HomeMy WebLinkAboutHopewell Baptist Church - _Full Storm Water and Erosion Control Calculations 3.19.18 (2)Hopewell Baptist Worship Addition
8900 Concord Highway, Fairview, NC
Storm Water Management Plan Calculations
January 15, 2018
REVISED March 19, 2018
Alfred Benesch & Company
2320 West Morehead Street
Charlotte, NC 28208
www.benesch.com
P: 704.521.9880
Project No. 17000199
Corp. NC License: F-1320
Hopewell Baptist Worship Addition
Fairview, North Carolina
Storm Water Management Plan Calculations
TABLE OF CONTENTS
Project Description …………………………………………………..……..…………………………… Section 1
Location
Topography/Drainage
Soils
Model Parameters/Analysis
Storm Water Conveyance Calculations …………………….…………….…………………… Section 2
Rainfall Depth Graph
Rainfall Intensity Graph
Closed Conveyance System Worksheet
Erosion Control Calculations & Worksheets …………………….………….….………... Section 3
Sediment Basin Worksheet
Riprap Apron Worksheet
Water Quality Calculations & Worksheets …………………….…………….…………... Section 4
Storm Water Calculations
BMP Design Worksheets
BMP Supplemental Forms
Exhibits ……………………………………………………………….………………………….…………….. Section 5
USGS Quad Map
Union County Hydrologic Soil Map
Drainage Maps ……………………………………………………………….…………….……..……….. Section 6
Pre-Development Drainage Map
Post Development Drainage Map
Component Drainage Map
Section 1
Projection Description
Hopewell Baptist Worship Addition
Fairview, North Carolina
Stormwater Management Report
Project Description
This project consists of the construction of a 40,000 s.f addition to an existing
church, addition of approximately 350 parking stalls, construction of left turn
lane on Highway 601, and expansion of existing wetpond. The project will be
constructed on tax parcels 08183008C70, 08183008C60, & 08183008D in Union
County. The proposed area to be disturbed is approximately 12.1 acres
including 0.5 acre being disturbed for the highway widening.
The total area of the parcels is 85.56 acres. The site currently contains 7.20
acres of existing impervious. The proposed construction will remove 0.72 acres
of the existing impervious and add 4.40 acres of new impervious area. At the
completion of the phase the total site impervious will be 10.87 acres or 12.7%
of the site. The site is located within the Goose Creek Tributary Area and is
therefore subject to requirements of North Carolina Administrative Code 15A
NCAC 2B .0600-.0609.
The pond was modelled to include the impervious area of the next planned
building expansions. This includes an additional 0.24 acres of impervious area.
The total impervious for the lot after the future addition will be 13.0% (11.11
acres/85.56 aces).
Topography/Drainage
The site drains general drains from east to west. Stormwater runoff form the
existing impervious areas is collected in storm sewer and discharged in a grass
ditch to a wetpond. The wetpond then discharges to a level spreader and
vegetated filter strip. The discharge point is into an unnamed tributary of
Goose Creek that is approximately 3,600 feet from Goose Creek. The proposed
impervious will drain to the existing storm sewer that discharges to the pond.
The pond will be enlarged to treat the new impervious area. The soil
percolation rate was tested in 2010, prior to the first phase of construction.
The tested soil infiltration rate was 0.023 in/hr.
Soils
The soil survey of Union County indicates that soils on the site are as followed:
Badin channery silt loam (BaB) – Class C
Badin channery silty clay loam (BdB2) – Class C
Cid channery silt loam (CmD) – Class D
Goldston very channery silt loam (GoC) Class D
Goldston-Badin complex (GsB) – Class D
Secrest-Cid complex (ScA) – Class C
Only GsB and CmB are shown within the limits of disturbance for this project.
Model Parameters/Analysis
The wet detention basin which has been designed to achieve 85% TSS, and is
sized to the 1-year pre minus post condition. Outflow from the wet pond goes
to a splitter box, which discharges a maximum 10 cfs flow to a 100’ level
spreader with a 30’ engineered, grassed filter strip (LS-VFS). The larger
overflow bypass flows from the splitter box flows through a pipe and discharges
near the existing stream. All off-site flows are diverted around the basin and
reconnect to pre-developed outflow points along the site margins in an attempt
to maintain the pre-developed hydrology.
Capacity analysis for proposed sedimentation and erosion control measures and
storm water conveyance system design was done using the Rational Method
(10-year frequency). Design of the erosion control measures was completed
using Benesch’s spreadsheets, which are based on methods outlined in the
NCDENR BMP Design Manual. Storm water detention calculations were
completed using Bentley’s Pond Pack and use the SCS method.
Design Calculations Summary
Pre
Flow(cfs)
Post Flow
Into Pond (cfs)
Post Flow
Pond Routed (cfs)
Max Water
Elevation
1 yr. 17.38 32.37 4.94 518.72
2 yr. 27.91 44.57 13.54 518.95
10 yr. 60.15 73.45 31.22 519.16
100 yr. 117.81 79.28 79.28 519.25
*Rates include the modeling of the natural storage upstream of the pond
culverts.
Section 2
Storm Water Conveyance Calculations
NOAA Atlas 14, Volume 2, Version 3
Location name: Fairview, North Carolina, USA*
Latitude: 35.1638°, Longitude: -80.5368°
Elevation: 521.54 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 0.412
(0.380-0.448)
0.487
(0.448-0.530)
0.566
(0.519-0.616)
0.623
(0.570-0.676)
0.686
(0.626-0.744)
0.731
(0.664-0.792)
0.771
(0.697-0.835)
0.806
(0.725-0.874)
0.845
(0.754-0.917)
0.872
(0.772-0.948)
10-min 0.658
(0.607-0.715)
0.778
(0.716-0.848)
0.906
(0.832-0.986)
0.996
(0.912-1.08)
1.09
(0.998-1.19)
1.16
(1.06-1.26)
1.23
(1.11-1.33)
1.28
(1.15-1.39)
1.34
(1.19-1.45)
1.37
(1.22-1.49)
15-min 0.823
(0.758-0.894)
0.979
(0.900-1.07)
1.15
(1.05-1.25)
1.26
(1.15-1.37)
1.39
(1.26-1.50)
1.47
(1.34-1.60)
1.55
(1.40-1.68)
1.61
(1.45-1.75)
1.68
(1.50-1.83)
1.72
(1.53-1.88)
30-min 1.13
(1.04-1.23)
1.35
(1.24-1.47)
1.63
(1.49-1.77)
1.83
(1.67-1.98)
2.05
(1.87-2.23)
2.22
(2.02-2.40)
2.37
(2.14-2.57)
2.51
(2.26-2.72)
2.68
(2.39-2.91)
2.79
(2.47-3.04)
60-min 1.41
(1.30-1.53)
1.70
(1.56-1.85)
2.09
(1.92-2.27)
2.38
(2.18-2.58)
2.74
(2.50-2.97)
3.01
(2.73-3.26)
3.27
(2.95-3.54)
3.52
(3.17-3.82)
3.84
(3.43-4.17)
4.08
(3.61-4.43)
2-hr 1.63
(1.49-1.78)
1.97
(1.80-2.16)
2.44
(2.23-2.67)
2.80
(2.55-3.06)
3.26
(2.96-3.56)
3.61
(3.26-3.93)
3.96
(3.56-4.31)
4.30
(3.84-4.68)
4.74
(4.19-5.17)
5.08
(4.45-5.55)
3-hr 1.73
(1.59-1.90)
2.09
(1.92-2.30)
2.61
(2.39-2.87)
3.01
(2.74-3.30)
3.55
(3.22-3.88)
3.97
(3.58-4.33)
4.39
(3.93-4.79)
4.83
(4.29-5.26)
5.42
(4.75-5.91)
5.88
(5.10-6.42)
6-hr 2.09
(1.91-2.29)
2.52
(2.31-2.76)
3.14
(2.88-3.45)
3.64
(3.32-3.98)
4.30
(3.90-4.68)
4.83
(4.35-5.25)
5.36
(4.80-5.83)
5.91
(5.24-6.43)
6.67
(5.83-7.24)
7.27
(6.28-7.89)
12-hr 2.48
(2.28-2.71)
2.99
(2.75-3.29)
3.75
(3.44-4.11)
4.36
(3.98-4.77)
5.19
(4.70-5.67)
5.87
(5.27-6.39)
6.56
(5.85-7.13)
7.29
(6.42-7.92)
8.31
(7.20-9.01)
9.13
(7.80-9.91)
24-hr 2.93
(2.71-3.17)
3.54
(3.27-3.84)
4.44
(4.10-4.82)
5.16
(4.76-5.59)
6.14
(5.64-6.65)
6.93
(6.35-7.50)
7.74
(7.07-8.39)
8.58
(7.81-9.31)
9.75
(8.82-10.6)
10.7
(9.62-11.6)
2-day 3.44
(3.18-3.72)
4.14
(3.84-4.49)
5.17
(4.78-5.59)
5.98
(5.52-6.47)
7.09
(6.52-7.66)
7.98
(7.32-8.63)
8.89
(8.13-9.62)
9.84
(8.96-10.7)
11.2
(10.1-12.1)
12.2
(11.0-13.3)
3-day 3.65
(3.38-3.94)
4.38
(4.07-4.73)
5.44
(5.04-5.87)
6.27
(5.80-6.77)
7.42
(6.84-8.01)
8.34
(7.66-9.00)
9.29
(8.51-10.0)
10.3
(9.37-11.1)
11.6
(10.6-12.6)
12.7
(11.5-13.8)
4-day 3.85
(3.58-4.15)
4.62
(4.29-4.98)
5.71
(5.29-6.15)
6.57
(6.08-7.07)
7.75
(7.15-8.35)
8.70
(8.01-9.38)
9.68
(8.88-10.4)
10.7
(9.78-11.5)
12.1
(11.0-13.1)
13.2
(12.0-14.3)
7-day 4.45
(4.16-4.76)
5.30
(4.97-5.68)
6.46
(6.05-6.92)
7.39
(6.90-7.91)
8.66
(8.06-9.27)
9.68
(8.98-10.4)
10.7
(9.92-11.5)
11.8
(10.9-12.7)
13.3
(12.2-14.3)
14.5
(13.3-15.6)
10-day 5.11
(4.80-5.45)
6.08
(5.70-6.48)
7.32
(6.85-7.80)
8.29
(7.75-8.83)
9.60
(8.95-10.2)
10.6
(9.90-11.3)
11.7
(10.8-12.5)
12.7
(11.8-13.6)
14.2
(13.1-15.2)
15.4
(14.1-16.5)
20-day 6.86
(6.47-7.27)
8.09
(7.64-8.58)
9.56
(9.01-10.1)
10.7
(10.1-11.4)
12.3
(11.5-13.0)
13.5
(12.7-14.3)
14.7
(13.8-15.7)
16.0
(14.9-17.0)
17.7
(16.5-18.9)
19.1
(17.6-20.3)
30-day 8.41
(7.95-8.90)
9.89
(9.36-10.5)
11.5
(10.9-12.2)
12.8
(12.1-13.5)
14.4
(13.6-15.2)
15.7
(14.8-16.6)
16.9
(15.9-17.9)
18.2
(17.1-19.3)
19.9
(18.6-21.1)
21.2
(19.7-22.5)
45-day 10.6
(10.1-11.1)
12.4
(11.8-13.0)
14.2
(13.5-14.9)
15.6
(14.8-16.3)
17.4
(16.4-18.2)
18.7
(17.7-19.6)
20.0
(18.9-21.0)
21.3
(20.1-22.4)
23.0
(21.6-24.3)
24.3
(22.8-25.6)
60-day 12.6
(12.1-13.2)
14.8
(14.1-15.4)
16.7
(15.9-17.4)
18.2
(17.3-19.0)
20.1
(19.2-21.0)
21.5
(20.5-22.6)
22.9
(21.8-24.0)
24.3
(23.0-25.5)
26.1
(24.6-27.4)
27.4
(25.9-28.8)
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.
Please refer to NOAA Atlas 14 document for more information.
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Small scale terrain
Large scale terrain
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3km
2mi
+
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100km
60mi
+
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100km
60mi
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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.Questions@noaa.gov
Disclaimer
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100km
60mi
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NOAA Atlas 14, Volume 2, Version 3
Location name: Fairview, North Carolina, USA*
Latitude: 35.1638°, Longitude: -80.5368°
Elevation: 521.54 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Duration Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 4.94
(4.56-5.38)
5.84
(5.38-6.36)
6.79
(6.23-7.39)
7.48
(6.84-8.11)
8.23
(7.51-8.93)
8.77
(7.97-9.50)
9.25
(8.36-10.0)
9.67
(8.70-10.5)
10.1
(9.05-11.0)
10.5
(9.26-11.4)
10-min 3.95
(3.64-4.29)
4.67
(4.30-5.09)
5.44
(4.99-5.92)
5.98
(5.47-6.49)
6.56
(5.99-7.12)
6.98
(6.34-7.57)
7.35
(6.64-7.96)
7.66
(6.89-8.31)
8.02
(7.15-8.71)
8.24
(7.30-8.96)
15-min 3.29
(3.03-3.58)
3.92
(3.60-4.26)
4.58
(4.21-4.99)
5.04
(4.61-5.47)
5.55
(5.06-6.01)
5.89
(5.35-6.38)
6.19
(5.60-6.71)
6.45
(5.80-6.99)
6.73
(6.00-7.30)
6.90
(6.10-7.50)
30-min 2.26
(2.08-2.45)
2.70
(2.49-2.95)
3.26
(2.99-3.54)
3.65
(3.34-3.96)
4.11
(3.75-4.45)
4.44
(4.03-4.81)
4.74
(4.29-5.14)
5.02
(4.51-5.44)
5.35
(4.77-5.81)
5.58
(4.94-6.07)
60-min 1.41
(1.30-1.53)
1.70
(1.56-1.85)
2.09
(1.92-2.27)
2.38
(2.18-2.58)
2.74
(2.50-2.97)
3.01
(2.73-3.26)
3.27
(2.95-3.54)
3.52
(3.17-3.82)
3.84
(3.43-4.17)
4.08
(3.61-4.43)
2-hr 0.814
(0.746-0.890)
0.984
(0.902-1.08)
1.22
(1.12-1.34)
1.40
(1.28-1.53)
1.63
(1.48-1.78)
1.81
(1.63-1.97)
1.98
(1.78-2.16)
2.15
(1.92-2.34)
2.37
(2.10-2.59)
2.54
(2.22-2.77)
3-hr 0.577
(0.528-0.634)
0.697
(0.638-0.766)
0.870
(0.795-0.955)
1.00
(0.914-1.10)
1.18
(1.07-1.29)
1.32
(1.19-1.44)
1.46
(1.31-1.59)
1.61
(1.43-1.75)
1.80
(1.58-1.97)
1.96
(1.70-2.14)
6-hr 0.349
(0.319-0.383)
0.421
(0.385-0.461)
0.525
(0.480-0.575)
0.607
(0.554-0.664)
0.718
(0.651-0.782)
0.806
(0.726-0.876)
0.896
(0.801-0.974)
0.987
(0.875-1.07)
1.11
(0.974-1.21)
1.21
(1.05-1.32)
12-hr 0.206
(0.189-0.225)
0.248
(0.228-0.273)
0.311
(0.285-0.341)
0.362
(0.330-0.396)
0.431
(0.390-0.470)
0.487
(0.438-0.530)
0.545
(0.485-0.592)
0.605
(0.533-0.657)
0.690
(0.598-0.748)
0.758
(0.648-0.823)
24-hr 0.122
(0.113-0.132)
0.147
(0.136-0.160)
0.185
(0.171-0.201)
0.215
(0.198-0.233)
0.256
(0.235-0.277)
0.289
(0.264-0.313)
0.323
(0.294-0.350)
0.358
(0.325-0.388)
0.406
(0.368-0.441)
0.445
(0.401-0.484)
2-day 0.072
(0.066-0.078)
0.086
(0.080-0.094)
0.108
(0.100-0.117)
0.125
(0.115-0.135)
0.148
(0.136-0.160)
0.166
(0.152-0.180)
0.185
(0.169-0.200)
0.205
(0.187-0.222)
0.232
(0.210-0.252)
0.254
(0.229-0.276)
3-day 0.051
(0.047-0.055)
0.061
(0.056-0.066)
0.076
(0.070-0.082)
0.087
(0.081-0.094)
0.103
(0.095-0.111)
0.116
(0.106-0.125)
0.129
(0.118-0.139)
0.143
(0.130-0.154)
0.161
(0.147-0.175)
0.176
(0.160-0.191)
4-day 0.040
(0.037-0.043)
0.048
(0.045-0.052)
0.059
(0.055-0.064)
0.068
(0.063-0.074)
0.081
(0.075-0.087)
0.091
(0.083-0.098)
0.101
(0.093-0.109)
0.111
(0.102-0.120)
0.126
(0.115-0.136)
0.138
(0.125-0.149)
7-day 0.026
(0.025-0.028)
0.032
(0.030-0.034)
0.038
(0.036-0.041)
0.044
(0.041-0.047)
0.052
(0.048-0.055)
0.058
(0.053-0.062)
0.064
(0.059-0.068)
0.070
(0.065-0.075)
0.079
(0.073-0.085)
0.086
(0.079-0.093)
10-day 0.021
(0.020-0.023)
0.025
(0.024-0.027)
0.030
(0.029-0.032)
0.035
(0.032-0.037)
0.040
(0.037-0.043)
0.044
(0.041-0.047)
0.049
(0.045-0.052)
0.053
(0.049-0.057)
0.059
(0.055-0.063)
0.064
(0.059-0.069)
20-day 0.014
(0.013-0.015)
0.017
(0.016-0.018)
0.020
(0.019-0.021)
0.022
(0.021-0.024)
0.026
(0.024-0.027)
0.028
(0.026-0.030)
0.031
(0.029-0.033)
0.033
(0.031-0.035)
0.037
(0.034-0.039)
0.040
(0.037-0.042)
30-day 0.012
(0.011-0.012)
0.014
(0.013-0.015)
0.016
(0.015-0.017)
0.018
(0.017-0.019)
0.020
(0.019-0.021)
0.022
(0.020-0.023)
0.024
(0.022-0.025)
0.025
(0.024-0.027)
0.028
(0.026-0.029)
0.029
(0.027-0.031)
45-day 0.010
(0.009-0.010)
0.011
(0.011-0.012)
0.013
(0.012-0.014)
0.014
(0.014-0.015)
0.016
(0.015-0.017)
0.017
(0.016-0.018)
0.019
(0.018-0.019)
0.020
(0.019-0.021)
0.021
(0.020-0.022)
0.022
(0.021-0.024)
60-day 0.009
(0.008-0.009)
0.010
(0.010-0.011)
0.012
(0.011-0.012)
0.013
(0.012-0.013)
0.014
(0.013-0.015)
0.015
(0.014-0.016)
0.016
(0.015-0.017)
0.017
(0.016-0.018)
0.018
(0.017-0.019)
0.019
(0.018-0.020)
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.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
Page 1 of 4Precipitation Frequency Data Server
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PF graphical
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Page 2 of 4Precipitation Frequency Data Server
12/26/2017https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.1638&lon=-80.5368&da...
Maps & aerials
Small scale terrain
Large scale terrain
+
–
3km
2mi
+
–
100km
60mi
+
–
100km
60mi
Page 3 of 4Precipitation Frequency Data Server
12/26/2017https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.1638&lon=-80.5368&da...
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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.Questions@noaa.gov
Disclaimer
+
–
100km
60mi
Page 4 of 4Precipitation Frequency Data Server
12/26/2017https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.1638&lon=-80.5368&da...
DA 27 0.25 0.15 0.56 5 7.2 1.0 0.0 1.0 0.0 1.0 15 0.50% 0.013 4.57DA 26A 1.45 1.45 0.30 15 5.2 2.3 0.0 2.3 0.0 2.3 15 0.50% 0.013 4.57DA 26 0.19 0.12 0.54 5 7.2 0.7 0.0 0.7 0.0 3.5 15 0.52% 0.013 4.66DA 25 0.07 0.06 0.39 5 7.2 0.2 0.0 0.2 0.0 3.7 15 0.56% 0.013 4.83DA 24A 0.46 0.23 0.63 5 7.2 2.1 0.0 2.1 0.0 2.1 24 0.50% 0.013 15.99DA 24 0.70 0.19 0.77 5 7.2 3.9 0.0 3.9 0.0 8.0 30 0.55% 0.013 30.41DA 21A 0.47 0.13 0.77 5 7.2 2.6 0.0 2.6 0.0 2.6 15 0.80% 0.013 5.78DA 23 0.07 0.03 0.67 5 7.2 0.3 0.0 0.3 0.0 0.3 15 0.50% 0.013 4.57DA 22 0.07 0.07 0.30 5 7.2 0.2 0.0 0.2 0.0 0.5 15 0.50% 0.013 4.57DA 21 0.07 0.01 0.86 5 7.2 0.4 0.0 0.4 0.0 3.6 24 0.63% 0.013 17.95DA 20A 1.20 1.20 0.30 15 5.2 1.9 0.0 1.9 0.0 1.9 15 0.50% 0.013 4.57DA 20 0.13 0.06 0.65 5 7.2 0.6 0.0 0.6 0.0 2.3 15 0.50% 0.013 4.57DA 19 0.34 0.32 0.34 5 7.2 0.8 0.0 0.8 0.0 2.9 15 0.50% 0.013 4.57DA 18 0.06 0.04 0.52 5 7.2 0.2 0.0 0.2 0.0 3.1 15 0.58% 0.013 4.92DA 17 0.65 0.51 0.44 15 5.2 1.5 0.0 1.5 0.0 1.5 15 2.54% 0.013 10.29DA 16 0.44 0.20 0.65 5 7.2 2.1 0.0 2.1 0.0 6.1 18 1.41% 0.013 12.47DA 15 0.01 0.01 0.30 5 7.2 0.0 0.0 0.0 0.0 6.1 24 0.50% 0.013 15.99DA 31 0.11 0.05 0.65 5 7.2 0.5 0.0 0.5 0.0 0.5 8 1.00% 0.013 1.21DA 30 0.11 0.09 0.42 5 7.2 0.3 0.0 0.3 0.0 0.9 8 2.00% 0.013 1.71DA 13A 0.20 0.06 0.76 5 7.2 1.1 0.0 1.1 0.0 1.1 15 0.75% 0.013 5.59DA 13 0.13 0.00 0.95 5 7.2 0.9 0.0 0.9 0.0 2.8 24 0.63% 0.013 17.95DA 12 0.14 0.10 0.49 5 7.2 0.5 0.0 0.5 0.0 3.3 24 0.63% 0.013 17.95JUNC 12 0.00 0.00 0.95 5 7.2 0.0 0.0 0.0 0.0 8.5 24 0.40% 0.013 14.30DA 10A 0.60 0.60 0.30 10 6.0 1.1 0.0 1.1 0.0 1.1 15 1.00% 0.013 6.46DA 10 0.16 0.02 0.87 5 7.2 1.0 0.0 1.0 0.0 2.3 15 2.84% 0.013 10.88DA 9 0.40 0.10 0.79 5 7.2 2.3 0.0 2.3 0.0 4.6 15 1.92% 0.013 8.95DA 8 0.45 0.08 0.83 5 7.2 2.7 0.0 2.7 0.0 2.7 15 1.77% 0.013 8.59DA 7 0.25 0.03 0.87 5 7.2 1.6 0.0 1.6 0.0 4.3 15 0.68% 0.013 5.33DA 6 0.35 0.03 0.89 5 7.2 2.3 0.0 2.3 0.0 6.6 18 0.50% 0.013 7.43DA 5 0.18 0.01 0.91 5 7.2 1.2 0.0 1.2 0.0 12.4 24 1.00% 0.013 22.62DA 4 0.24 0.05 0.81 5 7.2 1.4 0.0 1.4 0.0 1.4 15 0.50% 0.013 4.57DA 3 0.16 0.05 0.75 5 7.2 0.9 0.0 0.9 0.0 2.3 15 0.50% 0.013 4.57DA 2 0.22 0.07 0.74 5 7.2 1.2 0.0 1.2 0.0 15.8 24 0.50% 0.013 15.99DA 29 1.12 0.69 0.55 5 7.2 4.5 0.0 4.5 0.0 4.5 18 1.25% 0.013 11.74Pipe Dia (in)Manning's nPipe Capacity (cfs)Pipe Slope (%)Hopewell Baptist Phase 3Drainage Area ID Area (ac)Pervious Area (ac)Weighted 'C'Time of Conc. D.S. Pipe Flow (cfs)Capture (cfs)Bypass (cfs)Bypass from U.S. oQ10 Flow (cfs)Rainfall Intensity
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, Jan 15 2018
Driveway Culvert
Invert Elev Dn (ft) = 531.69
Pipe Length (ft) = 69.00
Slope (%) = 1.25
Invert Elev Up (ft) = 532.55
Rise (in) = 18.0
Shape = Circular
Span (in) = 18.0
No. Barrels = 1
n-Value = 0.013
Culvert Type = Circular Concrete
Culvert Entrance = Square edge w/headwall (C)
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft) = 536.00
Top Width (ft) = 41.00
Crest Width (ft) = 30.00
Calculations
Qmin (cfs) = 0.00
Qmax (cfs) = 4.50
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs) = 4.50
Qpipe (cfs) = 4.50
Qovertop (cfs) = 0.00
Veloc Dn (ft/s) = 3.08
Veloc Up (ft/s) = 4.60
HGL Dn (ft) = 532.85
HGL Up (ft) = 533.36
Hw Elev (ft) = 533.75
Hw/D (ft) = 0.80
Flow Regime = Inlet Control
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Saturday, Jan 13 2018
Flared End Section 1
Circular
Diameter (ft) = 2.00
Invert Elev (ft) = 519.30
Slope (%) = 0.50
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 15.60
Highlighted
Depth (ft) = 1.60
Q (cfs) = 15.60
Area (sqft) = 2.70
Velocity (ft/s) = 5.79
Wetted Perim (ft) = 4.43
Crit Depth, Yc (ft) = 1.43
Top Width (ft) = 1.60
EGL (ft) = 2.12
0 1 2 3 4
Elev (ft)Depth (ft)Section
518.50 -0.80
519.00 -0.30
519.50 0.20
520.00 0.70
520.50 1.20
521.00 1.70
521.50 2.20
522.00 2.70
Reach (ft)
Section 3
Erosion Control Calculations & Worksheets
#1
PROJECT NAME:BY: Kevin Westra
COUNTY: Union DATE: 12/26/2017
PROJECT NUMBER: 17000199 REV:
MANUAL, SECTION 6.61.1 AND SECTION 8.07.1
DRAINAGE AREA= 13.98 ac. DENUDED AREA= 5.62 ac.
PEAK FLOW*: Q2 =CCI2A 5.84 in/hr (2yr) *Tc = 5 min.
Q2 =46.31 cfs I10=7.48 In/hr (10yr)
I25=8.23 in/hr (25yr)
Q10 =CcI10A A= 0.00 ac. Woods C= 0.25
Q10 =59.32 cfs A= 6.46 ac. Grass C= 0.30
A= 2.88 ac. Bare soil C= 0.55
Q25 =CcI10A A= 0.00 ac. Gravel C= 0.55
Q25 =65.26 cfs A= 4.64 ac. Bldg/pvmt C= 0.95
A= 13.98 ac. TOTAL DRAINAGE AREA
Cc= 0.57 COMPOSITE C
BASIN STAGE/ STORAGE: DWG. SCALE: 1"= 1
ELEV. AREA (sf) VOL (cf) ACCUM. VOL (cf.)
518.5 0 0
519 9586 2397
519.5 16890 6619
520 26052 10736
520.5 35786 15460
521 41477 19316
521.5 45255 21683
522 48986 23560
REQUIRED BASIN VOL. (1800cf/ac x DA) = 10,116 cf.
DETERMINE ELEV. OF SEDIMENT STORAGE ELEV. VOLUME (cf)
BASED ON REQUIRED BASIN VOLUME:519.5 9015.5
X 10116 X= 519.54
520.5 35210.5 Z= 1.04
REQUIRED SURFACE AREA (435sf/cfs x Q10) =25,803 Sq.Ft.
DETERMINE ELEV. OF SEDIMENT STORAGE: ELEV. AREA (sf)
BASED ON REQUIRED SURFACE AREA:519.5 16890
X 25803 X= 519.97
520.5 35786 Z= 1.47
Z (min)= 1.47
DESIGN ELEVATION OF SEDIMENT STORAGE: USE Z= 1.50
SQ RISER DESIGN : DETERMINE HEAD ON RISER FOR VARIOUS SIZE DRAINAGE STRUCTURES
WHERE: Qp=46.31 cfs
Cw=3.3 WEIR COEFF.
L= WEIR LENGTH (INTERIOR)
15 in. 1.25 ft.
18 in. 1.11 ft.
24 in. 0.92 ft.
30 in. 0.79 ft.
36 in. 0.70 ft.
42 in. 0.63 ft.
48 in. 0.58 ft.
54 in. 0.53 ft. NOTE: MAX. HEAD ALLOWED 1 ft.
60 in. 0.50 ft.
USE 30 in. Sq Riser Hr= 0.79 ft. Qr= 46.31 cfs
2 RISER(S)
TEMPORARY SEDIMENT BASIN
Hopewell Baptist Church Phase 3
THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE 2006 N.C. SEDIMENT AND EROSION CONTROL
WHERE: I2=
(NOTE: MAX. FILL HEIGHT = 15')
PLANIMETER READING AVG. AREA (sf)
2246 0 0
9586 4793 2397
16890 13238 9016
26052 21471 19751
35786 30919 35211
41477 38632 54526
45255 43366 76209
48986 47121 99770
Hr=[Qp / Cw x L]2/3
RISER WIDTH. HEAD (Hr)
#1
PROJECT NAME:BY: Kevin Westra
COUNTY: Union DATE: 12/26/2017
PROJECT NUMBER: 17000199 REV:
TEMPORARY SEDIMENT BASIN
Hopewell Baptist Church Phase 3
BARREL DESIGN: DETERMINE THE REQUIRED BARREL SIZE
WHERE: Cd= 0.59
INVERT ELEV = 518.5 A= PIPE AREA (sf.)
Hb="Z" + "Hr"-DIA./2
ADEQUAT
15 in. 1.66 ft. 7.50 cfs TOO SMAL
18 in. 1.54 ft. 10.38 cfs TOO SMAL
24 in. 1.29 ft. 16.89 cfs TOO SMAL
30 in. 1.04 ft. 23.70 cfs OKAY
36 in. 0.79 ft. 29.74 cfs OKAY
42 in. 0.54 ft. 33.46 cfs OKAY
48 in. 0.29 ft. 32.02 cfs OKAY
USE 30 in. BARREL, Qb= 47.40 cfs
2 BARREL(S)
ERROR: Z IS LESS THAN SELECTED BARREL DIA. SELECT SMALLER BARREL DIA. OR INCREASE Z.
ANTI-SEEP COLLAR: COLLAR SIZE = BARREL DIA. + 1.5' + 1.5'
= 5.5 ft.
ANTI-FLOTATION BLOCK:
VOL. OF DISPLACED WATER= RISER HEIGHT x RISER AREA
= Z x 4 x W ft.
= 42.10 cf. ft.
WEIGHT OF DISPLACED WATER= VOL x 62.4 lb/cf
= 2627 lb.
WEIGHT OF CONCRETE REQUIRED = 1.1 x 2627
= 2890 lb.
REQ'D THICKNESS OF CONC. BLOCK = WT / (LENGTH)(WIDTH)(150 lb/cf - 62.4 lb/cf)
4.50 ft. sq. 1.63 ft.
5.00 ft. sq. 1.32 ft.
5.50 ft. sq. 1.09 ft.
6.00 ft. sq. 0.92 ft.
6.50 ft. sq. 0.78 ft.
USE 4.50 ft. SQUARE BLOCK , 20 in. THICK
BASIN DEWATERING:
Q=cA(2gH)^1/2
Skimmer Size= 3.0 "
Amount of Skimmers= 1
Constant head= 2 " 19751
Coefficient= 0.6
QD=0.09645 cfs
Z elevation= 520.00
Drawdown Hrs
0.03 feet
Q = Cd x A x (2GHb) 0.5
BARREL DIA. HEAD (Hb) DISCHARGE
BLOCK SIZE THICKNESS
56.88
Drawdown per hour=
#1
PROJECT NAME:BY: Kevin Westra
COUNTY: Union DATE: 12/26/2017
PROJECT NUMBER: 17000199 REV:
TEMPORARY SEDIMENT BASIN
Hopewell Baptist Church Phase 3
Q10=CCI10A 0.57 COMPOSITE C
Q10=59.32 cfs I10=7.48 in/hr (10 YR STORM)
A= 13.98 ac.
Qp= FLOW THRU THE PRINCIPLE STRUCTURE
RISER CAPACITY= 46.31 cfs
BARREL CAP.= 47.40 cfs RISER CONTROLS
Qp= 46.31 cfs
FLOW TO BE DISCHARGED BY EMERGENCY SPILLWAY
Qe= 13.01 cfs
DETERMINE LENGTH OF SPILLWAY AND DEPTH OF FLOW OVER SPILLWAY
He=[Qe/ (C x L)]2/3 WHERE: C= 2.7
32 ft. 0.28 ft.
30 ft. 0.29 ft.
35 ft. 0.26 ft.
40 ft. 0.24 ft.
45 ft. 0.22 ft.
USE 45 ft. SPILLWAY, He= 0.22 ft.
TEMPORARY SEDIMENT BASIN #1 SUMMARY
TOP OF DAM EL. 522.01 (min)
FREEBOARD (1' min.)
SPILLWAY LENGTH (L) DESIGN HIGH WATER E521.01
SPILLWAY EL. 520.79
Hr
Y
RISER CREST
H
Z (used)
BARREL
EL. 518.50
D
S
RISER BARREL BARREL D S Y H Z L STORAGE
WIDTH. (IN.) DIA.(IN.)SLOPE (%)(in.) (ft.) (ft,) (ft.) (ft.) (ft.) REQ'D (cf.)
30 30 1.00 20 4.50 3.51 2.29 1.50 45 10116
SKIMMER DIAMETER: 3.0 in
EMERGENCY SPILLWAY: DESIGN FLOW: Qe=Q10-Qp
WHERE: CC=
LENGTH HEAD (He)
He
BY:
DATE: 1/15/18
REV:
CONTROL MANUAL. ASSUME TAILWATER DEPTH < 0.5 Do
FES # 1 USE CLASS A RIP RAP
15.60 cfs
d50=4in.
2.00 ft.
dMAX=6in.
FROM FIGURE 8.06A
14.0 ft.
APRON THICKNESS= 1.5 x dMAX
WIDTH W=Do + La= 2.00 + 14.0 =16.00 ft. APRON THICKNESS=9.0 in.
d50=0.20 ft. = 2.40 in
16 in
3 H:1V
FES# 28 USE CLASS A RIP RAP
4.50 cfs
d50=4in.
1.50 ft.
dMAX=6in.
FROM FIGURE 8.06A
8.0 ft.
APRON THICKNESS= 1.5 x dMAX
WIDTH W=Do + La= 1.50 + 8.0 =9.50 ft. APRON THICKNESS=9.0 in.
d50=0.20 ft. = 2.40 in
12 in
3 H:1V
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.=
SIDE SLOPE OF RIP RAP APRON (M)=
14
DISCHARGE (Q)=
MINIMUM
(IN)
MIDRANGE
(IN)
4
8
2
5
RIP RAP OUTLET PROTECTION
DISCHARGE (Q)=
MAXIMUM
(IN)
1
2
SIDE SLOPE OF RIP RAP APRON (M)=
RIP RAP
6
12
PIPE DIA. (Do)=
LENGTH (La)=
10
PROJECT NAME:
PROJECT NUMBER:
Kevin WestraHopewell Baptist Phase 3
LENGTH (La)=
CLASS
A
17000199
DESIGN OF RIP RAP OUTLET PROTECTION IN ACCORDANCE WITH THE N.C. SEDIMENT & EROSION
RIP RAP GRADATION PER NCDOT SPECIFICATIONS
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.=
17
23
B
5
9
PIPE DIA. (Do)=
riprapoutlet.xls Page 1
Section 4
Water Quality Calculations & Worksheet
Scenario: Union County, NC - Synthetic Curve, 100 yrs
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
1/15/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
30Elevation-Area Volume Curve, 100 years
29Elevation-Area Volume Curve, 10 years
28Elevation-Area Volume Curve, 2 years
27Elevation-Area Volume Curve, 1 years
B-POST-POND
26Addition Summary, 100 years
25Addition Summary, 2 years
A-PRE-OUT
24Addition Summary, 100 years
23Addition Summary, 2 years
A-POST-OUT
22Unit Hydrograph (Hydrograph Table), 100 years
21Unit Hydrograph (Hydrograph Table), 10 years
20Unit Hydrograph (Hydrograph Table), 2 years
19Unit Hydrograph (Hydrograph Table), 1 years
C-PRE-AREA
18Unit Hydrograph (Hydrograph Table), 100 years
17Unit Hydrograph (Hydrograph Table), 10 years
16Unit Hydrograph (Hydrograph Table), 2 years
15Unit Hydrograph (Hydrograph Table), 1 years
C-POST-AREA
14Runoff CN-Area, 1 years
C-PRE-AREA
13Runoff CN-Area, 1 years
C-POST-AREA
11Time of Concentration Calculations, 1 years
C-PRE-AREA
9Time of Concentration Calculations, 1 years
C-POST-AREA
7Time-Depth Curve, 100 years
5Time-Depth Curve, 10 years
3Time-Depth Curve, 2 years
1Time-Depth Curve, 1 years
Union County, NC
Table of Contents
Table of Contents
48Interconnected Pond Routing Summary, 100 years
47Interconnected Pond Routing Summary, 10 years
46Interconnected Pond Routing Summary, 2 years
45Interconnected Pond Routing Summary, 1 years
UPSTREAM
44Interconnected Pond Routing Summary, 10 years
43Interconnected Pond Routing Summary, 2 years
42Interconnected Pond Routing Summary, 1 years
B-POST-POND
38Composite Rating Curve, 1 years
35Outlet Input Data, 1 years
CS
34Elevation-Area Volume Curve, 100 years
33Elevation-Area Volume Curve, 10 years
32Elevation-Area Volume Curve, 2 years
31Elevation-Area Volume Curve, 1 years
UPSTREAM
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (2.93 in)Label: Union County, NC
Return Event: 1 yearsSubsection: Time-Depth Curve
Time-Depth Curve: TypeII 24hr (2.93 in)
TypeII 24hr (2.93
in) Label
hours0.000Start Time
hours0.100Increment
hours24.000End Time
years1Return Event
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Time
(hours)
0.00.00.00.00.00.000
0.00.00.00.00.00.500
0.00.00.00.00.01.000
0.10.10.10.10.01.500
0.10.10.10.10.12.000
0.10.10.10.10.12.500
0.10.10.10.10.13.000
0.10.10.10.10.13.500
0.20.20.10.10.14.000
0.20.20.20.20.24.500
0.20.20.20.20.25.000
0.20.20.20.20.25.500
0.30.30.20.20.26.000
0.30.30.30.30.36.500
0.30.30.30.30.37.000
0.30.30.30.30.37.500
0.40.40.40.40.48.000
0.40.40.40.40.48.500
0.50.50.40.40.49.000
0.50.50.50.50.59.500
0.60.60.60.50.510.000
0.70.60.60.60.610.500
0.80.80.70.70.711.000
1.71.31.00.90.811.500
2.12.12.02.01.912.000
2.22.22.22.22.212.500
2.32.32.32.32.313.000
2.42.42.42.42.313.500
2.42.42.42.42.414.000
2.52.52.52.52.514.500
2.52.52.52.52.515.000
2.62.62.62.52.515.500
2.62.62.62.62.616.000
Page 1 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (2.93 in)Label: Union County, NC
Return Event: 1 yearsSubsection: Time-Depth Curve
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Time
(hours)
2.62.62.62.62.616.500
2.72.72.72.62.617.000
2.72.72.72.72.717.500
2.72.72.72.72.718.000
2.72.72.72.72.718.500
2.82.82.82.82.719.000
2.82.82.82.82.819.500
2.82.82.82.82.820.000
2.82.82.82.82.820.500
2.82.82.82.82.821.000
2.92.92.92.82.821.500
2.92.92.92.92.922.000
2.92.92.92.92.922.500
2.92.92.92.92.923.000
2.92.92.92.92.923.500
(N/A)(N/A)(N/A)(N/A)2.924.000
Page 2 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (3.54 in)Label: Union County, NC
Return Event: 2 yearsSubsection: Time-Depth Curve
Time-Depth Curve: TypeII 24hr (3.54 in)
TypeII 24hr (3.54
in) Label
hours0.000Start Time
hours0.100Increment
hours24.000End Time
years2Return Event
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Time
(hours)
0.00.00.00.00.00.000
0.00.00.00.00.00.500
0.10.00.00.00.01.000
0.10.10.10.10.11.500
0.10.10.10.10.12.000
0.10.10.10.10.12.500
0.10.10.10.10.13.000
0.20.20.20.20.13.500
0.20.20.20.20.24.000
0.20.20.20.20.24.500
0.20.20.20.20.25.000
0.30.30.30.30.35.500
0.30.30.30.30.36.000
0.30.30.30.30.36.500
0.40.40.40.40.47.000
0.40.40.40.40.47.500
0.50.40.40.40.48.000
0.50.50.50.50.58.500
0.60.60.50.50.59.000
0.60.60.60.60.69.500
0.70.70.70.70.610.000
0.80.80.80.70.710.500
1.00.90.90.90.811.000
2.01.51.31.11.011.500
2.62.52.52.42.312.000
2.72.72.72.62.612.500
2.82.82.82.82.713.000
2.92.92.92.82.813.500
3.02.92.92.92.914.000
3.03.03.03.03.014.500
3.13.13.03.03.015.000
3.13.13.13.13.115.500
3.13.13.13.13.116.000
Page 3 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (3.54 in)Label: Union County, NC
Return Event: 2 yearsSubsection: Time-Depth Curve
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Time
(hours)
3.23.23.23.23.216.500
3.23.23.23.23.217.000
3.33.23.23.23.217.500
3.33.33.33.33.318.000
3.33.33.33.33.318.500
3.33.33.33.33.319.000
3.43.43.43.43.319.500
3.43.43.43.43.420.000
3.43.43.43.43.420.500
3.43.43.43.43.421.000
3.53.53.43.43.421.500
3.53.53.53.53.522.000
3.53.53.53.53.522.500
3.53.53.53.53.523.000
3.53.53.53.53.523.500
(N/A)(N/A)(N/A)(N/A)3.524.000
Page 4 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (5.16 in)Label: Union County, NC
Return Event: 10 yearsSubsection: Time-Depth Curve
Time-Depth Curve: TypeII 24hr (5.16 in)
TypeII 24hr (5.16
in) Label
hours0.000Start Time
hours0.100Increment
hours24.000End Time
years10Return Event
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Time
(hours)
0.00.00.00.00.00.000
0.00.00.00.00.00.500
0.10.10.10.10.11.000
0.10.10.10.10.11.500
0.10.10.10.10.12.000
0.20.20.20.20.12.500
0.20.20.20.20.23.000
0.20.20.20.20.23.500
0.30.30.30.30.24.000
0.30.30.30.30.34.500
0.40.40.30.30.35.000
0.40.40.40.40.45.500
0.50.40.40.40.46.000
0.50.50.50.50.56.500
0.60.50.50.50.57.000
0.60.60.60.60.67.500
0.70.70.60.60.68.000
0.70.70.70.70.78.500
0.80.80.80.80.89.000
0.90.90.90.90.89.500
1.01.01.01.00.910.000
1.21.11.11.11.110.500
1.41.31.31.31.211.000
2.92.21.81.61.511.500
3.73.73.63.53.412.000
4.03.93.93.83.812.500
4.14.14.04.04.013.000
4.24.24.24.14.113.500
4.34.34.34.34.214.000
4.44.44.44.34.314.500
4.54.44.44.44.415.000
4.54.54.54.54.515.500
4.64.64.64.64.516.000
Page 5 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (5.16 in)Label: Union County, NC
Return Event: 10 yearsSubsection: Time-Depth Curve
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Time
(hours)
4.64.64.64.64.616.500
4.74.74.74.74.717.000
4.74.74.74.74.717.500
4.84.84.84.84.818.000
4.84.84.84.84.818.500
4.94.94.94.84.819.000
4.94.94.94.94.919.500
4.94.94.94.94.920.000
5.05.05.05.04.920.500
5.05.05.05.05.021.000
5.05.05.05.05.021.500
5.15.15.15.05.022.000
5.15.15.15.15.122.500
5.15.15.15.15.123.000
5.25.15.15.15.123.500
(N/A)(N/A)(N/A)(N/A)5.224.000
Page 6 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (7.74 in)Label: Union County, NC
Return Event: 100 yearsSubsection: Time-Depth Curve
Time-Depth Curve: TypeII 24hr (7.74 in)
TypeII 24hr (7.74
in) Label
hours0.000Start Time
hours0.100Increment
hours24.000End Time
years100Return Event
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Time
(hours)
0.00.00.00.00.00.000
0.10.10.10.00.00.500
0.10.10.10.10.11.000
0.20.20.10.10.11.500
0.20.20.20.20.22.000
0.30.20.20.20.22.500
0.30.30.30.30.33.000
0.40.40.30.30.33.500
0.40.40.40.40.44.000
0.50.50.50.40.44.500
0.50.50.50.50.55.000
0.60.60.60.60.65.500
0.70.70.60.60.66.000
0.80.70.70.70.76.500
0.80.80.80.80.87.000
0.90.90.90.90.87.500
1.01.01.00.90.98.000
1.11.11.11.01.08.500
1.21.21.21.21.19.000
1.41.31.31.31.39.500
1.51.51.51.41.410.000
1.81.71.71.61.610.500
2.12.01.91.91.811.000
4.43.32.72.42.211.500
5.65.55.45.35.112.000
5.95.95.85.85.712.500
6.16.16.16.06.013.000
6.36.36.36.26.213.500
6.56.46.46.46.314.000
6.66.66.56.56.514.500
6.76.76.76.66.615.000
6.86.86.86.76.715.500
6.96.96.86.86.816.000
Page 7 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (7.74 in)Label: Union County, NC
Return Event: 100 yearsSubsection: Time-Depth Curve
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Depth
(in)
Time
(hours)
7.06.96.96.96.916.500
7.07.07.07.07.017.000
7.17.17.17.17.117.500
7.27.27.27.17.118.000
7.27.27.27.27.218.500
7.37.37.37.37.319.000
7.47.37.37.37.319.500
7.47.47.47.47.420.000
7.57.47.47.47.420.500
7.57.57.57.57.521.000
7.67.57.57.57.521.500
7.67.67.67.67.622.000
7.67.67.67.67.622.500
7.77.77.77.77.723.000
7.77.77.77.77.723.500
(N/A)(N/A)(N/A)(N/A)7.724.000
Page 8 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (2.93 in)Label: C-POST-AREA
Return Event: 1 yearsSubsection: Time of Concentration Calculations
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
ft100.00Hydraulic Length
0.240Manning's n
ft/ft0.030Slope
in3.62 Year 24 Hour Depth
ft/s0.15Average Velocity
hours0.191Segment Time of
Concentration
Segment #2: TR-55 Shallow Concentrated Flow
ft125.00Hydraulic Length
FalseIs Paved?
ft/ft0.020Slope
ft/s2.28Average Velocity
hours0.015Segment Time of
Concentration
Segment #3: TR-55 Channel Flow
ft²3.1Flow Area
ft532.00Hydraulic Length
0.013Manning's n
ft/ft0.010Slope
ft6.28Wetted Perimeter
ft/s7.22Average Velocity
hours0.020Segment Time of
Concentration
Segment #4: TR-55 Channel Flow
ft²5.0Flow Area
ft280.00Hydraulic Length
0.030Manning's n
ft/ft0.010Slope
ft8.00Wetted Perimeter
ft/s3.63Average Velocity
hours0.021Segment Time of
Concentration
Time of Concentration (Composite)
hours0.248Time of Concentration
(Composite)
Page 9 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (2.93 in)Label: C-POST-AREA
Return Event: 1 yearsSubsection: Time of Concentration Calculations
==== SCS Channel Flow
R = Qa / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
(Lf / V) / 3600
Tc =
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
Where:
==== SCS TR-55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
Tc =
V= Velocity, ft/sec
Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
Where:
==== SCS TR-55 Sheet Flow
(0.007 * ((n * Lf)**0.8)) / ((P**0.5) * (Sf**0.4))Tc =
Tc= Time of concentration, hours
n= Manning's n
Lf= Flow length, feet
P= 2yr, 24hr Rain depth, inches
Sf= Slope, %
Where:
Page 10 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (2.93 in)Label: C-PRE-AREA
Return Event: 1 yearsSubsection: Time of Concentration Calculations
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
ft100.00Hydraulic Length
0.240Manning's n
ft/ft0.015Slope
in3.62 Year 24 Hour Depth
ft/s0.11Average Velocity
hours0.252Segment Time of
Concentration
Segment #2: TR-55 Shallow Concentrated Flow
ft829.00Hydraulic Length
FalseIs Paved?
ft/ft0.026Slope
ft/s2.60Average Velocity
hours0.089Segment Time of
Concentration
Segment #3: TR-55 Channel Flow
ft²15.0Flow Area
ft514.00Hydraulic Length
0.030Manning's n
ft/ft0.010Slope
ft10.50Wetted Perimeter
ft/s6.30Average Velocity
hours0.023Segment Time of
Concentration
Time of Concentration (Composite)
hours0.363Time of Concentration
(Composite)
Page 11 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (2.93 in)Label: C-PRE-AREA
Return Event: 1 yearsSubsection: Time of Concentration Calculations
==== SCS Channel Flow
R = Qa / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
(Lf / V) / 3600
Tc =
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
Where:
==== SCS TR-55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
Tc =
V= Velocity, ft/sec
Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
Where:
==== SCS TR-55 Sheet Flow
(0.007 * ((n * Lf)**0.8)) / ((P**0.5) * (Sf**0.4))Tc =
Tc= Time of concentration, hours
n= Manning's n
Lf= Flow length, feet
P= 2yr, 24hr Rain depth, inches
Sf= Slope, %
Where:
Page 12 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (2.93 in)Label: C-POST-AREA
Return Event: 1 yearsSubsection: Runoff CN-Area
Runoff Curve Number Data
Adjusted CNUC
(%)
C
(%)
Area
(acres)
CNSoil/Surface Description
70.0000.00.00.84470.000Woods - good
98.0000.00.010.45098.000Impervious Areas - Paved parking lots,
roofs, driveways, Streets and roads
74.0000.00.018.08074.000Open space (Lawns,parks etc.) - Good
condition; grass cover > 75%
85.0000.00.00.24085.000Gravel Parking
82.444(N/A)(N/A)29.614(N/A)COMPOSITE AREA & WEIGHTED CN --->
Page 13 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (2.93 in)Label: C-PRE-AREA
Return Event: 1 yearsSubsection: Runoff CN-Area
Runoff Curve Number Data
Adjusted CNUC
(%)
C
(%)
Area
(acres)
CNSoil/Surface Description
70.0000.00.01.78070.000Woods - good
74.0000.00.027.83074.000Pasture, grassland, or range - good
73.760(N/A)(N/A)29.610(N/A)COMPOSITE AREA & WEIGHTED CN --->
Page 14 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (2.93 in)Label: C-POST-AREA
Return Event: 1 yearsSubsection: Unit Hydrograph (Hydrograph Table)
TypeII 24hr (2.93
in)Storm Event
years1Return Event
hours132.000Duration
in2.9Depth
hours0.248Time of Concentration
(Composite)
acres29.614Area (User Defined)
HYDROGRAPH ORDINATES (ft³/s)
Output Time Increment = 1.000 hours
Time on left represents time for first value in each row.
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Time
(hours)
4.3544.670.950.200.009.000
1.221.381.582.012.5714.000
0.790.820.850.901.0719.000
(N/A)(N/A)(N/A)0.000.7624.000
Page 15 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (3.54 in)Label: C-POST-AREA
Return Event: 2 yearsSubsection: Unit Hydrograph (Hydrograph Table)
TypeII 24hr (3.54
in)Storm Event
years2Return Event
hours45.000Duration
in3.5Depth
hours0.248Time of Concentration
(Composite)
acres29.614Area (User Defined)
HYDROGRAPH ORDINATES (ft³/s)
Output Time Increment = 1.000 hours
Time on left represents time for first value in each row.
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Time
(hours)
62.101.730.560.170.008.000
1.782.052.613.365.7113.000
1.051.091.161.371.5818.000
(N/A)(N/A)0.000.971.0123.000
Page 16 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (5.16 in)Label: C-POST-AREA
Return Event: 10 yearsSubsection: Unit Hydrograph (Hydrograph Table)
TypeII 24hr (5.16
in)Storm Event
years10Return Event
hours45.000Duration
in5.2Depth
hours0.248Time of Concentration
(Composite)
acres29.614Area (User Defined)
HYDROGRAPH ORDINATES (ft³/s)
Output Time Increment = 1.000 hours
Time on left represents time for first value in each row.
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Time
(hours)
1.791.010.430.140.006.000
4.215.459.37110.994.2311.000
1.852.192.522.853.3016.000
0.001.531.601.671.7321.000
Page 17 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (7.74 in)Label: C-POST-AREA
Return Event: 100 yearsSubsection: Unit Hydrograph (Hydrograph Table)
TypeII 24hr (7.74
in)Storm Event
years100Return Event
hours132.000Duration
in7.7Depth
hours0.248Time of Concentration
(Composite)
acres29.614Area (User Defined)
HYDROGRAPH ORDINATES (ft³/s)
Output Time Increment = 1.000 hours
Time on left represents time for first value in each row.
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Time
(hours)
1.571.020.510.080.004.000
15.17191.298.914.252.829.000
4.014.545.266.758.7614.000
2.532.642.752.943.4819.000
(N/A)(N/A)(N/A)0.002.4224.000
Page 18 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (2.93 in)Label: C-PRE-AREA
Return Event: 1 yearsSubsection: Unit Hydrograph (Hydrograph Table)
TypeII 24hr (2.93
in)Storm Event
years1Return Event
hours132.000Duration
in2.9Depth
hours0.363Time of Concentration
(Composite)
acres29.610Area (User Defined)
HYDROGRAPH ORDINATES (ft³/s)
Output Time Increment = 1.000 hours
Time on left represents time for first value in each row.
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Time
(hours)
1.562.023.5417.380.0011.000
0.730.850.971.081.2516.000
0.000.610.630.650.6721.000
(N/A)(N/A)(N/A)(N/A)0.0026.000
Page 19 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (3.54 in)Label: C-PRE-AREA
Return Event: 2 yearsSubsection: Unit Hydrograph (Hydrograph Table)
TypeII 24hr (3.54
in)Storm Event
years2Return Event
hours45.000Duration
in3.5Depth
hours0.363Time of Concentration
(Composite)
acres29.610Area (User Defined)
HYDROGRAPH ORDINATES (ft³/s)
Output Time Increment = 1.000 hours
Time on left represents time for first value in each row.
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Time
(hours)
2.794.9527.910.240.0010.000
1.151.311.471.712.1415.000
0.810.850.880.910.9820.000
(N/A)(N/A)(N/A)0.000.0025.000
Page 20 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (5.16 in)Label: C-PRE-AREA
Return Event: 10 yearsSubsection: Unit Hydrograph (Hydrograph Table)
TypeII 24hr (5.16
in)Storm Event
years10Return Event
hours45.000Duration
in5.2Depth
hours0.363Time of Concentration
(Composite)
acres29.610Area (User Defined)
HYDROGRAPH ORDINATES (ft³/s)
Output Time Increment = 1.000 hours
Time on left represents time for first value in each row.
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Time
(hours)
60.151.880.520.040.008.000
2.542.973.754.938.9213.000
1.491.551.671.972.2618.000
(N/A)0.000.001.381.4423.000
Page 21 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (7.74 in)Label: C-PRE-AREA
Return Event: 100 yearsSubsection: Unit Hydrograph (Hydrograph Table)
TypeII 24hr (7.74
in)Storm Event
years100Return Event
hours132.000Duration
in7.7Depth
hours0.363Time of Concentration
(Composite)
acres29.610Area (User Defined)
HYDROGRAPH ORDINATES (ft³/s)
Output Time Increment = 1.000 hours
Time on left represents time for first value in each row.
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Flow
(ft³/s)
Time
(hours)
2.281.220.470.060.006.000
6.358.4215.44117.815.4511.000
2.793.293.784.275.0016.000
0.012.282.392.482.5821.000
(N/A)(N/A)(N/A)(N/A)0.0026.000
Page 22 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (3.54 in)Label: A-POST-OUT
Return Event: 2 yearsSubsection: Addition Summary
Summary for Hydrograph Addition at 'A-POST-OUT'
Upstream NodeUpstream Link
B-POST-PONDRoute 10
Node Inflows
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Volume
(ac-ft)
ElementInflow Type
13.5413.0004.903Route 10Flow (From)
13.5413.0004.903A-POST-OUTFlow (In)
Page 23 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (7.74 in)Label: A-POST-OUT
Return Event: 100 yearsSubsection: Addition Summary
Summary for Hydrograph Addition at 'A-POST-OUT'
Upstream NodeUpstream Link
B-POST-PONDRoute 10
Node Inflows
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Volume
(ac-ft)
ElementInflow Type
40.3313.00015.788Route 10Flow (From)
40.3313.00015.788A-POST-OUTFlow (In)
Page 24 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (3.54 in)Label: A-PRE-OUT
Return Event: 2 yearsSubsection: Addition Summary
Summary for Hydrograph Addition at 'A-PRE-OUT'
Upstream NodeUpstream Link
C-PRE-AREA<Catchment to Outflow Node>
Node Inflows
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Volume
(ac-ft)
ElementInflow Type
27.9112.0003.976C-PRE-AREAFlow (From)
27.9112.0003.976A-PRE-OUTFlow (In)
Page 25 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (7.74 in)Label: A-PRE-OUT
Return Event: 100 yearsSubsection: Addition Summary
Summary for Hydrograph Addition at 'A-PRE-OUT'
Upstream NodeUpstream Link
C-PRE-AREA<Catchment to Outflow Node>
Node Inflows
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Volume
(ac-ft)
ElementInflow Type
117.8112.00015.401C-PRE-AREAFlow (From)
117.8112.00015.401A-PRE-OUTFlow (In)
Page 26 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (2.93 in)Label: B-POST-POND
Return Event: 1 yearsSubsection: Elevation-Area Volume Curve
Volume (Total)
(ac-ft)
Volume
(ac-ft)
A1+A2+sqr
(A1*A2)
(acres)
Area
(acres)
Planimeter
(ft²)
Elevation
(ft)
0.0000.0000.0000.4720.0514.00
0.5090.5091.5270.5470.0515.00
1.0790.5701.7110.5940.0516.00
1.6980.6181.8550.6430.0517.00
2.3650.6672.0000.6910.0518.00
3.0800.7162.1480.7410.0519.00
3.8470.7662.2990.7920.0520.00
4.2490.4022.4120.8170.0520.50
Page 27 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (3.54 in)Label: B-POST-POND
Return Event: 2 yearsSubsection: Elevation-Area Volume Curve
Volume (Total)
(ac-ft)
Volume
(ac-ft)
A1+A2+sqr
(A1*A2)
(acres)
Area
(acres)
Planimeter
(ft²)
Elevation
(ft)
0.0000.0000.0000.4720.0514.00
0.5090.5091.5270.5470.0515.00
1.0790.5701.7110.5940.0516.00
1.6980.6181.8550.6430.0517.00
2.3650.6672.0000.6910.0518.00
3.0800.7162.1480.7410.0519.00
3.8470.7662.2990.7920.0520.00
4.2490.4022.4120.8170.0520.50
Page 28 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (5.16 in)Label: B-POST-POND
Return Event: 10 yearsSubsection: Elevation-Area Volume Curve
Volume (Total)
(ac-ft)
Volume
(ac-ft)
A1+A2+sqr
(A1*A2)
(acres)
Area
(acres)
Planimeter
(ft²)
Elevation
(ft)
0.0000.0000.0000.4720.0514.00
0.5090.5091.5270.5470.0515.00
1.0790.5701.7110.5940.0516.00
1.6980.6181.8550.6430.0517.00
2.3650.6672.0000.6910.0518.00
3.0800.7162.1480.7410.0519.00
3.8470.7662.2990.7920.0520.00
4.2490.4022.4120.8170.0520.50
Page 29 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (7.74 in)Label: B-POST-POND
Return Event: 100 yearsSubsection: Elevation-Area Volume Curve
Volume (Total)
(ac-ft)
Volume
(ac-ft)
A1+A2+sqr
(A1*A2)
(acres)
Area
(acres)
Planimeter
(ft²)
Elevation
(ft)
0.0000.0000.0000.4720.0514.00
0.5090.5091.5270.5470.0515.00
1.0790.5701.7110.5940.0516.00
1.6980.6181.8550.6430.0517.00
2.3650.6672.0000.6910.0518.00
3.0800.7162.1480.7410.0519.00
3.8470.7662.2990.7920.0520.00
4.2490.4022.4120.8170.0520.50
Page 30 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (2.93 in)Label: UPSTREAM
Return Event: 1 yearsSubsection: Elevation-Area Volume Curve
Volume (Total)
(ac-ft)
Volume
(ac-ft)
A1+A2+sqr
(A1*A2)
(acres)
Area
(acres)
Planimeter
(ft²)
Elevation
(ft)
0.0000.0000.0000.0020.0514.40
0.0020.0020.0110.0060.0515.00
0.0220.0190.0580.0370.0516.00
0.1360.1140.3430.2170.0517.00
0.5560.4201.2600.6640.0518.00
1.6561.0993.2981.6020.0519.00
3.8202.1646.4932.7800.0520.00
Page 31 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (3.54 in)Label: UPSTREAM
Return Event: 2 yearsSubsection: Elevation-Area Volume Curve
Volume (Total)
(ac-ft)
Volume
(ac-ft)
A1+A2+sqr
(A1*A2)
(acres)
Area
(acres)
Planimeter
(ft²)
Elevation
(ft)
0.0000.0000.0000.0020.0514.40
0.0020.0020.0110.0060.0515.00
0.0220.0190.0580.0370.0516.00
0.1360.1140.3430.2170.0517.00
0.5560.4201.2600.6640.0518.00
1.6561.0993.2981.6020.0519.00
3.8202.1646.4932.7800.0520.00
Page 32 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (5.16 in)Label: UPSTREAM
Return Event: 10 yearsSubsection: Elevation-Area Volume Curve
Volume (Total)
(ac-ft)
Volume
(ac-ft)
A1+A2+sqr
(A1*A2)
(acres)
Area
(acres)
Planimeter
(ft²)
Elevation
(ft)
0.0000.0000.0000.0020.0514.40
0.0020.0020.0110.0060.0515.00
0.0220.0190.0580.0370.0516.00
0.1360.1140.3430.2170.0517.00
0.5560.4201.2600.6640.0518.00
1.6561.0993.2981.6020.0519.00
3.8202.1646.4932.7800.0520.00
Page 33 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (7.74 in)Label: UPSTREAM
Return Event: 100 yearsSubsection: Elevation-Area Volume Curve
Volume (Total)
(ac-ft)
Volume
(ac-ft)
A1+A2+sqr
(A1*A2)
(acres)
Area
(acres)
Planimeter
(ft²)
Elevation
(ft)
0.0000.0000.0000.0020.0514.40
0.0020.0020.0110.0060.0515.00
0.0220.0190.0580.0370.0516.00
0.1360.1140.3430.2170.0517.00
0.5560.4201.2600.6640.0518.00
1.6561.0993.2981.6020.0519.00
3.8202.1646.4932.7800.0520.00
Page 34 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (2.93 in)Label: CS
Return Event: 1 yearsSubsection: Outlet Input Data
Requested Pond Water Surface Elevations
ft514.00Minimum (Headwater)
ft0.10Increment (Headwater)
ft520.50Maximum (Headwater)
Outlet Connectivity
E2
(ft)
E1
(ft)
OutfallDirectionOutlet IDStructure Type
520.50518.50C0ForwardW-RRectangular Weir
520.50518.50C0ForwardW-CRectangular Weir
520.50518.50C0ForwardW-LRectangular Weir
520.50518.90C0Forward +
ReverseR1Inlet Box
520.50514.00C0ForwardO1Orifice-Circular
520.50513.80TWForwardC0Culvert-Circular
(N/A)(N/A)TailwaterTailwater Settings
Page 35 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (2.93 in)Label: CS
Return Event: 1 yearsSubsection: Outlet Input Data
Structure ID: C0
Structure Type: Culvert-Circular
1Number of Barrels
in48.0Diameter
ft66.41Length
ft66.41Length (Computed Barrel)
ft/ft0.005Slope (Computed)
Outlet Control Data
0.013Manning's n
0.200Ke
0.005Kb
0.000Kr
ft0.00Convergence Tolerance
Inlet Control Data
Form 1Equation Form
0.0045K
2.0000M
0.0317C
0.6900Y
1.093T1 ratio (HW/D)
1.195T2 ratio (HW/D)
-0.500Slope Correction Factor
Use unsubmerged inlet control 0 equation below T1
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2...
ft518.17T1 Elevation ft³/s87.96T1 Flow
ft518.58T2 Elevation ft³/s100.53T2 Flow
Page 36 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (2.93 in)Label: CS
Return Event: 1 yearsSubsection: Outlet Input Data
Structure ID: O1
Structure Type: Orifice-Circular
1Number of Openings
ft514.00Elevation
in4.0Orifice Diameter
0.620Orifice Coefficient
Structure ID: W-L
Structure Type: Rectangular Weir
1Number of Openings
ft518.50Elevation
ft4.00Weir Length
(ft^0.5)/s3.32Weir Coefficient
Structure ID: W-C
Structure Type: Rectangular Weir
1Number of Openings
ft518.50Elevation
ft4.00Weir Length
(ft^0.5)/s3.32Weir Coefficient
Structure ID: W-R
Structure Type: Rectangular Weir
1Number of Openings
ft518.50Elevation
ft4.00Weir Length
(ft^0.5)/s3.32Weir Coefficient
Structure ID: R1
Structure Type: Inlet Box
1Number of Openings
ft518.90Elevation
ft²36.0Orifice Area
0.600Orifice Coefficient
ft24.00Weir Length
(ft^0.5)/s3.00Weir Coefficient
1.000K Reverse
0.000Manning's n
0.000Kev, Charged Riser
FalseWeir Submergence
FalseOrifice H to crest
Page 37 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (2.93 in)Label: CS
Return Event: 1 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.002.000.00514.00
0.002.000.02514.10
0.002.000.07514.20
0.002.000.14514.30
0.002.000.21514.40
0.002.000.25514.50
0.002.000.29514.60
0.002.000.32514.70
0.002.000.35514.80
0.002.000.37514.90
0.002.000.40515.00
0.002.000.42515.10
0.002.000.44515.20
0.002.000.46515.30
0.002.000.47515.40
0.002.000.50515.50
0.002.000.52515.60
0.002.000.54515.70
0.002.000.55515.80
0.002.000.57515.90
0.002.000.59516.00
0.002.000.60516.10
0.002.000.62516.20
0.002.000.63516.30
0.002.000.65516.40
0.002.000.66516.50
0.002.000.68516.60
0.002.000.69516.70
0.002.000.70516.80
0.002.000.71516.90
0.002.000.73517.00
0.002.000.73517.10
0.002.000.75517.20
0.002.000.76517.30
0.002.000.78517.40
0.002.000.78517.50
0.002.000.80517.60
0.002.000.81517.70
0.002.000.82517.80
0.002.000.83517.90
0.002.000.85518.00
0.002.000.86518.10
0.002.000.87518.20
Page 38 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (2.93 in)Label: CS
Return Event: 1 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Convergence Error
(ft)
Tailwater Elevation
(ft)
Flow
(ft³/s)
Water Surface
Elevation
(ft)
0.002.000.88518.30
0.002.000.89518.40
0.002.000.90518.50
0.002.002.14518.60
0.002.004.40518.70
0.002.007.30518.80
0.002.0010.71518.90
0.002.0016.80519.00
0.002.0025.17519.10
0.002.0035.07519.20
0.002.0046.23519.30
0.002.0058.55519.40
0.002.0071.86519.50
0.002.0086.08519.60
0.002.00100.51519.70
0.002.00111.06519.80
0.002.00118.87519.90
0.002.00125.17520.00
0.002.00129.85520.10
0.002.00133.53520.20
0.002.00136.19520.30
0.002.00138.34520.40
0.002.00140.26520.50
Contributing Structures
(no Q: W-R,W-C,W-L,R1,O1,C0)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
Page 39 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (2.93 in)Label: CS
Return Event: 1 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Contributing Structures
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
O1,C0 (no Q: W-R,W-C,W-L,R1)
W-R,W-C,W-L,O1,C0 (no Q: R1)
W-R,W-C,W-L,O1,C0 (no Q: R1)
W-R,W-C,W-L,O1,C0 (no Q: R1)
W-R,W-C,W-L,O1,C0 (no Q: R1)
W-R,W-C,W-L,R1,O1,C0
W-R,W-C,W-L,R1,O1,C0
W-R,W-C,W-L,R1,O1,C0
W-R,W-C,W-L,R1,O1,C0
W-R,W-C,W-L,R1,O1,C0
W-R,W-C,W-L,R1,O1,C0
W-R,W-C,W-L,R1,O1,C0
W-R,W-C,W-L,R1,O1,C0
W-R,W-C,W-L,R1,O1,C0
W-R,W-C,W-L,R1,O1,C0
W-R,W-C,W-L,R1,O1,C0
W-R,W-C,W-L,R1,O1,C0
Page 40 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (2.93 in)Label: CS
Return Event: 1 yearsSubsection: Composite Rating Curve
Composite Outflow Summary
Contributing Structures
W-R,W-C,W-L,R1,O1,C0
W-R,W-C,W-L,R1,O1,C0
W-R,W-C,W-L,R1,O1,C0
R1,C0 (no Q: W-R,W-C,W-L,O1)
Page 41 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (2.93 in)Label: B-POST-POND
Return Event: 1 yearsSubsection: Interconnected Pond Routing Summary
Infiltration
No InfiltrationInfiltration Method
(Computed)
Initial Conditions Calculation Tolerances
ft514.00Elevation (Starting Water
Surface Computed)
ft³/s0.000Flow Tolerance (Minimum)
ac-ft0.000Volume (Starting)70Maximum Iterations
ft³/s0.00Outflow (Starting)hours0.500ICPM Time Step
2.879518.7213.000
Volume
(ac-ft)
Elevation
(ft)
Time to
Peak
(hours)
Maximum Storage
-2.7815.000
0.000.000
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Reverse Flow Peaks
32.3712.000Pond Outflow...
44.6712.000Pond Inflow....
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Forward Flow Peaks
Forward3.615
Reverse0.000
DirectionVolume
(ac-ft)
Total Volume Out
Reverse0.065Pond Outflow...
Forward5.298Pond Inflow....
DirectionVolume
(ac-ft)
Total Volume In
Mass Balance (ac-ft)
ac-ft0.000Volume (Initial ICPM)
ac-ft3.615Volume (Total In ICPM)
ac-ft5.419Volume (Total Out ICPM)
ac-ft0.037Volume (Ending)
ft514.07Elevation (Ending)
ac-ft-1.840Difference
%34.0
Percent of Inflow Volume
(Interconnected Pond Mass
Balance)
Page 42 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (3.54 in)Label: B-POST-POND
Return Event: 2 yearsSubsection: Interconnected Pond Routing Summary
Infiltration
No InfiltrationInfiltration Method
(Computed)
Initial Conditions Calculation Tolerances
ft514.00Elevation (Starting Water
Surface Computed)
ft³/s0.000Flow Tolerance (Minimum)
ac-ft0.000Volume (Starting)70Maximum Iterations
ft³/s0.00Outflow (Starting)hours0.500ICPM Time Step
3.042518.9513.000
Volume
(ac-ft)
Elevation
(ft)
Time to
Peak
(hours)
Maximum Storage
-7.0713.000
0.000.000
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Reverse Flow Peaks
44.5712.000Pond Outflow...
62.1012.000Pond Inflow....
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Forward Flow Peaks
Forward4.814
Reverse0.000
DirectionVolume
(ac-ft)
Total Volume Out
Reverse0.130Pond Outflow...
Forward7.298Pond Inflow....
DirectionVolume
(ac-ft)
Total Volume In
Mass Balance (ac-ft)
ac-ft0.000Volume (Initial ICPM)
ac-ft4.814Volume (Total In ICPM)
ac-ft5.033Volume (Total Out ICPM)
ac-ft2.066Volume (Ending)
ft517.55Elevation (Ending)
ac-ft-2.285Difference
%45.4
Percent of Inflow Volume
(Interconnected Pond Mass
Balance)
Page 43 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (5.16 in)Label: B-POST-POND
Return Event: 10 yearsSubsection: Interconnected Pond Routing Summary
Infiltration
No InfiltrationInfiltration Method
(Computed)
Initial Conditions Calculation Tolerances
ft514.00Elevation (Starting Water
Surface Computed)
ft³/s0.000Flow Tolerance (Minimum)
ac-ft0.000Volume (Starting)70Maximum Iterations
ft³/s0.00Outflow (Starting)hours0.500ICPM Time Step
3.204519.1613.000
Volume
(ac-ft)
Elevation
(ft)
Time to
Peak
(hours)
Maximum Storage
0.000.000
0.000.000
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Reverse Flow Peaks
73.4512.000Pond Outflow...
110.9912.000Pond Inflow....
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Forward Flow Peaks
Forward13.342
Reverse0.000
DirectionVolume
(ac-ft)
Total Volume Out
Reverse0.000Pond Outflow...
Forward12.966Pond Inflow....
DirectionVolume
(ac-ft)
Total Volume In
Mass Balance (ac-ft)
ac-ft0.000Volume (Initial ICPM)
ac-ft12.221Volume (Total In ICPM)
ac-ft8.836Volume (Total Out ICPM)
ac-ft2.112Volume (Ending)
ft517.62Elevation (Ending)
ac-ft1.273Difference
%10.4
Percent of Inflow Volume
(Interconnected Pond Mass
Balance)
Page 44 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (2.93 in)Label: UPSTREAM
Return Event: 1 yearsSubsection: Interconnected Pond Routing Summary
Infiltration
No InfiltrationInfiltration Method
(Computed)
Initial Conditions Calculation Tolerances
ft514.40Elevation (Starting Water
Surface Computed)
ft³/s0.000Flow Tolerance (Minimum)
ac-ft0.000Volume (Starting)70Maximum Iterations
ft³/s0.00Outflow (Starting)hours0.500ICPM Time Step
1.184518.5715.000
Volume
(ac-ft)
Elevation
(ft)
Time to
Peak
(hours)
Maximum Storage
-2.7815.000
0.000.000
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Reverse Flow Peaks
32.3712.000Pond Outflow...
44.6712.000Pond Inflow....
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Forward Flow Peaks
Forward3.615
Reverse0.000
DirectionVolume
(ac-ft)
Total Volume Out
Reverse0.065Pond Outflow...
Forward5.298Pond Inflow....
DirectionVolume
(ac-ft)
Total Volume In
Mass Balance (ac-ft)
ac-ft0.000Volume (Initial ICPM)
ac-ft5.363Volume (Total In ICPM)
ac-ft3.615Volume (Total Out ICPM)
ac-ft0.000Volume (Ending)
ft514.40Elevation (Ending)
ac-ft1.748Difference
%32.6
Percent of Inflow Volume
(Interconnected Pond Mass
Balance)
Page 45 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (3.54 in)Label: UPSTREAM
Return Event: 2 yearsSubsection: Interconnected Pond Routing Summary
Infiltration
No InfiltrationInfiltration Method
(Computed)
Initial Conditions Calculation Tolerances
ft514.40Elevation (Starting Water
Surface Computed)
ft³/s0.000Flow Tolerance (Minimum)
ac-ft0.000Volume (Starting)70Maximum Iterations
ft³/s0.00Outflow (Starting)hours0.500ICPM Time Step
1.435518.8013.000
Volume
(ac-ft)
Elevation
(ft)
Time to
Peak
(hours)
Maximum Storage
-7.0713.000
0.000.000
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Reverse Flow Peaks
44.5712.000Pond Outflow...
62.1012.000Pond Inflow....
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Forward Flow Peaks
Forward4.814
Reverse0.000
DirectionVolume
(ac-ft)
Total Volume Out
Reverse0.130Pond Outflow...
Forward7.298Pond Inflow....
DirectionVolume
(ac-ft)
Total Volume In
Mass Balance (ac-ft)
ac-ft0.000Volume (Initial ICPM)
ac-ft7.428Volume (Total In ICPM)
ac-ft4.814Volume (Total Out ICPM)
ac-ft0.381Volume (Ending)
ft517.58Elevation (Ending)
ac-ft2.232Difference
%30.1
Percent of Inflow Volume
(Interconnected Pond Mass
Balance)
Page 46 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (5.16 in)Label: UPSTREAM
Return Event: 10 yearsSubsection: Interconnected Pond Routing Summary
Infiltration
No InfiltrationInfiltration Method
(Computed)
Initial Conditions Calculation Tolerances
ft514.40Elevation (Starting Water
Surface Computed)
ft³/s0.000Flow Tolerance (Minimum)
ac-ft0.000Volume (Starting)70Maximum Iterations
ft³/s0.00Outflow (Starting)hours0.500ICPM Time Step
2.258519.2813.000
Volume
(ac-ft)
Elevation
(ft)
Time to
Peak
(hours)
Maximum Storage
0.000.000
0.000.000
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Reverse Flow Peaks
73.4512.000Pond Outflow...
110.9912.000Pond Inflow....
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Forward Flow Peaks
Forward13.342
Reverse0.000
DirectionVolume
(ac-ft)
Total Volume Out
Reverse0.000Pond Outflow...
Forward12.966Pond Inflow....
DirectionVolume
(ac-ft)
Total Volume In
Mass Balance (ac-ft)
ac-ft0.000Volume (Initial ICPM)
ac-ft12.966Volume (Total In ICPM)
ac-ft13.342Volume (Total Out ICPM)
ac-ft0.410Volume (Ending)
ft517.65Elevation (Ending)
ac-ft-0.786Difference
%5.9
Percent of Inflow Volume
(Interconnected Pond Mass
Balance)
Page 47 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
Storm Event: TypeII 24hr (7.74 in)Label: UPSTREAM
Return Event: 100 yearsSubsection: Interconnected Pond Routing Summary
Infiltration
No InfiltrationInfiltration Method
(Computed)
Initial Conditions Calculation Tolerances
ft514.40Elevation (Starting Water
Surface Computed)
ft³/s0.000Flow Tolerance (Minimum)
ac-ft0.000Volume (Starting)70Maximum Iterations
ft³/s0.00Outflow (Starting)hours0.500ICPM Time Step
2.716519.4913.000
Volume
(ac-ft)
Elevation
(ft)
Time to
Peak
(hours)
Maximum Storage
0.000.000
0.000.000
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Reverse Flow Peaks
94.0512.000Pond Outflow...
191.2912.000Pond Inflow....
Flow (Peak)
(ft³/s)
Time to Peak
(hours)
Forward Flow Peaks
Forward21.298
Reverse0.000
DirectionVolume
(ac-ft)
Total Volume Out
Reverse0.000Pond Outflow...
Forward22.455Pond Inflow....
DirectionVolume
(ac-ft)
Total Volume In
Mass Balance (ac-ft)
ac-ft0.000Volume (Initial ICPM)
ac-ft22.455Volume (Total In ICPM)
ac-ft21.298Volume (Total Out ICPM)
ac-ft0.000Volume (Ending)
ft514.40Elevation (Ending)
ac-ft1.157Difference
%5.2
Percent of Inflow Volume
(Interconnected Pond Mass
Balance)
Page 48 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Union County, NC (Time-Depth Curve, 1 years)...1, 2
U
CS (Outlet Input Data, 1 years)...35, 36, 37
CS (Composite Rating Curve, 1 years)...38, 39, 40, 41
C-PRE-AREA (Unit Hydrograph (Hydrograph Table), 2 years)...20
C-PRE-AREA (Unit Hydrograph (Hydrograph Table), 100 years)...22
C-PRE-AREA (Unit Hydrograph (Hydrograph Table), 10 years)...21
C-PRE-AREA (Unit Hydrograph (Hydrograph Table), 1 years)...19
C-PRE-AREA (Time of Concentration Calculations, 1 years)...11, 12
C-PRE-AREA (Runoff CN-Area, 1 years)...14
C-POST-AREA (Unit Hydrograph (Hydrograph Table), 2 years)...16
C-POST-AREA (Unit Hydrograph (Hydrograph Table), 100 years)...18
C-POST-AREA (Unit Hydrograph (Hydrograph Table), 10 years)...17
C-POST-AREA (Unit Hydrograph (Hydrograph Table), 1 years)...15
C-POST-AREA (Time of Concentration Calculations, 1 years)...9, 10
C-POST-AREA (Runoff CN-Area, 1 years)...13
C
B-POST-POND (Interconnected Pond Routing Summary, 2 years)...43
B-POST-POND (Interconnected Pond Routing Summary, 10 years)...44
B-POST-POND (Interconnected Pond Routing Summary, 1 years)...42
B-POST-POND (Elevation-Area Volume Curve, 2 years)...28
B-POST-POND (Elevation-Area Volume Curve, 100 years)...30
B-POST-POND (Elevation-Area Volume Curve, 10 years)...29
B-POST-POND (Elevation-Area Volume Curve, 1 years)...27
B
A-PRE-OUT (Addition Summary, 2 years)...25
A-PRE-OUT (Addition Summary, 100 years)...26
A-POST-OUT (Addition Summary, 2 years)...23
A-POST-OUT (Addition Summary, 100 years)...24
A
Hopewell Baptist Phase 3
Index
Page 49 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Hopewell Baptist Phase 3
UPSTREAM (Interconnected Pond Routing Summary, 2 years)...46
UPSTREAM (Interconnected Pond Routing Summary, 100 years)...48
UPSTREAM (Interconnected Pond Routing Summary, 10 years)...47
UPSTREAM (Interconnected Pond Routing Summary, 1 years)...45
UPSTREAM (Elevation-Area Volume Curve, 2 years)...32
UPSTREAM (Elevation-Area Volume Curve, 100 years)...34
UPSTREAM (Elevation-Area Volume Curve, 10 years)...33
UPSTREAM (Elevation-Area Volume Curve, 1 years)...31
Union County, NC (Time-Depth Curve, 2 years)...3, 4
Union County, NC (Time-Depth Curve, 100 years)...7, 8
Union County, NC (Time-Depth Curve, 10 years)...5, 6
Page 50 of 5027 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/19/2018
Bentley PondPack V8i
[08.11.01.56]
Bentley Systems, Inc. Haestad Methods Solution
Center17000199-Wet Pond.ppc
Basin ID:
Project Name:
Project # :
Designer:
Date: 12/26/17
Rev:03/19/17
10.46 ac
19.56 ac
0.24 ac
-0.24 ac
30.02 ac
35.64%
5.298 ac-ft
2.641 ac-ft
Difference 2.657 ac-ft
4.00 ft
Mtn/Piedmont Region
3.00 4.00 5.00 6.00 7.00 8.00
10% 0.51 0.43 0.37 0.30 0.27 0.25
20% 0.84 0.69 0.61 0.51 0.44 0.40
30% 1.17 0.81 0.84 0.72 0.61 0.56
40% 1.51 1.22 1.09 0.91 0.78 0.71
50% 1.79 1.47 1.31 1.13 0.95 0.87
60% 2.09 1.73 1.49 1.31 1.12 1.03
70% 2.51 2.04 1.80 1.56 1.34 1.17
80% 2.92 2.36 2.07 1.82 1.62 1.40
90% 3.25 2.64 2.31 2.04 1.84 1.59
100% 3.55 2.79 2.52 2.34 2.04 1.75
Pool Depth Imp Cover
SA/DA @ 4'SA/DA @ 5' SA/DA @ 4.18'
Lower Value: 4.00' 30.00% 0.81 0.84 0.82 1.041359094 0.981072618 0.981072618
Actual Value: 4.18' 35.64% X X X
Upper Value: 5.00' 40.00% 1.22 1.09 1.20
X = 1.04 0.98 1.03
0.31 ac or 13,455.15 sf (SA/DA x Drainage Area)
Wet Detention Basin Worksheet
Wet Pond #1
Hopewell Baptist Church
17000199
Kevin Westra, PE
The wet detention basin has been designed in accordance with and the NCDEQ
BMP Design Manual Dated January 3rd, 2017.
DESIGNED PER 01-03-2017 MINIMUM DESIGN CRITERIA
Basin Drainage Area Summary
Impervious Area:
Pervious Area:
Future Impervious Area:
Future Pervious Area:
Total Area:
Percent Impervious:
Post Development Volume (1 Yr Event)
Pre Development Volume (1 Yr Event)
Assumed Average Depth of Permanent Pool:
Calculate the Minimum Required Surface Area for the Permanent Pool (based on NCDEQ)
Basin Designed for
Table 1.1 Surface Area to Drainage Area (SA/DA). Taken from NCDEQ, 2017
% IMP. Cover PERMANENT POOL AVERAGE DEPTH (ft.)
See next sheet for calculation of actual avg. depth
Surface Area Min.:
514.00
Elev. Forebay
Area
Main Bay
Area
Total Area Avg. Total
Area
Main Bay Accumul.
Vol.
Forebay
Accumul. Vol.
Total Accumul.
Vol.
508 .00 sf 6,072.00 sf 6,072.00 sf .00 sf .00 cf .00 cf .00 cf
509 1,037.00 sf 7,519.00 sf 8,556.00 sf 7,314.00 sf 6,795.50 cf .00 cf 6,795.50 cf
510 1,540.00 sf 8,627.00 sf 10,167.00 sf 9,361.50 sf 14,868.50 cf 1,288.50 cf 16,157.00 cf
511 2,065.00 sf 9,785.00 sf 11,850.00 sf 11,008.50 sf 24,074.50 cf 3,091.00 cf 27,165.50 cf
512 2,679.00 sf 10,965.00 sf 13,644.00 sf 12,747.00 sf 34,449.50 cf 5,463.00 cf 39,912.50 cf
513 3,391.00 sf 12,186.00 sf 15,577.00 sf 14,610.50 sf 46,025.00 cf 8,498.00 cf 54,523.00 cf
513.5 3,897.00 sf 13,201.00 sf 17,098.00 sf 16,337.50 sf 52,371.75 cf 10,320.00 cf 62,691.75 cf
514 .00 sf 20,570.00 sf 20,570.00 sf 18,834.00 sf 60,814.50 cf 11,294.25 cf 72,108.75 cf
.00 sf .00 sf .00 cf .00 cf .00 cf
.00 sf .00 sf .00 cf .00 cf .00 cf
.00 sf .00 sf .00 cf .00 cf .00 cf
.00 sf .00 sf .00 cf .00 cf .00 cf
Elev.Vol. Accumul. Vol.
514 .00 cf .00 cf
515 22,189.50 cf 22,189.50 cf
516 24,850.00 cf 47,039.50 cf
517 26,948.00 cf 73,987.50 cf
518 29,051.50 cf 103,039.00 cf
518.5 15,311.50 cf 118,350.50 cf
519 15,594.50 cf 133,945.00 cf
520 33,382.50 cf 167,327.50 cf
.00 cf .00 cf
20,570.00 sf
13,455.15 sf
Total Volume of Permament Pool: 72,108.75 cf
4.18'
Perm Pool Area:20,570-sf
Bott. Shelf Area:17,098-sf
Bottom Area:6,072.00 sf
Depth:5.50
15.66%
Calculate the Average Depth and Design Volume of Basin from Proposed Contours
Assumed Elev. Of Permanent Pool
Basin Permanent Pool Stage/Storage
Basin Detention Stage/Storage Above Permanent Pool Elevation
Contour Area
20,570.00 sf
23,809.00 sf
25,891.00 sf
28,005.00 sf
30,098.00 sf
32,280.00 sf
34,485.00 sf
31,148.00 sf
Actual Surface Area of Permanent Pool:
Req'd Surface Area of Permanent Pool:
Actual Greater Than Req'd- Acceptable
Average Depth of Permanent Pool:
Avg. Depth is Acceptable and is Greater Than The Assumed Depth
NOTE: Min.Avg. Depth Allowed is 3', Max. Avg. Depth is 9'
Compute Forebay Volume Forebay Too Small
NOTE: Recommended Volume in Forebay is Between 18% and 22% of Total Volume
bottshelf
bottpondbottshelf
permpool
bottshelf
av A
DepthAA
A
Ad 2125.0
1.0" Rainfall.
POST
I = 35.64%Rv =0.37
WQv (1 IN)=40,405.53 cf
WQv (Post-Pre) = 115,738.92 cf
Elev. Vol. Above Perm.
Pool
518.00 103,039.00 cf
X 115,738.92 cf
518.50 118,350.50 cf
Area of WQv WQv Provided
518.41 WQv Elev. Used:518.50 20,570-sf 118,351-cf
4.50 ft 30098
Determine The Volume & Elevation of The Temporary Water Quality Pool
Determine the Runoff Coefficient (Rv) for the
Rv = 0.05 + 0.9 x (I)
Determine the Water Quality Volume (WQv)
WQv = Design Rainfall x Rv x Drainage Area
Design Rainfall is 1.0" Inch
Rv is 0.37
Drainage Area is 30.02 Acres
WQv = 1.0" x 0.37 x 30.02
Determine the Elevation of the WQv
Highest Elev. Below WQv
Estimated WQv Elev.
Min. WQv Elev.:
Temporary WQv Pool Depth:Recommended WQv Elev. Should be
0.5' Above Min. WQv Elev.
Estimated Orifice Dia.: 4.00 in
Orifice Eq. Q = ca(2gh)^1/2 c = 0.62
Draw-down Time = WQv Vol./Q a = 0.0873 sf
g = 32.17 ft/s
Orifice Invert Assumed at Perm. Pool Elev. h = 1.44'
Q = 0.52 cfs
63.02 hrs
Acceptable
OUTFLOW PIPE
Elevation = 507.00
6' Littoral Shelf
Determine The Release Rate for the Water Quality Pool
Compute Water Quality Volume Release Rate
Note: Head (h) is taken as 1/3 actual
WQv ELEV. 518.41
PERM POOL ELEV. 514
BOTTOM OF POND 508
Add'l 1' of Sediment Storage
Draw-down Time:
Draw-down Time should be 2 to 5 days
Wet Extended Detention Basin Summary
Permit No.______________________
(to be provided by DWQ)
I. PROJECT INFORMATION
Project name
Contact person
Phone number
Date
Drainage area number
II. DESIGN INFORMATION
Site Characteristics
Drainage area 1,289,866 ft2
Impervious area, post-development 465,785 ft2
% impervious 36.11 %
Design rainfall depth 2.9 (post-pre) in
Storage Volume: Non-SA Waters
Minimum volume required 115,739 ft3
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Peak Flow Calculations
Is the pre/post control of the 1yr 24hr storm peak flow required? y (Y or N)
1-yr, 24-hr rainfall depth 2.9 in
Rational C, pre-development 0.30 (unitless)
Rational C, post-development 0.65 (unitless)
Rainfall intensity: 1-yr, 24-hr storm 3.30 in/hr OK
Pre-development 1-yr, 24-hr peak flow 17.38 ft3/sec
Post-development 1-yr, 24-hr peak flow 4.94 ft3/sec
Pre/Post 1-yr, 24-hr peak flow control -12.44 ft3/sec
Elevations
Temporary pool elevation 518.50 fmsl
Permanent pool elevation 514.00 fmsl
SHWT elevation (approx. at the perm. pool elevation) 505.00 fmsl
Top of 10ft vegetated shelf elevation 514.50 fmsl
Bottom of 10ft vegetated shelf elevation 513.50 fmsl
Sediment cleanout, top elevation (bottom of pond) 509.00 fmsl
Sediment cleanout, bottom elevation 508.00 fmsl
Sediment storage provided 1.00 ft
Is there additional volume stored above the state-required temp. pool? y (Y or N)
Elevation of the top of the additional volume 518.5 fmsl OK
704-496-6297
3/19/2018
This form must be filled out, printed and submitted.
WET DETENTION BASIN SUPPLEMENT
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
Kevin Westra
401 CERTIFICATION APPLICATION FORM
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
1
Volume provided
ft3
ft3
Hopewell Baptist Worship Addition
Volume provided 118,351
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 1 of 2
Permit No.______________________
(to be provided by DWQ)
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool 31,148 ft2
Area REQUIRED, permanent pool 13,157
ft2
SA/DA ratio 1.02 (unitless)
Area PROVIDED, permanent pool, Aperm_pool 19,920 ft2 OK
Area, bottom of 10ft vegetated shelf, Abot_shelf 16,273 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abot_pond 8,027 ft2
Volumes
Volume, temporary pool 118,351 ft3 OK
Volume, permanent pool, Vperm_pool 72,108 ft3
Volume, forebay (sum of forebays if more than one forebay) 10,320 ft3
Forebay % of permanent pool volume 14.3% % Insufficient forebay volume.
SA/DA Table Data
Design TSS removal 85 %
Coastal SA/DA Table Used? n (Y or N)
Mountain/Piedmont SA/DA Table Used? y (Y or N)
SA/DA ratio 1.02 (unitless)
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10-2b) n (Y or N)
Volume, permanent pool, Vperm_pool 72,108 ft3
Area provided, permanent pool, Aperm_pool 19,920 ft2
Average depth calculated 4.20 ft OK
Average depth used in SA/DA, dav, (Round to nearest 0.5ft)4.2 ft OK
Calculation option 2 used? (See Figure 10-2b) y (Y or N)
Area provided, permanent pool, Aperm_pool 19,920 ft2
Area, bottom of 10ft vegetated shelf, Abot_shelf 16,273 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abot_pond 8,027 ft2
"Depth" (distance b/w bottom of 10ft shelf and top of sediment) 4.50 ft
Average depth calculated 4.20 ft OK
Average depth used in SA/DA, dav, (Round to down to nearest 0.5ft)4.2 ft OK
Drawdown Calculations
Drawdown through orifice? y (Y or N)
Diameter of orifice (if circular) 4.18 in
Area of orifice (if-non-circular)in2
Coefficient of discharge (CD)0.62 (unitless)
Driving head (Ho)1.44 ft
Drawdown through weir? n (Y or N)
Weir type (unitless)
Coefficient of discharge (Cw)(unitless)
Length of weir (L) ft
Driving head (H) ft
Pre-development 1-yr, 24-hr peak flow 17.38 ft3/sec
Post-development 1-yr, 24-hr peak flow 4.94 ft3/sec
Storage volume discharge rate (through discharge orifice or weir) 0.52 ft3/sec
OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10.0 ft OK
Length of flowpath to width ratio 3 :1 Insufficient flow path to width ratio. Must not short-circuit pond.
Length to width ratio 3.0 :1 OK
Trash rack for overflow & orifice? y (Y or N) OK
Freeboard provided 1.3 ft OK
Vegetated filter provided? y (Y or N) OK
Recorded drainage easement provided? y (Y or N) OK
Capures all runoff at ultimate build-out? y (Y or N) OK
Drain mechanism for maintenance or emergencies is:
Storage volume drawdown time 2.36 days
pump pond down
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 2 of 2
Section 5
Exhibits
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Soil Map—Union County, North Carolina
(Hopewell Baptist Church)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1/9/2018
Page 1 of 33890800389100038912003891400389160038918003890800389100038912003891400389160038918003892000541100541300541500541700541900542100542300542500542700542900543100543300
541100 541300 541500 541700 541900 542100 542300 542500 542700 542900 543100 543300
35° 10' 12'' N 80° 32' 56'' W35° 10' 12'' N80° 31' 26'' W35° 9' 31'' N
80° 32' 56'' W35° 9' 31'' N
80° 31' 26'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
0 250 500 1000 1500
Feet
0 50 100 200 300
Meters
Map Scale: 1:6,130 if printed on B landscape (17" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 17, Oct 3, 2017
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jun 14, 2015—Feb 8,
2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Soil Map—Union County, North Carolina
(Hopewell Baptist Church)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1/9/2018
Page 2 of 3
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
BaB Badin channery silt loam, 2 to
8 percent slopes
32.5 22.7%
BdB2 Badin channery silty clay loam,
2 to 8 percent slopes,
moderately eroded
5.8 4.1%
CmB Cid channery silt loam, 1 to 5
percent slopes
37.4 26.1%
GoC Goldston very channery silt
loam, 4 to 15 percent slopes
8.2 5.7%
GsB Goldston-Badin complex, 2 to
8 percent slopes
29.0 20.2%
ScA Secrest-Cid complex, 0 to 3
percent slopes
30.4 21.2%
Totals for Area of Interest 143.3 100.0%
Soil Map—Union County, North Carolina Hopewell Baptist Church
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1/9/2018
Page 3 of 3
Hydrologic Soil Group—Union County, North Carolina
(Hopewell Baptist Church)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1/9/2018
Page 1 of 43890800389100038912003891400389160038918003890800389100038912003891400389160038918003892000541100541300541500541700541900542100542300542500542700542900543100543300
541100 541300 541500 541700 541900 542100 542300 542500 542700 542900 543100 543300
35° 10' 12'' N 80° 32' 56'' W35° 10' 12'' N80° 31' 26'' W35° 9' 31'' N
80° 32' 56'' W35° 9' 31'' N
80° 31' 26'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
0 250 500 1000 1500
Feet
0 50 100 200 300
Meters
Map Scale: 1:6,130 if printed on B landscape (17" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 17, Oct 3, 2017
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jun 14, 2015—Feb 8,
2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Hydrologic Soil Group—Union County, North Carolina
(Hopewell Baptist Church)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1/9/2018
Page 2 of 4
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
BaB Badin channery silt
loam, 2 to 8 percent
slopes
C 32.5 22.7%
BdB2 Badin channery silty
clay loam, 2 to 8
percent slopes,
moderately eroded
C 5.8 4.1%
CmB Cid channery silt loam, 1
to 5 percent slopes
D 37.4 26.1%
GoC Goldston very channery
silt loam, 4 to 15
percent slopes
D 8.2 5.7%
GsB Goldston-Badin
complex, 2 to 8
percent slopes
D 29.0 20.2%
ScA Secrest-Cid complex, 0
to 3 percent slopes
C 30.4 21.2%
Totals for Area of Interest 143.3 100.0%
Hydrologic Soil Group—Union County, North Carolina Hopewell Baptist Church
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1/9/2018
Page 3 of 4
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (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
Hydrologic Soil Group—Union County, North Carolina Hopewell Baptist Church
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1/9/2018
Page 4 of 4
Section 6
Drainage Maps
OLD DUTCH ROADCONCORD HIGHWAY - US 601LEGENDDrainage Map-Detention Pre. Dev.NORTHREVISIONSDATESHEET NUMBERSEALPROJECT NO01.29.2018170028900 Concord HwyFairview, NC 28110HOPEWELLBAPTISTWORSHIPADDITION
REVISIONSDATESHEET NUMBERSEALPROJECT NO01.29.2018170028900 Concord HwyFairview, NC 28110HOPEWELLBAPTISTWORSHIPADDITIONNORTHDRAINAGE AREAMAP
REVISIONSDATESHEET NUMBERSEALPROJECT NO01.29.2018170028900 Concord HwyFairview, NC 28110HOPEWELLBAPTISTWORSHIPADDITIONNORTHCOMPONENT MAP