SW3100301 - Hopewell Baptist Church - Worship Addition (3)

Hopewell Baptist Worship Addition
8900 Concord Highway, Fairview, NC
Storm Water Management Plan Calculations
January 15, 2018
benesch
Alfred benesch Et Company
2320 West Morehead Street
Charlotte, NC 28208
www.benesch.com
P: 704.521.9880
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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 Ft 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
DrainageMaps............................................................................................................ Section 6
• Pre -Development Drainage Map
• Post Development Drainage Map
• Component Drainage Map

Hopewell Baptist Worship Addition
Fairview, North Carolina
Stormwa ter 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 08183008070, 08183008C60, It 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 4.13 acres of new impervious area. At the
completion of the phase the total site impervious will be 10.60 acres or 12.4%
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.
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
*Rates include the modeling of the natural storage upstream of the pond
culverts.
Pre
Flow(cfs)
Post Flow
Into Pond (cfs)
Post Flow
Pond Routed (cfs)
Max Water
Elevation
1 yr.
16.96
26.62
0.70
516.79
2 yr.
27.22
34.79
0.75
517.17
10 yr.
58.66
55.68
1.90
518.08
100 yr.
114.90
80.76
35.40
518.93
*Rates include the modeling of the natural storage upstream of the pond
culverts.

Section 2
Storm Water Conveyance Calculations

Precipitation Frequency Data Server
Page 1 of 4
NOAH Atlas 14, Volume 2, Version 3
-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Location name: Fairview, North Carolina, USA*
Latitude: 35.1638°, Longitude: -80.5368°
s i
M
Elevation: 521.54 ft**
r
• source ESRI Maps
"source USGS
'v�� �,:
'"'`
POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnin, D Martin, B Lin, T Parzybok, M Yekta, and D Riley
NOAH, Nabonal Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS
-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration���
Average recurrence interval (years)
10
25
50
100
200
500
1000
0.412
0.487
0.566
0.623
0.686
0.731
0.771
0.806
0.845
0.872
5 -min
(0 380-0448)1(0448-0
530)
(0 519-0 616)
(0 570-0 676)
(0 626-0 744)
(0 664-0 792)
(0 697-0 835)
(0 725-0 874)
(0 754-0 917)
(0 772-0 948)
0.658
0.778
0.906
0.996
1.09
1.16
1.23
1.28
1.34
1.37
10 -min
(0 607-0 715)
(0 716-0 848)
(0 832-0 986)
(0 912-1 08)
(0 998-1 19)
1 (1 11-1 33) 11
(1 15-1 39) 11
(1 19-145)
(1 22-149)
0.823
0.979
1.15
126
1.39
1.47
1.55
1.61
1.68
1.72
15 -min
(0 756-0 894)
(0 900-1 07)
1 (1 05-125) 11
(1 15-1 37)
1 (1 26-150) 1
1 (140-1 68) 11
(1 45-1 75)
1 (1 50-1 83)
1 (1 53-1 88)
1.13
1.35
1.63
1.83
2.05
2.22
2.37
2.51
2 68
2.79
30 -min
(1 04-123)
1 (1 24-1 47)
1 (149-177)
1 (1 67-1 98)
1 (1 87-2 23) 11
(2 02-2 40)
1 (2 14-2 57)
1 (2 26-2 72)
1 (2 39-2 91)
1 (2 47-3 04)
60
1.41
1.70
2.09
2.38
2.74
3.01
3.27
3.52
3.84
4.08
-min
(1 30-1 53)
(1 56-1 85)
1(192-227)
1(218-258)
1(250-297)
1(273-326)
1(295-354)
1(317-382)
1(343-417)
(361-443)
1.63
1.97
2.44
2.80
3.26
3.61
3.96
4.30
4.74
5.08
2 -hr
(1 49-178)
(1 60-2 16)
(2 23-2 67)
(2 55-3 06)
(2 96-3 56)
(3 26-3 93)
(3 56-4 31)
(3 84-4 68)
1 (4 19-5 17)
1 (4 45-5 55)
1.73
2.09
2.-Si--]F-3-.O
-1
3.55
3.97
4 39
4.83
5.42
5.88
3 -hr
(1 59-1 90)
1 (1 92-2 30)
1 (2 39-2 87)
1 (2 74-3 30)
1 (3 22-3 88)
1 (3 58-4 33)
1 (3 93-4 79)
1 (4 29-5 26)
1 (4 75-5 91)
1 (5 10-6 42)
2.09
2.52
3.14
3.64
4.30
4.83
5.36
5.91
6.67
7.27
6 -hr
(1 91-2 29)
1 (2 31-2 76)
1 (2 88-3 45)
1 (3 32-3 98)
1 (3 90-4 68)
1 (4 35-5 25)
1 (4 80-5 83)
1 (5 24-6 43)
1 (5 83-7 24)
1 (6 28-7 89)
2.48
2.99
3.75
4.36
5.19
5.87
6.56
7.29
8.31
9.13
12 -hr
(2 28-2 71)
1 (2 75-3 29)
1 (3 44-4 11)
1 (2198-4 77)
1 (4 70-5 67)
1 (5 27-6 39)
1 (5 85-7 13) 11
(6 42-7 92)
1 (7 20-9 01)
1 (7 80-9 91)
2.93
3.54
4.-"-]F--s-.16--]F--6.1-4-]F6.93
7.74
8.58
9.75
10.7
24 -hr
(2 71-3 17) 11
(3 27-3 84)
1 (4 10-4 82)
1 (4 76-5 59)
1 (5 64-6 65)
1 (6 35-7 50)
1 (7 07-8 39) 11
(7 81-9 31)
1 (8 82-10 6)
1 (9 62-11 6)
3.44
4.14
5.17
5.98
7.09
7.98
8.89
9.84
11.2
12.2
2 -day
(3 18-3 72)
1 (3 84-4 49)
1 (4 78-5 59)
1 (5 52-6 47)
1 (6 52-7 66)
7 32-8 63)
1 (8 13-9 62)
1 (8 96-10 7)
1 (10 1-12 1)
(110-133)
-3.6-5-]F-4.38
-5.-44--]F--6-.27-1
7.42
8.34
9.29
10.3
11.6
1-2-7-7
3 -day
(3 38-3 94)
1 (4 07-4 73)
1 (5 04-5 87)
1 (5 80-6 77)
1 (6 84-8 01)
1 (7 66-9 00)
1 (8 51-10 0)
1 (9 37-11 1)
1 (10 6-12 6)
1 (11 5-13 8)
3.85
--4.-62---]F-5-.7-1--]F--6.-57-]F-7-.7-5-
-8-.7-0--]F-9-.6-8-IF-10.7
12.1
13.2
4 -day
(3 58-4 15)
(4 29-4 98)
(5 29-6 15)
(6 08-7 07)
(7 15-8 35)
(8 01-9 38)(8
88-10 4)
1 (9 78-11 5) 11
(11 0-13 1)
1 (12 0-14 3)
4.45
5.30
-6.4-6--JF-7.39
8.66
-9.6-8-]F-10.7
11.8
13.3
14.5
7 -day
(4 16-4 76)
1 (4 97-5 68)
1 (6 05-6 92)
1 (6 90-7 91)
1 (8 06-9 27)
1 (8 98-10 4)
1 (9 92-11 5)
1 (10 9-12 7)
1 (12 2-14 3) 1(13
3-15 6)
10 -day
5.11
(4 80-5 45)
6.08
1 (5 70-6 48)
7 -32-]F--8-.29-1
6 85-7 80)
1 (7 75-8 83)
9.60
1 (8 95-10 2)
10-.6--]F--1
1 (9 90-11 3)
1-T
1 (10 8-12 5)
12.7
1 (11 8-13 6)
-14-.2--]F--1
1 (13 1-15 2)
5-.4
1 (14 1-16 5)
6.86
8.09
9 56
10.7
12.3
13.5
14.7
16.0
17.7
19.1
20 -day
(6 47-7 27)
1 (7 64-8 58)
1 (9 01-10 1)
1 (10 1-114)
1 (115-13 0)
1 (12 7-14 3)
1 (13 B-15 7)
1 (14 9-17 0)
1 (16 5-18 9)
(176-203)
8.41
9.89
11.5
12.8
14.4
15.7
16.9
18.2
19.9
21.2
30 -day
(7 95-8 90)
1 (9 36-10 5)
1 (10 9-12 2)
1 (12 1-13 5)
1 (13 6-15 2)
1 (14 8-16 6)
1 (15 9-17 9)
1 (17 1-19 3)
1 (18 6-21 1)
1 (19 7-22 5)
10.6
12.4
-14-.2-T-15.6
17.4
-18-.7-]F-20.0
21.3
23.0
24.3
45 -day
(10 1-11 1)
1 (11 B-13 0)
1 (13 5-14 9)
1 (14 B-16 3)
1 (16 4-18 2)
1 (17 7-19 6)
1 (18 9-21 0)
1 (20 1-22 4)
1 (216-24 3)
1 (22 8-25 6)
-12-.6-T--1
4-.87
F -1-6-.7-]F--'
8-.2
20.1
21.5
22.9
24.3
26.1
27.4
60 -day
(12 1-13 2)
(14 1-15 4)
(15 9-17 4)
(17 3-19 0)
(19 2-21 0)(20
5-22 6)(21
8-24 0)
LEIL25 5)
(24 6-27 4) J1
(25 9-28 8)
ahon frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS)
rsmparenthesis are PF estimates at lower and upper bounds of the 90% confidence interval The probability that precipitation frequency estimates (for a
urationand average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5% Estimates at upper bounds are not
F"
d againstprobable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values
refer to NOAA Atlas 14 document for more information
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Precipitation Frequency Data Server
PF graphical
PDS -based depth -duration -frequency (DDF) curves
Latitude 35 16381, Longitude- -80 53680
au
25
c
L 20
Q
v
v
- 15
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ro
c.
ri 10
P
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5
0
30
25
c
20
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v
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c 15
�o
Q
10
v
rL
5
0'- - — —r r
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT). Tue Dec 26 21 02:02 2017
Back to Top
Page 2 of 4
Average recurrence
interval
(years)
— 9
2
5
— 10
25
50
100
200
500
1000
Duration
— 5 -min
— 2 -day
— 10-nin
— 3 -day
— 15 -min
— 4 -day
— 30 -min
— 7 -day
— 60 -min
— 10-aay
E
— 20 -day
— 3 -hr
tb t
,
t IL f0 rD
M
-G 'G
fD
f0 f0 �O (C
-0 -Y -Y
— 60 -day
6NA
,
6
6
N f11
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rl
V
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r -L O
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O O LA O
N M Q to
Duration
30
25
c
20
CL
v
v
c 15
�o
Q
10
v
rL
5
0'- - — —r r
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT). Tue Dec 26 21 02:02 2017
Back to Top
Page 2 of 4
Average recurrence
interval
(years)
— 9
2
5
— 10
25
50
100
200
500
1000
Duration
— 5 -min
— 2 -day
— 10-nin
— 3 -day
— 15 -min
— 4 -day
— 30 -min
— 7 -day
— 60 -min
— 10-aay
— 2 -hr
— 20 -day
— 3 -hr
— 30 -day
— 6 -hr
— 45 -day
— 12 -hr
— 60 -day
— 24 -hr
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,Precipitation Frequency Data Server
Maps & aerials
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Page 3 of 4
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Precipitation Frequency Data Server
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US Department of Commence
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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Precipitation Frequency Data Server
Page 1 of 4
NOAA Atlas 14, Volume 2, Version 3
Location name: Fairview, North Carolina, USA*
Latitude: 35.1638*, Longitude: -80.5368°
recurrence interval (years)
Elevation: 521.54 ft -
'source ESRI Maps�„�
source USGS
25
POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnin, D Martin, B Lin, T Parzybok, M Yekta, and D Riley
NOAH, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aenals
PF tabular
PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average
recurrence interval (years)
Duration���
10
25
50
100
200F
500
1000
4.94
5-.8-4-]F-6.-79--]F--7.-48--]F--8
-23--JF-8-.7-7--]F-9.-26-]F-9-.6-7--JF-1-0--l--IF-10.5
5 -min
(4 56-5 38)
1 (5 38-6 36)
1 (6 23-7 39)
1 (6 84-8 11)
1 (7 51-8 93)
1 (7 97-9 50)
1 (8 36-10 0)
1 (8 70-10 5)
1 (9 05-11 0)
1 (9 26-114)
3.95
4.67
5.44
5.98
6.56
6.98
7.35
7 66
8.02
8 24
10 -min
(3 64-4 29)
1 (4 30-5 09)
1 (4 99-5 92)
1 (5 47-6 49)
1 (5 99-7 12)
1 (6 34-7 57)
1 (6 64-7 96)
1 (6 89-8 31)
1 (7 15-8 71)
(730-896)
-3.2-9---]F--3.-92--]
4.58
5 04]
Fs. -89 -IF
--s -.19
6 45
-6.7-3-]F-6.90
15 -min
(3 03-3 58)
1 (3 60-4 26)
1 (4 21-4 99) 11
(4 61-5 47)
1 (5 06-6 01)
1 (5 35-6 38)
1 (5 60-6 71)
1 (5 80-6 99)
1 (6 00-7 30)
1 (6 10-7 50)
2.26
2.70
3.26
3.65
4.11
4.44
4.74
5.02
5 35
5.58
30 -min
(2 08-2 45)
1 (2 49-2 95) 11
(2 99-3 54)
1 (3 34-3 96)
1 (3 75-4 45)
1 (4 29-5 14) 11
(4 51-5 44)
1 (4 77-5 81)
1 (4 94-6 07)
1.41
1.70
-2.0-9-]F--2.-38-]
2.74
3.01
3.27
-35-2-1
3.84
4.08
60 -min
(1 30-153)
1 (1 56-1 85)
1 (192-2 27)
1 (2 18-2 58) 11
(2 50-2 97)
1 (2 73-3 26)
1 (2 95-3 54)
1 (3 17-3 82) 11
(3 43-4 17) 11
(3 61-4 43)
0.814
0.984
1.22
1.40
1.63
1.81
1.98
2.15
2.37
2.54
2 -hr
(0 746-0 890)
(0 902-1 08)
1 (1 12-1 34)
1 (128-1 53)
1 (148-178)
1 (1 63-1 97)
1 (1 78-2 16)
1 (1 92-2 34)
1 (2 10-2 59)
1 (2 22-2 77)
0.577
0.697
0.870
1.00
1.18
1.32
1.46
1.61
180
1.96
3 -hr
(0 528-0 634)
(0 638-0 766)
(0 795-0 955)
(0 914-1 10)
1 (1 07-129)
1 (1 19-1 44)
1 (1 31-1 59)
1 43-175)
1 (1 58-1 97)
1 (1 70-2 14)
0.349
0.421
0.525
0.607
0.718
0.806
0.896
0.987
111
1.21
6 -hr
(0 319-0 383)
(0 385-0 461)
(0 480-0 575)
(0 554-0 664)
(0 651-0 782)
(0 726-0 876)
(0 801-0 974)
(0 875-1 07)
(0 974-121)
1 (1 05-1 32)
-0.2-0-6-
0.248
0.311
0.362
0.431
0.487
0.545
0.605
0.690
0 758
12 -hr
(0 189-0 225)
(0 228-0 273)
(0 285-0 341)
(0 330-0 396)
(0 390-0 470)
(0 438-0 530)
(0 485-0 592)
(0 533-0 657)
(0 598-0 748)
(0 648-0 823)
0122
0.147
0.185
0.215
0.256
0.289
0.323
0.358
0.406
0.445
24 -hr
(0 113-0 132)
(0 136-0 160)
(0 171-0 201)
(0 198-0 233)
(0 235-0 277)
(0 264-0 313)
(0 294-0 350)
(0 325-0 388)
(0 368-0 441)
(0 401-0 484)
0 072
0.086
0.108
0.125
0.148
0.166
0.185
0 205
0.232
0.254
2 -day
(0 066-0 078)
(0 080-0 094)
(0 100-0 117)
0 115-0 135)
(0 136-0 160)
(0 152-0 180)
(0 169-0 200)
(0 187-0 222)
(0 210-0 252)
(0 229-0 276)
0.051
0.061
0.076
0.087
0.103
0.116
0.129
0.143
0.161
0.176
3 -day
(0 047-0 055)
(0 056-0 066)
(0 070-0 082)
(0 081-0 094)
(0 095-0 111)
(0 106-0 125)
(0 118-0 139)
(0 130-0 154)
(0 147-0 175)
(0 160-0 191)
0.048
0.059
0.068
0.081
0.091
0.101
0111
0.126
0.138
4-day0.040
(0 037-0 043)
(0 045-0 052)
(0 055-0 064)
(0 063-0 074)
(0 075-0 087)
(0 083-0 098)
(0 093-0 109)
(0 102-0 120)
(0 115-0 136)
(0 125-0 149)
0.026
0.032
0.038
0.044
.52
0 0
0.058
0.064
0.070
0.079
0.086
7 -da
(0 025-0 028)
( 0 030-0 034)
(0 036-0 041)
(0 041-0 047)
(0 048-0 055)
(0 053-0 062)
(0 059-0 068)
(0 065-0 075)
(0 073-0 085)
(0 079-0 093)
0.025
0.030
0.035
0.040
0.044
0.49
0
0.053
0.059
0.064
10-day0.021
(0 020-0 023)
(0 024-0 027)
(0 029-0 032)
(0 032-0 037)
(0 037-0 043)
(0 041-0 047)
(0 045-0 052)
(0 049-0 057)
(0 055-0 063)
(0 059-0 069)
0.014
0.017
-O-.0-20--]F-O-.02-2-]F--0.0-26-
0.028
0.031
0.033
0.037
0.040
20 -day
(0 013-0 015)
(0 016-0 018)
(0 019-0 021)
(0 021-0 024)
(0 024-0 027)
(0 026-0 030)
(0 029-0 033)
(0 031-0 035)
(0 034-0 039)
(0 037-0 042)
0.012
0.014
0.016
0.018
0.020
0.022
0.024
0.025
0.028
0.029
30 -day
(0 011-0 012)
(0 013-0 015)
(0 015-0 017)
(0 017-0 019)
(0 019-0 021)
(0 020-0 023)
(0 022-0 025)
(0 024-0 027)
(0 026-0 029)
(0 027-0 031)
0.010
0.011
0.013
0.014
0.016
0.017
0.019
0.020
0.021
0.022
45 -da
(0 009-0 010)
(0 011-0 012)
(0 012-0 014)
( 0 014-0 015)
(0 015-0 017)
(0 016-0 018)
(0 018-0 019)
(0 019-0 021)
(0 020-0 022)
(0 021-0 024)
0.009
0.010
0.012
0.013
0.014
0.01-5-17-0.0-1
6F-0-0-1
7
0.018
0.019
60 -day
(0 008-0 009)
(0 010-0 011)
(0 011-0 012)
(0 012-0 013 )
( 0 013-0 015)
(0 014-0 016)
(0 015-0 017)
(0 016-0 01 B)
(0 017-0 019)
(0 018-0 020)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration senes (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 NOAH Atlas 14 document for more information
Back to Top
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.1638&lon=-80.5368&da... 12/26/2017

Precipitation Frequency Data Server
PF graphical
PDS -based intensity -duration -frequency (IDF) curves
Latitude- 35 16380, Longitude: -80 5368°
100.000
L 10.000
c
Z'
1.000
v
_c
C
° 0.100
a
V
U1
CL 0.010
0 001
.0 0
10.000
c
0 100
L=
u
v
CL` 0.010
0.001' 1 1 1 1 ' ' '
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT) Tue Dec 26 20 59.45 2017
Back to Too
Page 2 of 4.
Average recurrence
interval
(years)
— 1
2
5
10
25
so
100
200
500
1000
Duration
— 5 -min
— 2 -day
— 10-mtn
— 3-d ay
— 15 -min
4 -day
T>. T
M. ?.
T M, M. T
— 10 -day
— 2 -hr
— 20 -day
— 3 -hr
— 30 -day
L L L L
L
f0 f0 10
"0 '0_0
f9 f0
'O '0'0
/O f0 Ip
-0 -0,0
Ln
O
Ln
O
O
N
N A 4
r O
O O N O
rl
e-1
fn
1D
rl
N M Q l0
Duration
'000
.0 0
10.000
c
0 100
L=
u
v
CL` 0.010
0.001' 1 1 1 1 ' ' '
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT) Tue Dec 26 20 59.45 2017
Back to Too
Page 2 of 4.
Average recurrence
interval
(years)
— 1
2
5
10
25
so
100
200
500
1000
Duration
— 5 -min
— 2 -day
— 10-mtn
— 3-d ay
— 15 -min
4 -day
— 30 -min
— 7 -day
— 60 -min
— 10 -day
— 2 -hr
— 20 -day
— 3 -hr
— 30 -day
— 6 -hr
— 4"ay
— 12 -hr
— 60 -day
— 24-nr
https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htm 1?lat=3 5.163 8& lon=-80.5368&da... 12/26/2017

Precipitation Frequency Data Server
Maps & aerials
Small scale terrain
_ Large scale terrain
, Greensboro
Rale
Ofle 7•j, _NORiTH "C,� ROL,IN, '
406th Fay�ettev'rlle_'r�
'fGreehville'
i "�G�X17H; �C,A,R.O L I N A
e i 100km�S=
OMICotunilii
Large scale map
Jchnsbn City ,
_- ., 1A+InstonS em Greensboro
_ P.s1:r � 'Darharn
Rale
North -
�� Carolilla
f�Qha�otte
% die � ettev
o
Green 171e %unro__ sic ,
alumbi _MI
`
do
f 9'nuth f
Page 3 of 4
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Precipitation Frequency Data Server
Page 4 of 4
Back to Too
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 pov
Disclaimer
https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htm 1?lat=35.163 8&lon=-80.5368&da... 12/26/2017

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Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3X) by Autodesk, Inc.
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)
Q (cfs)
Area (sqft)
Velocity (fUs)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Saturday, Jan 13 2018
= 1.60
= 15.60
= 2.70
= 5.79
= 4.43
= 1.43
= 1.60
= 2.12
Elev (ft) Section
522.00
521.50
52100
520.50
520.00
51950
519.00
518.50
0 1 2 3 4
Reach (ft)
Depth (ft)
2.70
2.20
1.70
1.20
0.70
0.20
-0.30
-0.80

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
Calculations
Pipe Length (ft)
= 69.00
Qmin (cfs)
= 0.00
Slope (%)
= 1.25
Qmax (cfs)
= 4.50
Invert Elev Up (ft)
= 532.55
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 18.0
Shape
= Circular
Highlighted
Span (in)
= 18.0
Qtotal (cfs)
= 4.50
No. Barrels
= 1
Qpipe (cfs)
= 4.50
n -Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 3.08
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 4.60
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 532.85
HGL Up (ft)
= 533.36
Embankment
Hw Elev (ft)
= 533.75
Top Elevation (ft)
= 536.00
Hw/D (ft)
= 0.80
Top Width (ft)
= 41.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 30.00
Be. (ft)
537 DO
53500
535 DD
53400
53300
53200
53100
530 DO
Driveway Culvert
Ha Depth (ft)
4.45
3.45
Z45
1.45
0.45
-055
-155
-255
Reach (ftJ
GrcularGlvert HGL Embank

Section 3
Erosion Control Calculations Et Worksheets

TEMPORARY SEDIMENT BASIN F #1 _ -1
PROJECT NAME. Hopewell Baptist Church Phase 3 BY Kevin Westra_ --�
COUNTY: Union DATE 12/_26/2017
PROJECT NUMBER 17000199 w iA REV• LI
THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE 2006 N.0 SEDIMENT AND EROSION CONTROL
MANUAL, SECTION 6 61 1 AND SECTION 8.07.1
DRAINAGE AREA= r" 13.98 ac DENUDED AREA= -5 62, ac
PEAK FLOW*- Q2:
CC12A
WHERE: 12=
5.84
{in/hr (2yr)
*Tc = 5 min
Q2 =
4631 cfs
110=i
748
]! In/hr (10yr)
0
519,
9586
125=�-------
823
1in/hr_i25yrZ
2397
Qio=
CclioA
-----------
A=`
000
-_ —
ac Woods
_
C= 0.25
Qio=
59.32 cfs
A=1
6.46
ac Grass
C= 030
-5205
35'786
A=(
288
ac. Bare soil
C= 055
Q25=
CclioA
A=
0.00
ac Gravel
C= 055
Q25 =
6526 cfs
A=1
464,_
ac. Bldg/pvmt
C= 095
522
48986
A=
13.98
ac TOTAL DRAINAGE AREA
99770
Cc=
057
COMPOSITE C
RA -,1N -,TAr;F/ -,Tr)RAQF
nwr, -,CAI P 1"= R T 1 (NnTF MAY FII I HFIr.HT= 16')
ELEV
PLANIMETER READING
AREA s
AVG AREA (so
VOL c
ACCUM VOL cf
51,85
2246
0
0
0
0
519,
9586
9586
4793
2397
2397
5195
16890
16890
13238
6619
9016
520,
26052
26052
21471
10736
19751
-5205
35'786
35786
30919
15460
35211
521 ,
41477-
41477
38632
19316
54526
521.5
45255
45255
43366
21683
76209
522
48986
48986
47121
23560
99770
REQUIRED BASIN VOL. (1800cf/ac x DA) =
DETERMINE ELEV. OF SEDIMENT STORAGE
BASED ON REQUIRED BASIN VOLUME
REQUIRED SURFACE AREA (435sf/cfs x Qio) =
DETERMINE ELEV OF SEDIMENT STORAGE:
BASED ON REQUIRED SURFACE AREA:
10,116 cf.
ELEV VOLUME(O
5195 9015.5
X 10116 X= 519 54
5205 352105 Z= 1 04
25,803 Sq Ft.
ELEV AREA (sq
519.5 16890
X 25803 X= 519.97
520.5 35786 Z= 147
Z (min)= 1.47
DESIGN ELEVATION OF SEDIMENT STORAGE. USE Z=p1.50 ____ _Y
SQ RISER DESIGN DETERMINE HEAD ON RISER FOR VARIOUS SIZE DRAINAGE STRUCTUR__ES
Hr=[Qp / Cw x L]m WHERE. Qp=i 46.31�cfs
Cw=; __ —3-3 ] WEIR COEFF.
RISER WIDTH. HEAD (Hr) L= WEIR LENGTH (INTERIOR)
15 in
18 in
24 in
30 in
36 in.
42 in.
48 in
54 in
60 in
USE 30 in Sq Riser
2_ RISER(S)
1 25 ft
1.11 ft.
0 92 ft.
0.79 ft.
0.70 ft.
0.63 ft.
0 58 ft
0.53 ft NOTE. MAX. HEAD ALLOWED!
0.50 ft_._ _
Hr 0.79I�ft Qr— 4631 cfs

TEMPORARY SEDIMENT BASIN _ #1
PROJECT NAME. ,Hopewell Baptist Church Phase 3
COUNTY. Union
PROJECT NUMBER L17000199,
BARREL DESIGN DETERMINE THE REQUIRED BARREL SIZE
Q=CdxAx(2GHb)os
INVERT ELEV = 5185
BARREL DIA HEAD (Hb)
BY ;Kevin Westra
DATE 12/26/2017
REV ;
WHERE Cd= 0 59
A= PIPE AREA (sf.)
Hb= "Z" + "Hr" -DIA /2
15 in 1.66 ft.
750 cfs
18 in 1.54 ft.
10 38 cfs
24 in 1 29 ft.
1689 cfs
30 in 1 04 ft
23.70 cfs
36 in. 0 79 ft
2974 cfs
42 in 0 54 ft
33 46 cfs
48 in 0 29 ft
32 02 cfs
USE 30
m BARREL,
Qb= 47 40 cfs
1_ _2 j
BARREL(S)
0 03 feet
ERROR Z IS LESS THAN SELECTED BARREL DIA. SELECT SMALLER BARREL DIA OR INCREASE Z.
ANTI -SEEP COLLAR- COLLAR SIZE = BARREL DIA. + 15'+ 1.5'
= 5.5 ft.
ANTI -FLOTATION BLOCK
VOL OF DISPLACED WATER= RISER HEIGHT x RISER AREA
= Zx4xW ft
= 4210 cf. ft
WEIGHT OF DISPLACED WATER= VOL x 62 4 Ib/cf
2627 Ib
WEIGHT OF CONCRETE REQUIRED = 1 1 x 2627
2890 Ib
REQ'D THICKNESS OF CONC BLOCK= WT / (LENGTH)(WIDTH)(150 Ib/cf - 62.4 Ib/cf)
BLOCK SIZE THICKNESS
4 50 ft sq 1.63 ft
5 00 ft sq. 1 32 ft.
550 ft. sq. 1 09 ft.
600 ft sq 0.92 ft.
650 ft sq 0 78 ft.
USE 450 ft SQUARE BLOCK, 20 in THICK
BASIN DEWATERING
Q=cA(2gH)^1/2
Skimmer Size=
_
3 01"
Amount of Skimmers=
1 i
Constant head=
2; " 19751
Coefficient=
0 6�
QD= 0 09645 cfs
Z elevation=
52000
Drawdown
56 88 Hrs
Drawdown per hou—
0 03 feet
ADEQUAT
TOO SMAI
TOO SMAI
TOO SMAI
OKAY
OKAY
OKAY
OKAY

TEMPORARY SEDIMENT BASIN
PROJECT NAME ;Hopewell Bapfist Church Phase 3� _] BY 'Ke
vin WeStra
COUNTY ;Union _ DATE '12/26/2017
PROJECT NUMBER- 117000199 REV
EMERGENCY SPILLWAY DESIGN FLOW Qe=Q,a-Qp
Qlo= CcIjoA WHERE Cc= 057 COMPOSITE C
Qlo= 5932 cfs lio= 748 In/hr (10 YR STORM)
A= 1398 ac
Qp= FLOW THRU THE PRINCIPLE STRUCTURE
RISER CAPACITY= 46 31 cfs
BARREL CAP = 4740 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)]2j3 WHERE. C=. 27
LENGTH HEAD (He)
321 ft 0 28 ft
30 ft 0.29 ft
35 ft 0 26 ft.
40 ft 0 24 ft.
45 ft 022 ft
USE45_-]ft SPILLWAY, He= 0.22 ft
TEMPORARY SEDIMENT BASIN #1 SUMMARY
RISER
(IN)
BARREL
DIA (IN)
BARREL D S
SLOPE (i) (in) (ft )
Y
(ft,)
H
(ft)
(ft)
Z=E-
STORAGEWIDTH
REQ'D (cf )
30
1 30
1 1 00 20 450
1 3.51
229
1 1.50
45
10116
JKIMIVItK UTAIVIt I tK ;S u In

RIP RAP OUTLET PROTECTION
PROJECT NAME: ;Hopewell Baptist 15hase 3- _ y� tt BY: IKevin Westra-
PROJECT NUMBER:11 7000199DATE: 1%15/18
REV
DESIGN OF RIP RAP OUTLET PROTECTION IN ACCORDANCE WITH THE N.C. SEDIMENT & EROSION
CONTROL MANUAL. ASSUME TAILWATER DEPTH < 0.5 Do
RIP RAP GRADATION PER NCDOT SPECIFICATIONS
RIP RAP
CLASS
MINIMUM
(IN)
MIDRANGE
(IN)
MAXIMUM
(IN)
A
2
4
6
B
5
8
12
1
5
10
17
2
9 1
14
23
FES # 1
DISCHARGE (Q)= 15.60 cfs
PIPE DIA. (Do)=I__2.00 ft.
FROM FIGURE 8.06A
LENGTH (La)= O ft.
WIDTH W=Do + La= 2.00 + 14.0 = 16.00 ft.
d5o= 0.20 ft. = 2.40 in
USE CLASS A RIP RAP
d5o= 4 in.
dMAx= 6 in.
APRON THICKNESS= 1.5 x dmAx
APRON THICKNESS= 9.0 in.
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 16 in
SIDE SLOPE OF RIP RAP APRON (M)= H:1V
FES# 28 _
DISCHARGE (Q)= 4.50 cfs
PIPE DIA. (Do)= 1 50 ft.
FROM FIGURE 8.06A
LENGTH (La)= 8.0 ft.
WIDTH W=Do + La= 150 + 8.0 = 9.50 ft.
d5o==0.20 ft. = 2.40 in
USE CLASS A RIP RAP
d50= 4 in.
dmAx= 6 in
APRON THICKNESS= 1.5 x dmAx
APRON THICKNESS= 9.0 in
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 12 in
SIDE SLOPE OF RIP RAP APRON (M)= H:1V
nprapoutlet As Page 1

Section 4
Water Quality Calculations Et Worksheet

Scenario: Union County, NC -Synthetic Curve, 100 yrs
A -PRE -OUT
OVERFLOW
To
eyoa BYPASS
Route 10 (Entrance)
A -POST -OUT
Bentley Systems, Inc Haestad Methods Solution Bentley PondPack V8t
17000199 -Wet Pond ppc Center [08 11 01 56]
1/15/2018 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]

1
3
5
7
9
11
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
Table of Contents
Union County, NC
Time -Depth Curve, 1 years
Time -Depth Curve, 2 years
Time -Depth Curve, 10 years
Time -Depth Curve, 100 years
C -POST -AREA
Time of Concentration Calculations, 1 years
C -PRE -AREA
Time of Concentration Calculations, 1 years
C -POST -AREA
Runoff CN -Area, 1 years
C -PRE -AREA
Runoff CN -Area, 1 years
C -POST -AREA
Unit Hydrograph (Hydrograph Table), 1 years
Unit Hydrograph (Hydrograph Table), 2 years
Unit Hydrograph (Hydrograph Table), 10 years
Unit Hydrograph (Hydrograph Table), 100 years
C -PRE -AREA
Unit Hydrograph (Hydrograph Table), 1 years
Unit Hydrograph (Hydrograph Table), 2 years
Unit Hydrograph (Hydrograph Table), 10 years
Unit Hydrograph (Hydrograph Table), 100 years
B -POST -POND
Elevation -Area Volume Curve, 1 years
Elevation -Area Volume Curve, 2 years
Elevation -Area Volume Curve, 10 years
Elevation -Area Volume Curve, 100 years
UPSTREAM
Elevation -Area Volume Curve, 1 years
Elevation -Area Volume Curve, 10 years
Elevation -Area Volume Curve, 100 years
CS
1
3
5
7
9
11
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29

B -POST -POND
UPSTREAM
Table of Contents
Outlet Input Data, 1 years
30
Composite Rating Curve, 1 years 33
Interconnected Pond Routing Summary, 1 years 37
Interconnected Pond Routing Summary, 2 years 38
Interconnected Pond Routing Summary, 10 years 39
Interconnected Pond Routing Summary, 1 years 40
Interconnected Pond Routing Summary, 2 years 41
Interconnected Pond Routing Summary, 10 years 42
Interconnected Pond Routing Summary, 100 years 43

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Hopewell Baptist Phase 3
Subsection: Time -Depth Curve
Label: Union County, NC
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Return Event: 1 years
Storm -Event: TypeII 24hr (2.93 in)
Time on left represents time for first value in each row.
Time
Depth
Depth
Depth
Depth
Depth
(hours)
(in)
(in)
(in)
(in)
(In)
16.500
2.6
2.6
2.6
2.6
2.6
17.000
2.6
2.6
2.7
2.7
2.7
17.500
2.7
2.7
2.7
2.7
2.7
18.000
2.7
2.7
2.7
2.7
2.7
18.500
2.7
2.7
2.7
2.7
2.7
19.000
2.7
2.8
2.8
2.8
2.8
19.500
2.8
2.8
2.8
2.8
2.8
20.000
2.8
2.8
2.8
2.8
2.8
20.500
2.8
2.8
2.8
2.8
2.8
21.000
2.8
2.8
2.8
2.8
2.8
21.500
2.8
2.8
2.9
2.9
2.9
22.000
2.9
2.9
2.9
2.9
2.9
22.500
2.9
2.9
2.9
2.9
2.9
23.000
2.9
2.9
2.9
2.9
2.9
23.500
2.9
2.9
2.9
2.9
2.9
24.000
2.9
(N/A)
(N/A)
(N/A)
(N/A)
Bentley Systems, Inc Haestad Methods Solution Bentley PondPack V8i
17000199 -Wet Pond ppc Center [08 11 01 56]
1/15/2018 27 Siemon Company Drive Suite 200 W Page 2 of 45
Watertown, CT 06795 USA [phone]

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Hopewell Baptist Phase 3
Subsection: Time -Depth Curve Return Event: 10 years
Label: Union County, NC Storm Event: TypeII 24hr (5.16 in)
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time
Depth
Depth
Depth
Depth
Depth
(hours)
(in)
(in)
(in)
(In)
(in)
16.500
4.6
4.6
4.6
4.6
4.6
17.000
4.7
4.7
4.7
4.7
4.7
17.500
4.7
4.7
4.7
4.7
4.7
18.000
4.8
4.8
4.8
4.8
4.8
18.500
4.8
4.8
4.8
4.8
4.8
19.000
4.8
4.8
4.9
4.9
4.9
19.500
4.9
4.9
4.9
4.9
4.9
20.000
4.9
4.9
4.9
4.9
4.9
20.500
4.9
5.0
5.0
5.0
5.0
21.000
5.0
5.0
5.0
5.0
5.0
21.500
5.0
5.0
5.0
5.0
5.0
22.000
5.0
5.0
5.1
5.1
5.1
22.500
5.1
5.1
5.1
5.1
5.1
23.000
5.1
5.1
5.1
5.1
5.1
23.500
5.1
5.1
5.1
5.1
5.2
24.000
5.2
(N/A)
(N/A)
(N/A)
(N/A)
Bentley Systems, Inc Haestad Methods Solution Bentley PondPack V8i
17000199 -Wet Pond.ppc Center 108 11 01 56]
1/15/2018 27 Siemon Company Drive Suite 200 W Page 6 of 45
Watertown, CT 06795 USA [phone]

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H®pewe// Baptist Phase 3
Subsection: Time -Depth Curve Return Event: 100 years
Label: Union County, NC Storm Event: TypeII 24hr (7.74 in)
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time
Depth
Depth
Depth
Depth
Depth
(hours)
(in)
(In)
(in)
(in)
(in)
16.500
6.9
6.9
6.9
6.9
7.0
17.000
7.0
7.0
7.0
7.0
7.0
17.500
7.1
7.1
7.1
7.1
7.1
18.000
7.1
7.1
7.2
7.2
7.2
18.500
7.2
7.2
7.2
7.2
7.2
19.000
7.3
7.3
7.3
7.3
7.3
19.500
7.3
7.3
7.3
7.3
7.4
20.000
7.4
7.4
7.4
7.4
7.4
20.500
7.4
7.4
7.4
7.4
7.5
21.000
7.5
7.5
7.5
7.5
7.5
21.500
7.5
7.5
7.5
7.5
7.6
22.000
7.6
7.6
7.6
7.6
7.6
22.500
7.6
7.6
7.6
7.6
7.6
23.000
7.7
7.7
7.7
7.7
7.7
23.500
7.7
7.7
7.7
7.7
7.7
24.000
7.7
(N/A)
(N/A)
(N/A)
(N/A)
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Hopewe// Baptist Phase 3
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: C -POST -AREA Storm Event: TypeII 24hr (2.93 in)
Time of Concentration Results
Segment #1. TR -55 Sheet Flow
Hydraulic Length
100.00 ft
Manning's n
0.240
Slope
0.030 ft/ft
2 Year 24 Hour Depth
3.6 in
Average Velocity
0.15 ft/s
Segment Time of
0.191 hours
Concentration
Segment #2: TR -55 Shallow Concentrated Flow
Hydraulic Length
125.00 ft
Is Paved?
False
Slope
0.020 ft(ft
Average Velocity
2.28 ft/s
Segment Time of
0.015 hours
Concentration
Segment #3- TR -55 Channel Flow
Flow Area
3.1 ft2
Hydraulic Length
532.00 ft
Manning's n
0.013
Slope
0.010 ft(ft
Wetted Perimeter
6.28 ft
Average Velocity
7.22 ft(s
Segment Time of
0.020 hours
Concentration
Segment #4: TR -55 Channel Flow
Flow Area
5.0 ft2
Hydraulic Length
280.00 ft
Manning's n
0.030
Slope
0.010 ft/ft
Wetted Perimeter
8.00 ft
Average Velocity
3.63 ft/s
Segment Time of
0.021 hours
Concentration
Time of Concentration (Composite)
Time of Concentration
0.248 hours
(Composite)
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Hopewe// Baptist Phase 3
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: C -POST -AREA Storm Event: TypeII 24hr (2.93 In)
SCS Channel Flow
R=Qa/Wp
Tc =
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
(Lf / V) / 3600
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
Where: V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
___= SCS TR -55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Tc = Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
V= Velocity, ft/sec
Where: Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
_ _ _ = SCS TR -55 Sheet Flow
Tc = (0.007 * ((n * Lf)**0.8)) / ((P**0.5) * (Sf**0.4))
Tc= Time of concentration, hours
n= Manning's n
Where: Lf= Flow length, feet
P= 2yr, 24hr Rain depth, inches
Sf= Slope, %
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Hopewell Baptist Phase 3
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: C -PRE -AREA Storm Event: TypeII 24hr (2.93 in)
Time of Concentration Results
Segment #1: TR -55 Sheet Flow
Hydraulic Length
100.00 ft
Manning's n
0.240
Slope
0.015 ft/ft
2 Year 24 Hour Depth
3.6 in
Average Velocity
0.11 ft/s
Segment Time of
0.252 hours
Concentration
Segment #2• TR -55 Shallow Concentrated Flow
Hydraulic Length
829.00 ft
Is Paved?
False
Slope
0.026 ft/ft
Average Velocity
2.60 ft/s
Segment Time of
0.089 hours
Concentration
Segment #3• TR -55 Channel Flow
Flow Area
15.0 ft2
Hydraulic Length
514.00 ft
Manning's n
0.030
Slope
0.010 ft/ft
Wetted Perimeter
10.50 ft
Average Velocity
6.30 ft/s
Segment Time of
0.023 hours
Concentration
Time of Concentration (Composite)
Time of Concentration
0.363 hours
(Composite)
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Hapewe// Baptist Phase 3
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: C -PRE -AREA Storm Event: TypeII 24hr (2.93 in)
SCS Channel Flow
R=Qa/Wp
Tc = V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
(Lf / V) / 3600
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
Where: V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
==== SCS TR -55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Tc = Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
V= Velocity, ft/sec
Where: Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
==== SCS TR -55 Sheet Flow
Tc = (0.007 * ((n * Lf)**0.8)) / ((P**0.5) * (Sf**0.4))
Tc= Time of concentration, hours
n= Manning's n
Where: Lf= Flow length, feet
P= 2yr, 24hr Rain depth, inches
Sf= Slope, %
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Hopewe// Baptist Phase 3
Subsection: Runoff CN -Area Return Event: 1 years
Label: C -POST -AREA Storm Event: TypeII 24hr (2.93 in)
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
(acres) (%) (%)
Woods - good
70.000
0.844
0.0
0.0
70.000
Impervious Areas - Paved parking lots,
98.000
9.942
0.0
0.0
98.000
roofs, driveways, Streets and roads
Open space (Lawns,parks etc.) - Good
74.000
7.524
0.0
0.0
74.000
condition; grass cover > 75%
Gravel Parking
85.000
0.240
0.0
0.0
85.000
COMPOSITE AREA & WEIGHTED CN --->
(N/A)
18.550
(N/A)
(N/A)
86.823
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Hopewell Baptist Phase 3
Subsection: Runoff CN -Area Return Event: 1 years
Label: C -PRE -AREA Storm Event: TypeII 24hr (2.93 in)
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
(acres) M M
Woods - good
70.000
1.7800.0
0.0
70.000
Pasture, grassland, or range - good
74.000
27.100
0.0
0.0
74.000
COMPOSITE AREA & WEIGHTED CN --->
(N/A)
28.880
(N/A)
(N/A)
73.753
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Hopewe// Baptist Phase 3
Subsection: Unit Hydrograph (Hydrograph Table) Return Event: 1 years
Label: C -POST -AREA Storm Event: TypeII 24hr (2.93 in)
Storm Event
Return Event
Duration
Depth
Time of Concentration
(Composite)
Area (User Defined)
TypeII 24hr (2.93
in)
1 years
132.000 hours
2.9 in
0.248 hours
18.550 acres
HYDROGRAPH ORDINATES (ft3/S)
Output Time Increment = 1.000 hours
Time on left represents time for first value in each row.
Time Flow Flow Flow Flow Flow
(hours) (ft3/S) (ft3/S) (ft3/S) (ft3/S) MYS)
7.000
0.00
0.06
0.23
0.47
1.21
12.000
36.18
3.17
1.85
1.44
1.13
17.000
0.97
0.86
0.75
0.64
0.59
22.000
0.57
0.55
0.53
0.00
(N/A)
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Hopewell Baptist Phase 3
Subsection: Unit Hydrograph (Hydrograph Table) Return Event: 2 years
Label: C -POST -AREA Storm Event: TypeII 24hr (3.54 in)
Storm Event
Return Event
Duration
Depth
Time of Concentration
(Composite)
Area (User Defined)
TypeII 24hr (3.54
in)
2 years
45.000 hours
3.5 in
0.248 hours
18.550 acres
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 1.000 hours
Time on left represents time for first value in each row.
Time Flow Flow Flow Flow Flow
(hours) (ft3/S) (ft3/S) (ft3/S) (ft3/s) (ft3/s)
6.000
0.00
0.06
0.19
0.44
0.78
11.000
1.83
47.86
4.03
2.35
1.81
16.000
1.42
1.23
1.09
0.94
0.80
21.000
0.75
0.72
0.69
0.66
0.00
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Hopewe// Baptist Phase 3
Subsection: Unit Hydrograph (Hydrograph Table) Return Event: 10 years
Label: C -POST -AREA Storm Event: TypeII 24hr (5.16 in)
Storm Event
Return Event
Duration
Depth
Time of Concentration
(Composite)
Area (User Defined)
TypeII 24hr (5.16
In)
10 years
45.000 hours
5.2 in
0.248 hours
18.550 acres
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 1.000 hours
Time on left represents time for first value in each row.
Time Flow Flow Flow Flow Flow
(hours) (ft3/s) (ft3/s) (ft3/s) (ft3/s) (ft3/s)
4.000
0.00
0.02
0.20
0.41
0.64
9.000
1.15
1.74
3.67
79.44
6.31
14.000
3.65
2.81
2.19
1.89
1.67
19.000
1.45
1.22
1.14
1.10
1.06
24.000
1.01
0.00
(N/A)
(N/A)
(N/A)
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Hopewell Baptist Phase 3
Subsection: Unit Hydrograph (Hydrograph Table) Return Event: 100 years
Label: C -POST -AREA Storm Event: TypeII 24hr (7.74 in)
Storm Event
Return Event
Duration
Depth
Time of Concentration
(Composite)
Area (User Defined)
TypeII 24hr (7.74
In)
100 years
132.000 hours
7.7 in
0.248 hours
18.550 acres
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 1.000 hours
Time on left represents time for first value in each row.
Time Flow Flow Flow Flow Flow
(hours) (ft3/s) (ft3/s) (ft3/s) (fC3/S) (ft3/s)
3.000
0.00
0.13
0.43
0.77
1.14
8.000
1.53
2.49
3.49
6.85
129.76
13.000
9.90
5.69
4.37
3.41
2.94
18.000
2.59
2.24
1.89
1.77
1.70
23.000
1.63
1.56
0.00
(N/A)
(N/A)
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Hopewe// Baptist Phase 3
Subsection: Unit Hydrograph (Hydrograph Table) Return Event: 1 years
Label: C -PRE -AREA Storm Event: TypeII 24hr (2.93 in)
Storm Event
Return Event
Duration
Depth
Time of Concentration
(Composite)
Area (User Defined)
TypeII 24hr (2.93
in)
1 years
132.000 hours
2.9 In
0.363 hours
28.880 acres
HYDROGRAPH ORDINATES (ft3/5)
Output Time Increment = 1.000 hours
Time on left represents time for first value in each row.
Time Flow Flow Flow Flow Flow
(hours) (ft3/s) (ft3/s) (ft3/s) (ft3/s) (ft3/s)
11.000
0.00
16.96
3.46
1.97
1.52
16.000
1.22
1.05
0.94
0.83
0.71
21.000
0.66
0.64
0.62
0.59
0.00
26.000
0.00
(N/A)
(N/A)
(N/A)
(N/A)
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Hopewell Baptist Phase 3
Subsection: Unit Hydrograph (Hydrograph Table) Return Event: 2 years
Label: C -PRE -AREA Storm Event: TypeII 24hr (3.54 in)
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 1.000 hours
Time on left represents time for first value in each row.
Time Flow Flow Flow Flow Flow
(hours) (ft3/s) (ft3/s) (ft3/s) (ft3/s) (ft3/s)
10.000
TypeII 24hr(3.54
Storm Event
in)
Return Event
2 years
Duration
45.000 hours
Depth
3.5 in
Time of Concentration
0.363 hours
(Composite)
0.96
Area (User Defined)
28.880 acres
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 1.000 hours
Time on left represents time for first value in each row.
Time Flow Flow Flow Flow Flow
(hours) (ft3/s) (ft3/s) (ft3/s) (ft3/s) (ft3/s)
10.000
0.00
0.23
27.22
4.83
2.72
15.000
2.09
1.66
1.43
1.28
1.12
20.000
0.96
0.89
0.86
0.83
0.79
25.000
0.00
0.00
(N/A)
(N/A)
(N/A)
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Hopewell Baptist Phase 3
Subsection: Unit Hydrograph (Hydrograph Table) Return Event: 10 years
Label: C -PRE -AREA Storm Event: TypeII 24hr (5.16 in)
Storm Event
Return Event
Duration
Depth
Time of Concentration
(Composite)
Area (User Defined)
TypeII 24hr (5.16
in)
10 years
45.000 hours
5.2 in
0.363 hours
28.880 acres
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 1.000 hours
Time on left represents time for first value in each row.
Time Flow Flow Flow Flow Flow
(hours) (ft3/s) (ft3/s) (ft3/s) (ft3/s) (ft3/s)
8.000
0.00
0.04
0.50
1.84
58.66
13.000
8.70
4.81
3.66
2.89
2.48
18.000
2.20
1.92
1.63
1.51
1.46
23.000
1.40
1.35
0.00
0.00
(N/A)
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Hopewell Baptist Phase 3
Subsection: Unit Hydrograph (Hydrograph Table) Return Event: 100 years
Label: C -PRE -AREA Storm Event: TypeII 24hr (7.74 in)
Storm Event
Return Event
Duration
Depth
Time of Concentration
(Composite)
Area (User Defined)
TypeII 24hr (7.74
In)
100 years
132.000 hours
7.7 In
0.363 hours
28.880 acres
HYDROGRAPH ORDINATES (ft3/S)
Output Time Increment = 1.000 hours
Time on left represents time for first value in each row.
Time Flow Flow Flow Flow Flow
(hours) MYS) (ft3/S) (fC3/S) (ft3/S) (ft3/S)
6.000
0.00
0.06
0.45
1.19
2.22
11.000
5.31
114.90
15.06
8.21
6.20
16.000
4.88
4.16
3.69
3.21
2.72
21.000
2.52
2.42
2.33
2.23
0.00
26.000
0.00
(N/A)
(N/A)
(N/A)
(N/A)
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Hopewe// Baptist Phase 3
Subsection: Elevation -Area Volume Curve Return Event: 1 years
Label: B -POST -POND Storm Event: TypeII 24hr (2.93 in)
Elevation Planimeter Area Al+A2+sqr Volume Volume (Total)
(ft) (ftz) (acres) (Ai*A2) (ac -ft) (ac -ft)
(acres)
514.00
0.0
0.457
0.000
0.000
0.000
515.00
0.0
0.531
1.481
0.494
0.494
516.00
0.0
0.579,
1.664
0.555
1.049
517.00
0.0
6.412
8.917
2.972
4.021
518.00
0.0
0.674
9.165
3.055
7.076
519.00
0.0
0.724
2.096
0.699
7.775
520.00
0.0
0.774
2.246
0.749
8.523
520.50
0.0
0.824
2.396
0.399
8.922
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Hopewe// Baptist Phase 3
Subsection: Elevation -Area Volume Curve Return Event: 2 years
Label: B -POST -POND Storm Event: TypeII 24hr (3.54 in)
Elevation Planimeter Area Al+A2+sqr Volume Volume (Total)
(ft) (ftz) (acres) (Al*A2) (ac -ft) (ac -ft)
(acres)
514.00
0.0
0.457
0.000
0.000
0.000
515.00
0.0
0.531
1.481
0.494
0.494
516.00
0.0
0.579
1.664
0.555
1.049
517.00
0.0
6.412
8.917
2.972
4.021
518.00
0.0
0.674
9.165
3.055
7.076
519.00
0.0
0.724
2.096
0.699
7.775
520.00
0.0
0.774
2.246
0.749
8.523
520.50
1 0.0
0.824
2.396
0.399
8.922
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Hopewell Baptist Phase 3
Subsection: Elevation -Area Volume Curve Return Event: 10 years
Label: B -POST -POND Storm Event: TypeII 24hr (5.16 in)
Elevation Planimeter Area Al+A2+sqr Volume Volume (Total)
(ft) (ftz) (acres) (AS*A2) (ac -ft) (ac -ft)
(acres)
514.00
0.0
0.457
0.000
0.000
0.000
515.00
0.0
0.531
1.481
0.494
0.494
516.00
0.0
0.579
1.664
0.555
1.049
517.00
0.0
6.412
8.917
2.972
4.021
518.00
0.0
0.674
9.165
3.055
7.076
519.00
0.0
0.724
2.096
0.699
7.775
520.00
0.0
0.774
2.246
0.749
8.523
520.50
1 0.01
0.824
2.396
0.399
8.922
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Hopewe// Baptist Phase 3
Subsection: Elevation -Area Volume Curve Return Event: 100 years
Label: B -POST -POND Storm Event: TypeII 24hr (7.74 In)
Elevation Planimeter Area Al+A2+sqr Volume Volume (Total)
(ft) (ftz) (acres) (Al*A2) (ac -ft) (ac -ft)
(acres)
514.00
0.0
0.457
0.000
0.000
0.000
515.00
0.0
0.531
1.481
0.494
0.494
516.00
0.0
0.579
1.664
0.555
1.049
517.00
0.0
6.412
8.917
2.972
4.021
518.00
0.0
0.674
9.165
3.055
7.076
519.00
0.0
0.724
2.096
0.699
7.775
520.00
0.0
0.774
2.246
0.749
8.523
520.50
1 0.0
0.824
2.396
0.399
8.922
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Hopewell Baptist Phase 3
Subsection: Elevation -Area Volume Curve Return Event: 1 years
Storm Event: TypeII 24hr (2.93 In)
Label: UPSTREAM
Elevation Planimeter Area Al+A2+sqr Volume Volume (Total)
(ft) (ft2) (acres) (Al*A2) (ac -ft) (ac -ft)
(acres)
514.40
0.0
0.002
0.000
0.000
0.000
515.00
0.0
0.006
0.011
0.002
0.002
516.00
0.0
0.037
0.058
0.019
0.022
517.00
0.0
0.213
0.339
0.113
0.135
518.00
0.0
0.674
1.266
0.422
0.557
519.00
0.0
1.629
3.352
1.117
1.674
520.00
0.0
2.810
6.579
1 2.193
3.867
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Hopewe// Baptist Phase 3
Subsection: Elevation -Area Volume Curve Return Event: 10 years
Label: UPSTREAM Storm Event: TypeII 24hr (5.16 in)
Elevation Planimeter Area Al+A2+sqr Volume Volume (Total)
(ft) (ftz) (acres) (Ai*A2) (ac -ft) (ac -ft)
(acres)
514.40
0.0
0.002
0.000
0.000
0.000
515.00
0.0
0.006
0.011
0.002
0.002
516.00
0.0
0.037
0.058
0.019
0.022
517.00
0.0
0.213
0.339
0.113
0.135
518.00
0.0
0.674
1.266
0.422
0.557
519.00
0.0
1.629
3.352
1.117
1.674
520.00
0.0
2.810
6.579
2.193
3.867
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Hopewe// Baptist Phase 3
Subsection: Elevation -Area Volume Curve Return Event: 100 years
Label: UPSTREAM Storm Event: TypeII 24hr (7.74 In)
Elevation Planimeter Area Al+A2+sqr Volume Volume (Total)
(ft) (ftz) (acres) (Al*A2) (ac -ft) (ac -ft)
(acres)
514.40
0.0
0.002
0.000
0.000
0.000
515.00
0.0
0.006
0.011
0.002
0.002
516.00
0.0
0.037
0.058
0.019
0.022
517.00
0.0
0.213
0.339
0.113
0.135
518.00
0.0
0.674
1.266
0.422
0.557
519.00
0.0
1.629
3.352
1.117
1.674
520.00
1 0.01
2.810
6.579
2.193
3.867
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Hopewell Baptist Phase 3
Subsection: Outlet Input Data Return Event: 1 years
Label: CS Storm Event: TypeII 24hr (2.93 in)
Requested Pond Water Surface Elevations
Minimum (Headwater) 514.00 ft
Increment (Headwater) 0.10 ft
Maximum (Headwater) 520.50 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall ES E2
(ft) (ft)
Rectangular Weir
W -R
Forward
CO
518.00
520.50
Rectangular Weir
W -C
Forward
CO
518.00
520.50
Rectangular Weir
W -L
Forward
CO
518.00
520.50
Inlet Box
RI
Forward +
CO
518.90
520.50
Reverse
Onfice-Circular
01
Forward
CO
514.00
520.50
Culvert -Circular
CO
Forward
TW
513.80
520.50
Tapwater Settings
Tailwater
I
I (N/A)
(N/A)
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HapeweH Baptist Phase 3
Subsection: Outlet Input Data Return Event: 1 years
Label: CS Storm Event: TypeII 24hr (2.93 in)
Structure ID CO
Structure Type. Culvert -Circular
Number of Barrels
1
Diameter
48.0 in
Length
66.41 ft
Length (Computed Barrel)
66.41 ft
Slope (Computed)
0.005 ft/ft
Outlet Control Data
Manning's n
0.013
Ke
0.200
Kb
0.005
Kr
0.000
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0045
M
2.0000
C
0.0317
Y
0.6900
T1 ratio (HW/D)
1.093
12 ratio (HW/D)
1.195
Slope Correction Factor
-0.500
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...
Tl Elevation 518.17 ft Tl Flow
87.96 ft3/s
T2 Elevation 518.58 ft T2 Flow
100.53 ft3/s
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Subsection: Outlet Input Data
Label: CS
Hopewell Baptist Phase 3
Return Event: 1 years
Storm Event: TypeII 24hr (2.93 in)
Structure ID. 01
1
Structure Type: Onfice-Circular
518.90 ft
Number of Openings
1
Elevation
514.00 ft
Orifice Diameter
4.0 in
Orifice Coefficient
0.620
K Reverse
1.000
Structure ID: W -L
0.000
Structure Type: Rectangular Weir
0.000
Number of Openings
1
Elevation
518.00 ft
Weir Length
4.00 ft
Weir Coefficient
3.32 (ftA0.5)/s
Structure ID: W -C
Structure Type: Rectangular Weir
Number of Openings
1
Elevation
518.00 ft
Weir Length
4.00 ft
Weir Coefficient
3.32 (ftA0.5)/s
Structure ID: W -R
Structure Type. Rectangular Weir
Number of Openings
1
Elevation
518.00 ft
Weir Length
4.00 ft
Weir Coefficient
3.32 (ftA0.5)/s
Structure ID: R1
Structure Type: Inlet Box
Number of Openings
1
Elevation
518.90 ft
Orifice Area
36.0 ft2
Orifice Coefficient
0.600
Weir Length
24.00 ft
Weir Coefficient
3.00 (ftA0.5)/s
K Reverse
1.000
Manning's n
0.000
Kev, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
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Hopewell Baptist Phase 3
Subsection: Composite Rating Curve Retum Event: 1 years
Label: CS Storm Event: TypeII 24hr (2.93 in)
Composite Outflow Summary
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3/S) (ft) (ft)
(ft)
514.00
0.00
2.00
0.00
514.10
0.02
2.00
0.00
514.20
0.07
2.00
0.00
514.30
0.14
2.00
0.00
514.40
0.21
2.00
0.00
514.50
0.25
2.00
0.00
514.60
0.29
2.00
0.00
514.70
0.32
2.00
0.00
514.80
0.35
2.00
0.00
514.90
0.37
2.00
0.00
515.00
0.40
2.00
0.00
515.10
0.42
2.00
0.00
515.20
0.44
2.00
0.00
515.30
0.46
2.00
0.00
515.40
0.47
2.00
0.00
515.50
0.50
2.00
0.00
515.60
0.52
2.00
0.00
515.70
0.54
2.00
0.00
515.80
0.55
2.00
0.00
515.90
0.57
2.00
0.00
516.00
0.59
2.00
0.00
516.10
0.60
2.00
0.00
516.20
0.62
2.00
0.00
516.30
0.63
2.00
0.00
516.40
0.65
2.00
0.00
516.50
0.66
2.00
0.00
516.60
0.68
2.00
0.00
516.70
0.69
2.00
0.00
516.80
0.70
2.00
0.00
516.90
0.71
2.00
0.00
517.00
0.73
2.00
0.00
517.10
0.73
2.00
0.00
517.20
0.75
2.00
0.00
517.30
0.76
2.00
0.00
517.40
0.78
2.00
0.00
517.50
0.78
2.00
0.00
517.60
0.80
2.00
0.00
517.70
0.81
2.00
0.00
517.80
0.82
2.00
0.00
517.90
0.83
2.00
0.00
518.00
0.85
2.00
0.00
518.10
2.09
2.00
0.00
518.20
4.35
2.00
1 0.00
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Hopewell Baptist Phase 3
Subsection: Composite Rating Curve Return Event: 1 years
Label: CS Storm Event: TypeII 24hr (2.93 in)
Composite Outflow Summary
Water Surface Flow
Elevation W/O
(ft)
Tadwater Elevation Convergence Error
(ft) (ft)
518.30
7.25
2.00
0.00
518.40
10.66
2.00
0.00
518.50
14.50
2.00
0.00
518.60
18.71
2.00
0.00
518.70
23.24
2.00
0.00
518.80
28.06
2.00
0.00
518.90
33.19
2.00
0.00
519.00
40.78
2.00
0.00
519.10
50.49
2.00
0.00
519.20
61.61
2.00
0.00
519.30
73.97
2.00
0.00
519.40
86.35
2.00
0.00
519.50
96.36
2.00
0.00
519.60
105.34
2.00
0.00
519.70
112.63
2.00
0.00
519.80
118.67
2.00
0.00
519.90
123.68
2.00
0.00
520.00
127.90
2.00
0.00
520.10
131.25
2.00
0.00
520.20
134.07
2.00
0.00
520.30
136.41
2.00
0.00
520.40
138.44
2.00
0.00
520.50
140.26
2.00
0.00
Contributing Structures
(no Q: W-R,W-C,W-L,R1,01,CO)
01,CO (no Q: W-R,W-C,W-L,Rl)
01,CO (no Q: W-R,W-C,W-L,Rl)
01,CO (no Q: W-R,W-C,W-L,Rl)
01,CO (no Q: W-R,W-C,W-L,Ri)
01,CO (no Q: W-R,W-C,W-L,Rl)
01,CO (no Q: W-R,W-C,W-L,Rl)
01,CO (no Q: W-R,W-C,W-L,Rl)
01,CO (no Q: W-R,W-C,W-L,Rl)
01,CO (no Q: W-R,W-C,W-L,Rl)
01,CO (no Q: W-R,W-C,W-L,Rl)
01,CO (no Q: W-R,W-C,W-L,Rl)
01,CO (no Q: W-R,W-C,W-L,RS)
01,CO (no Q: W-R,W-C,W-L,RS)
01,CO (no Q: W-R,W-C,W-L,Ri)
01,CO (no Q: W-R,W-C,W-L,Rl)
01,CO (no Q: W-R,W-C,W-L,Rl)
01,CO (no Q: W-R,W-C,W-L,Rl)
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Hopewell Baptist Phase 3
Subsection: Composite Rating Curve Return Event: 1 years
Label: CS Storm Event: TypeII 24hr (2.93 in)
Composite Outflow Summary
Contributing Structures
01,CO (no Q: W-R,W-C,W-L,R1)
01,CO (no Q: W-R,W-C,W-L,R1)
01,CO (no Q: W-R,W-C,W-L,R1)
01,CO (no Q: W-R,W-C,W-L,R1)
01,CO (no Q: W-R,W-C,W-L,R1)
01,CO (no Q: W-R,W-C,W-L,R1)
01,CO (no Q: W-R,W-C,W-L,R1)
01,C0 (no Q: W-R,W-C,W-L,R1)
01,CO (no Q: W-R,W-C,W-L,R1)
01,CO (no Q: W-R,W-C,W-L,R1)
01,CO (no Q: W-R,W-C,W-L,R1)
01,CO (no Q: W-R,W-C,W-L,R1)
01,CO (no Q: W-R,W-C,W-L,R1)
01,CO (no Q: W-R,W-C,W-L,R1)
01,CO (no Q: W-RW-CW-L,RI)
01,CO (no Q: W-R,W-C,W-L,R1)
01,CO (no Q: W-R,W-C,W-L,R1)
01,CO (no Q: W-R,W-C,W-L,R1)
01,CO (no Q: W-RW-C,W-L,R1)
01,CO (no Q: W-R,W-C,W-L,R1)
01,CO (no Q: W-R,W-C,W-L,R1)
01,CO (no Q: W-R,W-C,W-L,R1)
01,CO (no Q: W-R,W-C,W-L,R1)
W-R,W-C,W-L,01,CO (no Q: R1)
W-R,W-C,W-L,01,CO (no Q: RI)
W-R,W-C,W-L,01,CO (no Q: RI)
W-R,W-C,W-L,01,CO (no Q: RI)
W-R,W-C,W-L,01,CO (no Q: R1)
W-R,W-C,W-L,C1,C0 (no Q: R1)
W-R,W-C,W-L,01,CO (no Q: RI)
W-R,W-C,W-L,01,CO (no Q: RS)
W-R,W-C,W-L,01,CO (no Q: R1)
W -R, W -C, W -L, R 1, O 1, CO
W -R, W -C, W -L, R 1, O 1, CO
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, R 1, O 1,C0
W-R,W-C, W-L,R1,01,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
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Hopewell Baptist Phase 3
Subsection: Composite Rating Curve Return Event: 1 years
Label: CS Storm Event: TypeII 24hr (2.93 in)
Composite Outflow Summary
Contributing Structures
W -R, W -C, W-L,R1,C 1,C0
W -R, W -C, W -L, R1,01,C0
W -R, W -C, W -L, R 1,01,C0
R1,C0 (no Q: W-R,W-C,W-L,01)
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Hopewell Baptist Phase 3
Subsection: Interconnected Pond Routing Summary Return Event: 1 years
Label: B -POST -POND Storm Event: TypeII 24hr (2.93 in)
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions Calculation Tolerances
Elevation (Starting Water 514.00 ft Flow Tolerance- (Minimum) 0.000 ft3/s
Surface Computed)
Volume (Starting) 0.000 ac -ft Maximum Iterations 70
Outflow (Starting) 0.00 ft3/s ICPM Time Step 0.500 hours
Maximum Storage
Time to Elevation Volume
Peak (ft) (ac -ft)
(hours)
20.000 516.79 3.382
Forward Flow Peaks Reverse Flow Peaks
Time to Peak Flow (Peak) Time to Peak Flow (Peak)
(hours) (ft3/s) (hours) (ft3/s)
Pond Inflow.... 12.000 36.18 0.000 0.00
Pond Outflow... 12.000 26.62 0.000 0.00
Total Volume In Total Volume Out
Volume Direction Volume Direction
(ac -ft) (ac -ft)
Pond Inflow.... 4.232 Forward 0.000 Reverse
Pond Outflow... 0.000 Reverse 4.111 Forward
Mass Balance (ac -ft)
Volume (Initial ICPM)
0.000 ac -ft
Volume (Total In ICPM)
4.111 ac -ft
Volume (Total Out ICPM)
4.099 ac -ft
Volume (Ending)
0.035 ac -ft
Elevation (Ending)
514.07 ft
Difference
-0.022 ac -ft
Percent of Inflow Volume
(Interconnected Pond Mass
0.5%
Balance)
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Hopewell Baptist Phase 3
Subsection: Interconnected Pond Routing Summary Return Event: 2 years
Label: B -POST -POND Storm Event: TypeII 24hr (3.54 in)
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions Calculation Tolerances
Elevation (Starting Water 514.00 Flow Tolerance (Minimum) 0.000 ft3/S
Surface Computed)
Volume (Starting) 0.000 ac -ft Maximum Iterations 70
Outflow (Starting) 0.00 ft3/S ICPM Time Step 0.500 hours
Maximum Storage
Time to Elevation Volume
Peak (ft) (ac -ft)
(hours)
21.000 517.17 4.549
Forward Flow Peaks Reverse Flow Peaks
Time to Peak Flow (Peak) Time to Peak Flow (Peak)
(hours) (ft3/S) (hours) (ft3/S)
Pond Inflow.... 12.000 47.86 0.000 0.00
Pond Outflow... 12.000 34.79 0.000 0.00
Pond Inflow....
Pond Outflow...
Total Volume In
Volume Direction
(ac -ft)
5.591
0.000
Forward
Reverse
Total Volume Out
Volume Direction
(ac -ft)
0.000 Reverse
5.428 Forward
Mass Balance (ac -ft)
Volume (Initial ICPM)
0.000 ac -ft
Volume (Total In ICPM)
5.428 ac -ft
Volume (Total Out ICPM)
2.029 ac -ft
Volume (Ending)
3.420 ac -ft
Elevation (Ending)
516.80 ft
Difference
-0.021 ac -ft
Percent of Inflow Volume
(Interconnected Pond Mass
0.4%
Balance)
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Hopewell Baptist Phase 3
Subsection: Interconnected Pond Routing Summary Return Event: 10 years
Label: B -POST -POND Storm Event: TypeII 24hr (5.16 in)
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions Calculation Tolerances
Elevation (Starting Water 514.00 ft Flow Tolerance (Minimum) 0.000 ft3/s
Surface Computed)
Volume (Starting) 0.000 ac -ft Maximum Iterations 70
Outflow (Starting) 0.00 ft3/s ICPM Time Step 0.500 hours
Mass Balance (ac -ft)
Maximum Storage
Time to
Elevation Volume
Peak
(ft) (ac -ft)
(hours)
(hours) (ft3/S)
17.000
518.08 7.135
Mass Balance (ac -ft)
Forward Flow Peaks
Reverse Flow Peaks
0.000 ac -ft
Time to Peak Flow (Peak)
Time to Peak Flow (Peak)
Volume (Total Out ICPM)
(hours) (ft3/S)
(hours) (ft3/S)
Pond Inflow....
12.000 79.44
0.000 0.00
Pond Outflow...
12.000 55.68
0.000 0.00
Total Volume In
Total Volume Out
Balance)
Volume Direction
Volume Direction
(ac -ft)
(ac -ft)
Pond Inflow....
9.321 Forward
0.000 Reverse
Pond Outflow...
0.000 Reverse
8.924 Forward
Mass Balance (ac -ft)
Volume (Initial ICPM)
0.000 ac -ft
Volume (Total In ICPM)
8.924 ac -ft
Volume (Total Out ICPM)
2.970 ac -ft
Volume (Ending)
5.915 ac -ft
Elevation (Ending)
517.62 ft
Difference
0.039 ac -ft
Percent of Inflow Volume
(Interconnected Pond Mass
0.4%
Balance)
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Hopewell Baptist Phase 3
Subsection: Interconnected Pond Routing Summary Return Event: 1 years
Label: UPSTREAM Storm Event: TypeII 24hr (2.93 in)
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions Calculation Tolerances
Elevation (Starting Water 514.40 ft Flow Tolerance (Minimum) 0.000 ft3/s
Surface Computed)
Volume (Starting) 0.000 ac -ft Maximum Iterations 70
Outflow (Starting) 0.00 ft3/s ICPM Time Step 0.500 hours
Mass Balance (ac -ft)
Maximum Storage
Time to
Elevation Volume
Peak
(ft) (ac -ft)
(hours)
4.111 ac -ft
20.000
516.79 0.111
Mass Balance (ac -ft)
Forward Flow Peaks
Reverse Flow Peaks
0.000 ac -ft
Time to Peak
Flow (Peak)
Time to Peak Flow (Peak)
4.111 ac -ft
(hours)
(ft3/s)
(hours) (ft3/s)
Pond Inflow....
12.000
36.18
0.000 0.00
Pond Outflow...
12.000
26.62
0.000 0.00
Total
Volume In
Total Volume Out
Volume
Direction
Volume Direction
(ac -ft)
(ac -ft)
Pond Inflow....
4.232
Forward
0.000 Reverse
Pond Outflow...
0.000
Reverse
4.111 Forward
Mass Balance (ac -ft)
Volume (Initial ICPM)
0.000 ac -ft
Volume (Total In ICPM)
4.232 ac -ft
Volume (Total Out ICPM)
4.111 ac -ft
Volume (Ending)
0.000 ac -ft
Elevation (Ending)
514.40 ft
Difference
0.121 ac -ft
Percent of Inflow Volume
(Interconnected Pond Mass
2.9%
Balance)
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Hopewell Baptist Phase 3
Subsection: Interconnected Pond Routing Summary Return Event: 2 years
Label: UPSTREAM Storm Event: TypeII 24hr (3.54 in)
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions Calculation Tolerances
Elevation (Starting Water 514.40 ft Flow Tolerance (Minimum) 0.000 ft3/s
Surface Computed)
Volume (Starting) 0.000 ac -ft Maximum Iterations 70
Outflow (Starting) 0.00 ft3/s ICPM Time Step 0.500 hours
Mass Balance (ac -ft)
Maximum Storage
Time to
Elevation Volume
Peak
(ft) (ac -ft)
(hours)
(hours) (ft3/S)
22.000
517.18 0.209
Mass Balance (ac -ft)
Forward Flow Peaks
Reverse Flow Peaks
0.000 ac -ft
Time to Peak Flow (Peak)
Time to Peak Flow (Peak)
Volume (Total Out ICPM)
(hours) (ft3/S)
(hours) (ft3/S)
Pond Inflow....
12.000 47.86
0.000 0.00
Pond Outflow...
12.000 34.79
0.000 0.00
Total Volume In
Total Volume Out
Balance)
Volume Direction
Volume Direction
(ac -ft)
(ac -ft)
Pond Inflow....
5.591 Forward
0.000 Reverse
Pond Outflow...
0.000 Reverse
5.428 Forward
Mass Balance (ac -ft)
Volume (Initial ICPM)
0.000 ac -ft
Volume (Total In ICPM)
5.591 ac -ft
Volume (Total Out ICPM)
5.428 ac -ft
Volume (Ending)
0.113 ac -ft
Elevation (Ending)
516.81 ft
Difference
0.050 ac -ft
Percent of Inflow Volume
(Interconnected Pond Mass
0.9%
Balance)
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Hopewell Baptist Phase 3
Subsection: Interconnected Pond Routing Summary Return Event: 10 years
Label: UPSTREAM Storm Event: TypeII 24hr (5.16 in)
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions Calculation Tolerances
Elevation (Starting Water 514.40 ft Flow Tolerance (Minimum) 0.000 ft3/s
Surface Computed)
Volume (Starting) 0.000 ac -ft Maximum Iterations 70
Outflow (Starting) 0.00 ft3/s ICPM Time Step 0.500 hours
Maximum Storage
Time to Elevation Volume
Peak (ft) (ac -ft)
(hours)
17.000 518.09 0.661
Forward Flow Peaks Reverse Flow Peaks
Time to Peak Flow (Peak) Time to Peak Flow (Peak)
(hours) (ft3/S) (hours) (ft3/S)
Pond Inflow.... 12.000 79.44 0.000 0.00
Pond Outflow... 12.000 55.68 0.000 0.00
Pond Inflow....
Pond Outflow...
Total Volume In
Volume Direction
(ac -ft)
9.321
0.000
Forward
Reverse
Total Volume Out
Volume Direction
(ac -ft)
0.000 Reverse
8.924 Forward
Mass Balance (ac -ft)
Volume (Initial ICPM)
0.000 ac -ft
Volume (Total In ICPM)
9.321 ac -ft
Volume (Total Out ICPM)
8.924 ac -ft
Volume (Ending)
0.401 ac -ft
Elevation (Ending)
517.63 ft
Difference
-0.004 ac -ft
Percent of Inflow Volume
(Interconnected Pond Mass
0.0%
Balance)
Bentley Systems, Inc Haestad Methods Solubon Bentley PondPack V8i
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Hopewell Baptist Phase 3
Subsection: Interconnected Pond Routing Summary Return Event: 100 years
Label: UPSTREAM Storm Event: TypeII 24hr (7.74 in)
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions Calculation Tolerances
Elevation (Starting Water 514.40 ft Flow Tolerance (Minimum) 0.000 ft3/S
Surface Computed)
Volume (Starting) 0.000 ac -ft Maximum Iterations 70
Outflow (Starting) 0.00 ft3/S ICPM Time Step 0.500 hours
Maximum Storage
Time to Elevation Volume
Peak (ft) (ac -ft)
(hours)
14.000 518.86 1.516
Forward Flow Peaks Reverse Flow Peaks
Time to Peak Flow (Peak) Time to Peak Flow (Peak)
(hours) (ft3/S) (hours) (ft3/S)
Pond Inflow.... 12.000 129.76 0.000 0.00
Pond Outflow... 12.000 80.76 0.000 0.00
Total Volume In Total Volume Out
Volume Direction Volume Direction
(ac -ft) (ac -ft)
Pond Inflow.... 15.395 Forward 0.000 Reverse
Pond Outflow... 0.000 Reverse 15.648 Forward
Mass Balance (ac -ft)
Volume (Initial ICPM)
0.000 ac -ft
Volume (Total In ICPM)
15.395 ac -ft
Volume (Total Out ICPM)
15.648 ac -ft
Volume (Ending)
0.030 ac -ft
Elevation (Ending)
516.07 ft
Difference
-0.283 ac -ft
Percent of Inflow Volume
(Interconnected Pond Mass
1.8%
Balance)
Bentley Systems, Inc Haestad Methods Solution Bentley PondPack VSi
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Hopewell Baptist Phase 3
Index
B
B -POST -POND (Elevation -Area Volume Curve, 1 years) ... 23
B -POST -POND (Elevation -Area Volume Curve, 10 years) ... 25
13 -POST -POND (Elevation -Area Volume Curve, 100 years) ... 26
B -POST -POND (Elevation -Area Volume Curve, 2 years) ... 24
B -POST -POND (Interconnected Pond Routing Summary, 1 years) ... 37
B -POST -POND (Interconnected Pond Routing Summary, 10 years)...39
B -POST -POND (Interconnected Pond Roubng Summary, 2 years) ... 38
C
C -POST -AREA (Runoff CN -Area, 1 years) ... 13
C -POST -AREA (Time of Concentration Calculations, 1 years) ... 9, 10
C -POST -AREA (Unit Hydrograph (Hydrograph Table), 1 years) ... 15
C -POST -AREA (Unit Hydrograph (Hydrograph Table), 10 years) ... 17
C -POST -AREA (Unit Hydrograph (Hydrograph Table), 100 years) ... 18
C -POST -AREA (Unit Hydrograph (Hydrograph Table), 2 years) ... 16
C -PRE -AREA (Runoff CN -Area, 1 years)...14
C -PRE -AREA (Time of Concentration Calculations, 1 years) ... 11, 12
C -PRE -AREA (Unit Hydrograph (Hydrograph Table), 1 years) ... 19
C -PRE -AREA (Unit Hydrograph (Hydrograph Table), 10 years) ... 21
C -PRE -AREA (Unit Hydrograph (Hydrograph Table), 100 years) ... 22
C -PRE -AREA (Unit Hydrograph (Hydrograph Table), 2 years) ... 20
CS (Composite Rating Curve, 1 years) ... 33, 34, 35, 36
CS (Outlet Input Data, 1 years)...30, 31, 32
U
Union County, NC (Time -Depth Curve, 1 years) ... 1, 2
Union County, NC (Time -Depth Curve, 10 years) ... 5, 6
Union County, NC (Time -Depth Curve, 100 years) ... 7, 8
Union County, NC (Time -Depth Curve, 2 years) ... 3, 4
UPSTREAM (Elevation -Area Volume Curve, 1 years) ... 27
UPSTREAM (Elevation -Area Volume Curve, 10 years) ... 28
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Hopewell Baptist Phase 3
UPSTREAM (Elevation -Area Volume Curve, 100 years) ... 29
UPSTREAM (Interconnected Pond Routing Summary, 1 years) ... 40
UPSTREAM (Interconnected Pond Routing Summary, 10 years) ... 42
UPSTREAM (Interconnected Pond Routing Summary, 100 years) ... 43
UPSTREAM (Interconnected Pond Routing Summary, 2 years) ... 41
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Wet Detention Basin Worksheet
Basin ID
,Wet Pond #1 i
Impervious Area.
Project Name.
;Hopewell Baptist Church
19 84 ac,
Project # :
Designer
17000199
Kevin Westra, PE
1e
b h
Date-
12/26/17
n e s c
Rev
084
069
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
300
Impervious Area.
1018 ac
Pervious Area
19 84 ac,
Off -Site Impervious Area
0 00 ac
Off -Site Pervious Area
0 00 ac
Total Area: 30.02 ac
Percent Impervious: F 33.91%
Post Development Volume (1 Yr Event) ^� 4 232; ac -ft
Pre Development Volume (1 Yr Event) 2 5761 ac -ft
Difference 1.656 ac -ft
Existing to Remain 267778
Proposed 175753
Future 120000
Assumed Average Depth of Permanent Pool- 4.00 ftl
Calculate the Minimum Required Surface Area for the Permanent Pool (based on NCDEQ)
Basin Designed for,Mtn/Piedmont ; Region
Table 1.1 Surface Area to Drainaae Area (SA/DAI. Taken from NCDEQ. 2017
% IMP. Cover
300
400
PERMANENT POOL AVERAGE DEPTH (ft.)
500 600 700
8.00
10%
051
043
037
030
027
025
20%
084
069
061
051
044
040
30%
117
081
084
072
061
056
40%
1 51
1 22
1 09
091
078
0.71
50%
1 79
147
1 31
1 13
095
087
60%
209
1 73
149
1 31
1 12
1 03
70%
251
204
1.80
1 56
1 34
1.17
80%
292
2.36
207
1.82
1 62
1 40
90%
3.25
264
231
204
1 84
1 59
100%
355
279
252
234
204
175
Pool Depth Imp Cover
Lower Value 4 00' 3000%
Actual Value. 4.20' 33 91 %
Upper Value 5 00' 4000%
X=
SAIDA @ 4' SAIDA @ 5'
081 084
X X
1.22 1 09
0.97 094
SAIDA @ 4.20' See next sheet for calculation of actual avg depth
082
X
1 19
n oa
Surface Area Min 0.29 ac or 12,604.91 sf (SAIDA x Drainage Area)

Calculate the Average Depth and Design Volume of Basin from Proposed Contours
Actual Surface Area of Permanent Pool 19,920.00 sf
Req'd Surface Area of Permanent Pool 12,604 91 sf
Actual Greater Than Req'd- Acceptable
Total Volume of Permament Pool: 69,068 50 cf
Average Depth of Permanent Pool: 4.20'
Avg. Depth is Acceptable and is Greater Than The Assumed Depth
r Qbottahelf rr Abottrhe/f + Abottmnd Depth Perm Pool Area- 19,920-sf
do = L025+, )J + LI 1 x ( 11 Bott Shelf Area 14,934-sf
Ape P-1 ) J ` 2 ) l Abo«,berf J J Bottom Area 5,514.00 sf
NOTE, Min Avg. Depth Allowed is 3', Max. Avg Depth is 9' Depth 5.50
Compute Forebay Volume 14.76%
NOTE- Recommended Volume in Forebay is Between 18% and 22% of Total Volume
Basin Permanent Pool Stage/Storage
Elev
Forebay Main Bay
i Area Area
Total Area j
!
Avg Total
Area
Main Bay Accumul 1 Forebay
Vol j Accumul. Vol
Total Accumul
Vol.
508_
.00 sf 5,514 00-sf
5,514.00 sf
.00 sf
00 cf
00 cf
.00 cf
509
1,037 00-sf 6,990 00 sf
8,027.00 sf
6,770 50 sf
6,252 00 cf
.00 cf
6,252 00 cf
510
1,540.00 sf 8,07400 sf
9,614 00 sf
8,820.50 sf
13,784 00 cf
1,288 50 cf
15,072 50 cf
_ 5111-
_2,065 00 sf _9;201 00 sf
11,266 00 sf
10,440 00 sf
22,421 50 cf
3,091.00 cf
25,512 50 cf
512
_ 2 679.00 s _ 10,350''-00 sf
13,029.00 sf
12,147 50 sf
32,197 00 cf
5,463 00 cf
37,660 00 cf
----51-3 _
_3,391 00 sf _ 11-,543-00 s,
14,934 00 sf
13,981 50 sf
43,143.50 cf
8,498.00 cf
51,641.50 cf
._51_4
___ .00 sf 19,920.00 sf
19,920 00 sf
17,427.00 sf
58,875 00 cf
10,193 50 cf
69,068 50 cf
00 sf
.00 sf
.00 cf
.00 cf
00 cf
00 sf
.00 sf
.00 cf
.00 cf
00 cf
00sf
00 sf
.00 cf
00 cf
.00 cf
00 sf
00 sf
.00 cf
00 cf
.00 cf
Basin Detention Stage/Storage Above Permanent Pool Elevation
Elev.
I Contour Area
i
Vol i Accumul Vol 1
514
19,920.00 sf
.00 cf
00 cf
615
23;137 00 sf
21,528 50 cf
21,528 50 cf
516
25,213 00 sf
24,175.00 cf
45,703.50 cf
517
27.,29.1.00 sf
26,252.00 cf
71,955.50 cf
518
29;365 00 sf
28,328 00 cf
100,283 50 cf
519 _
_ 31,521 00 sf _
30,443 00 cf
130,726 50 cf
520
33,703 00 sf
32,612 00!4
163,338.50
00 cfj
00 cf
Actual Surface Area of Permanent Pool 19,920.00 sf
Req'd Surface Area of Permanent Pool 12,604 91 sf
Actual Greater Than Req'd- Acceptable
Total Volume of Permament Pool: 69,068 50 cf
Average Depth of Permanent Pool: 4.20'
Avg. Depth is Acceptable and is Greater Than The Assumed Depth
r Qbottahelf rr Abottrhe/f + Abottmnd Depth Perm Pool Area- 19,920-sf
do = L025+, )J + LI 1 x ( 11 Bott Shelf Area 14,934-sf
Ape P-1 ) J ` 2 ) l Abo«,berf J J Bottom Area 5,514.00 sf
NOTE, Min Avg. Depth Allowed is 3', Max. Avg Depth is 9' Depth 5.50
Compute Forebay Volume 14.76%
NOTE- Recommended Volume in Forebay is Between 18% and 22% of Total Volume

Determine The Volume & Elevation of The Temporary Water Quality Pool
Determine the Runoff Coefficient (Rv) for the 1.0" Rainfall
POST R„=005+09x(1)
I= 33.91% R„=036
Determine the Water Quality Volume (WQv)
WQv = Design Rainfall x Rv x Drainage Area
Design Rainfall is 1.0" Inch
Rvis036
Drainage Area is 30.02 Acres
WQv = 1. 0" x 0 36 x 30 02
Determine the Elevation of the WQv
Elev.
Highest Elev Below WQv E-51-8-0-0-1
X
Estimated WQv Elev. F 51900
Min. WQv Elev: 517.08
Temporary WQv Pool Depth* 4.00 It
WQv (1 IN)= 38,706.69 cf
WQv (Post -Pre) = 72,135.36 cf
Vol. Above Perm
Pool
100,283 50 cf
72,135.36 cf
130,726 50 cf
Area of WQv WQv Provided
WQv Elev Used 518.00 - 19,920-sf I 100,284-cf
Recommended WQv Elev. Should be
0 5' Above Min WQv Elev

Determine The Release Rate for the Water Quality Pool
Compute Water Quality Volume Release Rate
Estimated Orifice Dia m 4.00 m4
Orifice Eq Q = ca(2gh)A"2
Draw -down Time = WQv Vol /Q
Note Head (h) is taken as 1/3 actual
Orifice Invert Assumed at Perm Pool Elev.
Draw -down Time should be 2 to 5 days
Wet Extended Detention Basin Summary
WQv ELEV 517 08
PERM POOL ELEV 514
Add'I 1' of Sediment Storage
---------------------------
Elevation =_ 507.00
c= 062
a= 0 0873 sf
g = 32 17 ft/s
h= 1 28'
Q = 0.49 cfs
Draw -down Time. 56.78 hrs
Acceptable
6' Littoral Shelf
OUTFLOW PIPE

Adyw"A
NCDENR
Permit No
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information
(to be provided by DWQ)
OBOE W ATF9OG
r
� y
(� Y
11. PROJECT INFORMATION I
Project name -Hopewell Baptist Worship Addition 1
Contact person Kevin Westra }
Phone number ;704-496-6297
Date 11/15/2018
Drainage area number ;1 }
II. DESIGN INFORMATION
Site Characteristics
Drainage area
_
1,308_,0441 fe
Impervious area, post -development
! 443,5311 ftp
%impervious
3391 %
Design rainfall depth
2 9 (post -pre)} in
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
15" runoff volume
Pre -development 1 -yr, 24 -hr runoff
Post -development 1 -yr, 24 -hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the lyr 24hr storm peak flow required9
1 -yr, 24 -hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity 1 -yr, 24 -hr storm
Pre -development 1 -yr, 24 -hr peak flow
Post -development 1 -yr, 24 -hr peak flow
Pre/Post 1 -yr, 24 -hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx at the perm pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of I Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state -required temp pool?
Elevation of the top of the additional volume
72,135 ft3
w 100,284ft3 OK, volume provided is equal to or in excess of volume required
r-- y_- (Y or N)
2.91 in
0 30) (unitless)
0 651(unitless)
330Jin/hr OK
16 96 f3/sec
0 70 ft?/sec
-16 26 ft3/sec
6 518001fmsl
514 001 fmsl
505 001 fmsl
514.501 fmsl
513.50; fmsl
509'001fmsl
1 508 001 fmsl
100 ft
y (Y or N)
}. 518 Oy fmsl OK
Form SW401-Wet Detention Basin -Rev 9/18/12 Parts I & 11 Design Summary, Page 1 of 2

II. DESIGN INFORMATION
Surface Areas
Area, temporary pool , 19,920; ft
Area REQUIRED, permanent pool 12,557 e
SAIDA ratio 0 96{(unitless)
Area PROVIDED, permanent pool, A�r,„_,,,I 19,9201ff OK
Area, bottom of 1 Oft vegetated shelf, Aboi shelf 16,273j e
Area, sediment cleanout, top elevation (bottom of pond), Ahotyoed 8,027] fe
Volumes
Volume, temporary pool 100,2C4,1 ft OK
Volume, permanent pool, V,._p.l 69,0691 fP
Volume, forebay (sum of forebays if more than one forebay) 10,1931 fO
Forebay % of permanent pool volume 148%% Insufficient forebay volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table)
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, V,._p.l
Area provided, permanent pool, Ane._,Ol
Average depth calculated
Average depth used in SAIDA, di,,v, (Round to nearest 0 5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Aper _pool
Area, bottom of 1 Oft vegetated shelf, kt shelf
Area, sediment cleanout, top elevation (bottom of pond), Ab�L,a
85 %
n j (Y or N)
y j (Y or N)
0 96 (unifless)
n--� (Y or N)
69,069 fO
19,920 ff
4 201f OK
4 21f OK
y , (Y or N)
19,920 fe
16,273 ff
8,027 fe
"Depth" (distance b/w bottom of 10ft shelf and top of sediment) 4 50 It
Average depth calculated i 4 201ft
Average depth used in SAIDA, de,,, (Round to down to nearest 0.5ft) 4 2]ft
Drawdown Calculations
Drawdown through onfice?
Diameter of onfice (if circular)
Area of onfice (if -non -circular)
Coefficient of discharge (Co)
Driving head (Ho)
Drawdown through weir
Weir type
Coefficient of discharge (CW)
Length of weir (L)
Driving head (H)
Pre -development 1 -yr, 24 -hr peak flow
Post -development 1 -yr, 24 -hr peak flow
Storage volume discharge rate (through discharge onfice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & onfice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is,
yi(YorN)
4 001 in
1 in'
' 0.62{ (unitless)
i
1.28i It
j n ? (Y or N)
I ; (unifiess)
] (unitless)
16
2 36j days
OK
OK
OK, draws down in 2-5 days
Permit No
(to be provided by DWQ)
(— 3] 1
OK
j 10{ 1
OK
I 10 01f
OK
311
Insufficient flow path to width ratio Must not short-circuit pond
3011
OK
y 1(Y or N)
OK
10ift
OK
y _ i (Y or N)
OK
l y r (Y or N)
OK
y j (Y or N)
OK
------
;pump pondddwn
-_----- — ----
Fonn SW401-Wet Detention Basin -Rev 9-4118112 Parts I & 11 Design Summary, Page 2 of 2

Hopewell Baptist Phase 3
USGS Map
+ eceI1 ED
FES 13 20IR
s70RM'' QUAL/Ty
LAND
ATER PEWITT
Un
0
v
A
Pa
D
f 5
S,o7
0 %
OLD DUtCH RD -W
e/
601
H
o Ch
ew"etl
rch Cem
✓/�
Esc
x
.
CLONTZ RD O =
500
} � Fad, r-vi"ew
�
�a
c
-
r
600
Bethlehem
Church Cem
gCD
I l'
r")

a Hydrologic Soil Group--Unlon County, North Carolina %
(Hopewell Baptist Church)
Win 511am 5115o 507] Snap Seim sc'm Sam Mai) 5EMm Sam 540M
3
Map Smle 16,130 fFpmded an B bndmpe (17'x ll'� 5K.
Maas
,AN\ 0 y0 100 'M
ryFag
0 tOro1500
Ap pm�mn Web Po�moirelaVS84 6]geti¢ lR4Zm
17N NRii
l)Spp Natural Resources Web Soil Survey 11812018
Conservation Service National Cooperative Soil Survey Page 1 of 4
ar W1rN

Hydrologic Soil Group—Union County, North Carolina
(Hopewell Baptist Church)
MAP LEGEND
MAP INFORMATION
Area of Interest (Aol)
®
C
The sod surveys that comprise your AOI were mapped at
0
Area of Interest (AOI)
m
C/D
1 24,000.
Soils
�
D
Warning: Sod Map may not be valid at this scale.
Soil Rating Polygons
0
A
®
Not rated or not available
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
0
A/D
water Features
line placement. The maps do not show the small areas of
Streams and Canals
contrasting sods that could have been shown at a more detailed
B
scale.
Transportation
0
B/D
*44
Rails
Please rely on the bar scale on each map sheet for map
0
C
ww,r
Interstate Highways
measurements.
0
C/D
�v
US Routes
Source of Map Natural Resources Conservation Service
F-1
D
Web Sod Survey URL
Major Roads
Coordinate System Web Mercator (EPSG 3857)
0
Not rated or not available
._
Local Roads
Maps from the Web Sod Survey are based on the Web Mercator
Soil Rating Lines
Background
projection, which preserves direction and shape but distorts
~
A
®
Aerial Photography
distance and area. A projection that preserves area, such as the Albers
equal-area conic projection, should be used if more
A/D
accurate calculations of distance or area are required.
~
B
This product is generated from the USDA-NRCS certified data as
.vs
B/D
of the version date(s) listed below.
C
Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 17, Oct 3, 2017
C/D
Soil map units are labeled (as space allows) for map scales
D
1 50,000 or larger.
. r
Not rated or not available
Date(s) aerial images were photographed: Jun 14, 2015—Feb 8,
Soil Rating Points
2017
A
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
®
A/D
imagery displayed on these maps. As a result, some minor
B
shifting of map unit boundaries may be evident
B/D
USDA Natural Resources Web Sod Survey 1/9/2018
�� Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Union County, North Carolina
Hydrologic Soil Group
Hopewell Baptist Church
USDA Natural Resources Web Sod Survey 1/9/2018
Conservation Service National Cooperative Sod Survey Page 3 of 4
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
BaB
Badm channery silt
C
32.5
22.7%
loam, 2 to 8 percent
slopes
BdB2
Badmchannery sdty
C
5.8
41%
clay loam, 2 to 8
percent slopes,
moderately eroded
CmB
Cid channery silt loam, 1
D
37.4
26.1%
to 5 percent slopes
GoC
Goldston very channery
D
8.2
5.7%
silt loam, 4 to 15
percent slopes
GsB
Goldston-Badm
D
29.0
20.2%
complex, 2 to 8
percent slopes
ScA
Secrest-Cid complex, 0
C
30.4
21.2%
to 3 percent slopes
Totals for Area of Interest
143.3
100.0%
USDA Natural Resources Web Sod Survey 1/9/2018
Conservation Service National Cooperative Sod Survey Page 3 of 4

Hydrologic Sod Group—Union County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and 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
Hopewell Baptist Church
USDA Natural Resources Web Soil Survey 1/9/2018
Conservation Service National Cooperative Sod Survey Page 4 of 4

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