Longs Chapel United Methodist Church - Wet Pond Report 2019-05-21

Hydrograph Return Period ReHyC'drail6w Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Inflow
hyd(s)
Peak Outflow (cfs)
Hydrograph
Description
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
2
SCS Runoff
Reservoir
------
1
9.681
0.471
-------
-------
-------
-------
-------
-------
21.72
15.85
-------
-------
-------
-------
35.76
30.04
Watershed to Pond
Wet Pond Routing
Proj. file: C:\Users\rhyatt\Desktop\Longs WET PONDI.gpw
Tuesday, 05 / 21 / 2019

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
9.681
2
720
22,182
------
------
------
Watershed to Pond
2
Reservoir
0.471
2
812
22,157
1
2562.43
11,933
Wet Pond Routing
C:\Users\rhyatt\Desktop\Longs WET PONDI
gRaturn Period: 1 Year
Tuesday, 05 / 21 / 2019

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 05 / 21 / 2019
Hyd. No. 1
Watershed to Pond
Hydrograph type
= SCS Runoff
Peak discharge
= 9.681 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 22,182 cuft
Drainage area
= 5.480 ac
Curve number
= 85*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 7.50 min
Total precip.
= 2.42 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(3.490 x 98) + (1.990 x 61)] / 5.480
Watershed to Pond
Q (cfs)
Hyd. No. 1 -- 1 Year
Q (cfs)
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0 2 4 6 8 10
12 14 16 18 20 22
24 26
Hyd No. 1
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 05 / 21 / 2019
Hyd. No. 2
Wet Pond Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.471 cfs
Storm frequency
= 1 yrs
Time to peak
= 13.53 hrs
Time interval
= 2 min
Hyd. volume
= 22,157 cuft
Inflow hyd. No.
= 1 - Watershed to Pond
Max. Elevation
= 2562.43 ft
Reservoir name
= WET POND
Max. Storage
= 11,933 cuft
Storage Indication method used.
Q (cfs)
10.00
UR
. I
W
4.00
2.00
0.00
0 4 8
— Hyd No. 2
Wet Pond Routing
Hyd. No. 2 -- 1 Year
12 16 20 24 28 32 36 40 44
Hyd No. 1 Total storage used = 11,933 cuft
Q (cfs)
10.00
UR
. I
W
4.00
2.00
0.00
48
Time (hrs)

Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 05 / 21 / 2019
Pond No. 1 - WET POND
Pond Data
Pond storage is based on user -defined values.
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 2561.00
n/a
0
0
1.50 2562.50
n/a
12,555
12,555
3.00 2564.00
n/a
12,555
25,110
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrFRSr]
[A] [B]
[C]
[D]
Rise (in) = 24.00
4.00
0.00
0.00
Crest Len (ft)
= 10.00 Inactive
0.00
0.00
Span (in) = 24.00
4.00
0.00
0.00
Crest El. (ft)
= 2562.50 2563.00
0.00
0.00
No. Barrels = 1
1
0
0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert El. (ft) = 2558.00
2561.00
0.00
0.00
Weir Type
= 1 Ciplti
---
---
Length (ft) = 40.00
0.50
0.00
0.00
Multi -Stage
= Yes No
No
No
Slope (%) = 0.50
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
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 / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B Clv C
PrfRsr Wr A
Wr B
Wr C Wr D Exfil User Total
ft
cuft
ft
cfs
cfs cfs
cfs cfs
cfs
cfs cfs cfs cfs cfs
0.00
0
2561.00
0.00
0.00 ---
--- 0.00
0.00
--- --- --- --- 0.000
1.50
12,555
2562.50
19.56 oc
0.49 is ---
--- 0.00
0.00
--- --- --- --- 0.485
3.00
25,110
2564.00
33.11 is
0.19 is ---
--- 32.92 s
0.00
--- --- --- --- 33.11

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
21.72
2
718
50,138
------
------
------
Watershed to Pond
2
Reservoir
15.85
2
724
50,113
1
2563.11
17,532
Wet Pond Routing
C:\Users\rhyatt\Desktop\Longs WET PONDI
gRaturn Period: 10 Year
Tuesday, 05 / 21 / 2019

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 1
Watershed to Pond
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 5.480 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 4.07 in Distribution
Storm duration = 24 hrs Shape factor
Tuesday, 05 / 21 / 2019
= 21.72 cfs
= 11.97 hrs
= 50,138 cuft
= 85*
= 0 ft
= 7.50 min
= Type II
= 484
Composite (Area/CN) _ [(3.490 x 98) + (1.990 x 61)] / 5.480
Q (cfs)
24.00
Watershed to Pond
Hyd. No. 1 -- 10 Year
Q (cfs)
24.00
20.00
20.00
16.00
16.00
12.00
12.00
8.00
8.00
4.00
4.00
0.00
0 2 4 6 8 10
— Hyd No. 1
12 14 16 18 20 22
0.00
24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 05 / 21 / 2019
Hyd. No. 2
Wet Pond Routing
Hydrograph type
= Reservoir
Peak discharge
= 15.85 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 50,113 cuft
Inflow hyd. No.
= 1 - Watershed to Pond
Max. Elevation
= 2563.11 ft
Reservoir name
= WET POND
Max. Storage
= 17,532 cuft
Storage Indication method used.
Q (cfs)
24.00
16.00
12.00
0.00
0 4
— Hyd No. 2
Wet Pond Routing
Hyd. No. 2 -- 10 Year
8 12
Hyd No. 1
16 20 24 28
Total storage used = 17,532 cuft
Q (cfs)
24.00
20.00
16.00
12.00
4.00
-1-- 0.00
32
Time (hrs)

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
35.76
2
718
84,275
------
------
------
Watershed to Pond
2
Reservoir
30.04
2
722
84,250
1
2563.52
21,112
Wet Pond Routing
C:\Users\rhyatt\Desktop\Longs WET PONDI
gRaturn Period: 100 Year
Tuesday, 05 / 21 / 2019

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 05 / 21 / 2019
Hyd. No. 1
Watershed to Pond
Hydrograph type
= SCS Runoff
Peak discharge
= 35.76 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 84,275 cuft
Drainage area
= 5.480 ac
Curve number
= 85*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 7.50 min
Total precip.
= 5.93 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(3.490 x 98) + (1.990 x 61)] / 5.480
Watershed to Pond
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
— Hyd No. 1 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 05 / 21 / 2019
Hyd. No. 2
Wet Pond Routing
Hydrograph type
= Reservoir
Peak discharge
= 30.04 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 84,250 cuft
Inflow hyd. No.
= 1 - Watershed to Pond
Max. Elevation
= 2563.52 ft
Reservoir name
= WET POND
Max. Storage
= 21,112 cuft
Storage Indication method used
Q (cfs)
40.00
30.00
10.00
Wet Pond Routing
Hyd. No. 2 -- 100 Year
0.00 mm
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
— Hyd No. 2 Hyd No. 1 Total storage used = 21,112 cuft
Q (cfs)
40.00
30.00
20.00
10.00
M-t-- 0.00
30
Time (hrs)

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2020
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
0.0000
0.0000
0.0000
--------
2
42.8812
10.2000
0.8066
--------
3
0.0000
0.0000
0.0000
--------
5
43.5948
10.2000
0.7473
--------
10
45.8140
10.2000
0.7237
--------
25
50.8262
10.4000
0.7054
--------
50
54.5533
10.4000
0.6939
--------
100
58.7343
10.5000
0.6860
--------
File name: Clyde-NC.IDF
Intensity = B / (Tc + D)^E
Tuesday, 05 / 21 / 2019
Return
Period
Intensity Values (in/hr)
(Yrs)
6 min
10
16
20
26
30
36
40
46
60
66
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
4.78
3.80
3.18
2.74
2.43
2.18
1.98
1.82
1.69
1.57
1.48
1.39
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
5.70
4.61
3.91
3.41
3.05
2.76
2.53
2.34
2.18
2.04
1.92
1.82
10
6.39
5.20
4.43
3.89
3.48
3.16
2.91
2.69
2.51
2.36
2.23
2.11
25
7.39
6.06
5.19
4.57
4.11
3.74
3.44
3.20
2.99
2.82
2.66
2.53
50
8.18
6.73
5.78
5.10
4.59
4.19
3.86
3.59
3.37
3.17
3.00
2.85
100
8.96
7.40
6.37
5.63
5.08
4.64
4.28
3.99
3.74
3.52
3.33
3.17
Tc = time in minutes. Values may exceed 60.
Precip. file name: C:\Users\rhyatt\Desktop\Clyde precip.pcp
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
6-yr
10-yr
26-yr
60-yr
100-yr
SCS 24-hour
2.42
2.93
0.00
3.30
4.07
5.79
6.80
5.93
SCS 6-Hr
0.00
1.80
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
1.55
0.00
2.75
0.00
5.38
6.50
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
1.75
0.00
2.80
0.00
5.25
6.00
0.00