500
0.00 9A0 18.00 27.00 36.00 45.00 54.00 63.00 72.00 81.00 90.00 99.00
- Total Q Discharge (cfs)
Pond Report
Hydraflow Hydrographs Extension for AutOCADO Civil 3D® 2009 by Autodesk, Inc. v6.066
Thursday, Oct 7, 2021
Pond No. 1 - POND 5#
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 1045.00 It
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (cuft)
0.00 1045.00
25,068
0
0
1.00 1046.00
32,027
28,474
28,474
2.00 1047.00
34,942
33,471
61,945
300 1048.00
37,987
36,450
98,395
4.00 1049.00
41,161
39,559
137,954
5.00 1050.00
47,332
44,206
182,160
6.00 1051.00
50,103
48,706
230,866
7.00 1052.00
52,931
51,505
282,371
8.00 1053.00
55,815
54,361
336,732
9.00 1054.00
58,756
57,273
394,005
Culvert / Orifice Structures
Weir Structures
[A]
[Bl
[C]
[PrfRsr]
[A] [B]
[C] [D]
Rise (in) = 24.00
3.00
Inactive
Inactive
Crest Len (ft)
= 16.00 16.00
Inactive Inactive
Span (in) = 24,00
3.00
0.00
0.00
Crest El. (ft)
= 1051.00 1053.00
0.00 0.00
No. Barrels = 1
1
0
0
Weir Coeff.
= 3.33 3.33
3.33 3.33
Invert El. (ft) = 1046.00
1049.00
0.00
0.00
Weir Type
= Riser Ciplti
-- -
Length (ft) = 68.79
0.50
0.00
0.00
Multi -Stage
= Yes No
No No
Slope (%) = 2.18
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 = nfa
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
10.00
8.00
4.00
2.00
0.00
0 80,000
- Storage
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage Elev (ft)
1055.00
1053.00
1051.00
1049.00
1047.00
1045.00
160,000 240,000 320,000 400,000
Storage (cuft)
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