SW4200702_Design Calculations_20210810

LEWISVILLE COMMUNITY CENTER
FORSYTH COUNTY, NC
STORMWATER CALCULATIONS
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AUGUST 3, 2021
PREPARED BY:
Adam Carroll, PE
8642 W. Market St., Suite 136
Greensboro, NC 27409
336.478.3346
adam.carroll(a)timmons.com
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TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.

Table of Contents
- NOAA Precipitation Frequency Data
- Outlet Protection Calculations
- Culvert Calculations
- Swale Calculations
- Storm Pipe Calculations
- Biocell Calculations
"&*see 1
www.timmons.com
TIMMONS GROUP
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6/24/2020
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Lewisville, North Carolina, USA*
v
Latitude: 36.0978*, Longitude:-80.4099*
Elevation: 905.77 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 I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)'
Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
4.42 5.24 6.17 6.82 7.57 8.08 8.54 8.95 9.43 9.76
5-min
(4.08-4.80) (4.85-5.71) (5.70-6.72) (6.26-7.40) (6.92-8.21) JI (7.36-8.77) (7.72-9.30) (8.04-9.78) (8.35-10.3) (8.56-10.7)
3.53 4.19 4.94 5.45 6.03 6.43 6.79 7.10 7.46 7.68
10-min
(3.26-3.83) (4.56-5.38) (5.01-5.92) (5.52-6.54) (5.86-6.98) (6.13-7.39) (6.37-7.75) (6.61-8.17) (6.74-8.45)
2.94 3.51 4.16 4.60 5.10 5.43 5.72 5.97 6.26 6.42
15-min
(2.72-3.19) (3.25-3.83) (3.84-4.54) (4.23-4.99) 1 L (4.66-5.53) j 1 (5.17-6.22) (5.36-6.52) (5.54-6.86) 11 (5.64-7.08)
2.02 2.43 2.96 3.33 3.77 4.09 4.38 4.65 4.98 5.20
30-min
(1.86-2.19) (2.24-2.64) (2.73-3.22) (3.06-3.62) 11 (3.45-4.09) (3.72-4.44) (3.96-4.77) (4.17-5.07) (4.41-5.46) 11 (4.56-5.73)
1.26 1.52 1.90 2.17 2.51 2.77 3.02 3.26 3.57 3.80
60-min
(1.16-1.36) 1 1 (1.75-2.07) (1.99-2.35) 11 (2.30-2.73) (2.52-3.01) (2.73-3.28) (2.92-3.56) (3.17-3.91) (3.33-4.18)
0.736 0.893 1.12 1.29 1.52 1.69 1.86 2.03 2.26 2.44
2-hr
(0.680-0.800) (0.824-0.974)1 1 (1.19-1.40) 11 (1.39-1.65) 1 (1.53-1.84) 1 (1.67-2.03) (1.81-2.22) (1.99-2.48)
0.525 0.638 0.802 0.927 1.09 1.22F 1.35 F 1.66 1.80
3-hr
(0.485-0.572) (0.590-0.697) (0.740-0.874) (0.851-1.01) 11 (0.997-1.19) 1 (1.22-1.47) 1 (1.46-1.82) 11 (1.56-1.97)
0.322 0.389 0.489 0.567 0.673 0.757 0.843 0.930 1.05 1.14
6-hr
(0.297-0.351) (0.360-0.426) (0.451-0.535) (0.520-0.618) (0.613-0.732) (0.684-0.823) (0.754-0.915) 1 (0.822-1.01) 1 (0.914-1.15) 1(0.982-1.25)
0.192 0.232 0.292 0.340 0.406 0.459 0.514 0.572 0.652 0.716
12-hr
(0.176-0.209) (0.213-0.254) (0.268-0.319) (0.311-0.370) (0.368-0.441) (0.413-0.497) (0.458-0.557) (0.504-0.619) (0.564-0.707) (0.610-0.777)
0.117 0.141 0.178 0.207 0.246 0.279 0.312 0.347 0.395 0.434
24-hr
(0.108-0.126) (0.131-0.153) (0.164-0.192) (0.190-0.223) (0.226-0.266) (0.255-0.301) (0.285-0.337) (0.315-0.375) (0.356-0.428) (0.389-0.470)
0.068 0.082 0.102 0.118 0.140 0.157 0.174 0.192 0.217 0.236
2tlay
(0.063-0.073) (0.076-0.088) (0.095-0.110) (0.110-0.127) (0.129-0.150) (0.144-0.169) (0.160-0.188) (0.176-0.207) (0.197-0.234) (0.214-0.256)
0.048 0.058 0.072 0.083 0.098 0.110 0.122 0.135 0.152 0.166
3tlay
(0.045-0.052) (0.054-0.062) (0.067-0.078) (0.077-0.089) (0.091-0.105) 1 (0.102-0.118) (0.112-0.132) (0.123-0.145) (0.138-0.164) (0.150-0.180)
0.038 0.046 0.057 0.066 0.077 0.087 0.096 0.106 0.120 0.131
4tlay
(0.036-0.041) (0.043-0.049) (0.053-0.061) (0.061-0.070) (0.072-0.083) (0.080-0.093) (0.089-0.104) (0.097-0.114) (0.109-0.129) (0.118-0.141)
0.025 0.030 0.036 0.042 0.049 0.054 0.060 0.066 0.073 0.080
7tlay
(0.023-0.027) (0.028-0.032) (0.034-0.039) (0.039-0.044) (0.045-0.052) (0.050-0.058) (0.055-0.064) (0.060-0.070) (0.067-0.079) (0.072-0.086)
0.020 0.024 0.029 0.032 0.038 0.042 0.046 0.050 0.055 0.060
10-day
(0.019-0.021) (0.022-0.025) (0.027-0.030) (0.030-0.034) (0.035-0.040) (0.039-0.044) (0.042-0.049) (0.046-0.053) (0.051-0.059) (0.055-0.064)
0.013 0.016 0.019 0.021 0.024 0.027 0.029 0.032 0.035 0.038
20-day
(0.013-0.014) (0.015-0.017) (0.018-0.020) (0.020-0.022) (0.023-0.026) (0.025-0.028) (0.027-0.031) (0.029-0.034) (0.032-0.037) (0.035-0.040)
0.011 0.013 0.015 0.017 0.019 0.020 0.022 0.023 0.025 0.027
30-day
(0.011-0.012) (0.012-0.014) (0.014-0.016) (0.016-0.018) (0.018-0.020) (0.019-0.021) (0.021-0.023) (0.022-0.025) (0.024-0.027) (0.025-0.029)
0.009 0.011 0.012 0.014 0.015 0.016 0.017 0.019 0.020 0.021
45-day
(0.009-0.010) (0.010-0.011) (0.012-0.013) (0.013-0.014) (0.014-0.016) (0.016-0.017) (0.017-0.018) (0.018-0.019) (0.019-0.021) (0.020-0.022)
0.008 0.010 0.011 0.012 0.013 0.014 0.015 0.016 0.017 0.018
60-day
(0.008-0.009) (0.009-0.010) (0.011-0.011) (0.011-0.012) (0.013-0.014) (0.013-0.015) (0.014-0.016) (0.015-0.017) (0.016-0.018) (0.017-0.019)
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
PF graphical
hftps://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0978&Ion=-80.4099&data=intensity&units=english&series=pds 1 /3

6/24/2020 Precipitation Frequency Data Server
PDS-based intensity -duration -frequency (IDF) curves
Latitude: 36.0973% Longitude:-80-4099D
10.000
Ln
c
0.100
0 001
I I I TT 77 I
- ;------------ -- -- -- ----
c
c
c
c
c
L. L.
L.
L L
L L
f
rq
rq rq
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rq rq
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rR
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rR rR
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Q
O
t*1
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r-� o
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ul O
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Duration
10.000
1.000
c
al
rm 0.100
C
G
4T
0.010
0.001 G
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (}rears)
NOAA Atlas 14, VcIurne 2, Version 3 Created (GMT): Wed Jun 24 15:03:13 2020
Back to Top
Maps & aerials
Small scale terrain
Urn
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f k
Large scale terrain
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Average recurrence
Interval
{years}
— 1
2
5
10
25
50
100
200
500
1000
Duration
— 5-min
— 2-day
— 10-min
— 3-day
15-min
— 4-day
— 30-mon
— 7-day
— 60-min
— 10-day
— 2-hr
— 20-day
— "r
— 30-day
— "r
— 45-day
— 12fir
— 60-day
— 24fir
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0978&Ion=-80.4099&data=intensity&units=english&series=pds 2/3

6/24/2020
Precipitation Frequency Data Server
Large scale map
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Back to Top
us uepartment of c;ommerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Disclaimer
https://hdsc.nws.noaa.govlhdsctpfdslpfds—printpage.html?lat=36.0978&Ion=-80.4099&data=intensity&units=english&series=pds 3/3

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9-A-4
CHART
HEADWATER DEPTH FOR
CONCRETE PIPE CULVERTS
WITH INLET CONTROL O
180
10,000
(1)
(2)
(3)
EXAMPLE
168
8,000
D = 42 Inches (3.5 feet)
6.
156
6,000
0 =120 cis
6.
144
5.000
HW • FIW
6.
5
5.
4,000
D feet
132
3,000
(1) 2.5 8.8
5•
4.
4.
120
2,000
(2) 2.1 7.4
4,
108
(3) 2.2 7.7
3'
3.
"D In feet
96
1,000
.3
800
84
600
/
2-
2.
500
/
U 72
400
z.
Z300
/
1.5
1.5
0 80
0)
200
/ /
W
1.5
H 54
Z
w
W
46
100
_
J
80
Z
U //
42
0-
60
1.0
1.0
O
50
1.0
CC
400
W 36
30
in
.9
.9
r
p
HW
SCALE ENTRANCE
x
Q33
D
TYPE
H
.9
20
Q
8
0 30
(1)
Squar©adgewith
8
.8
headwall
27
10
(2)
Gmovo and with
LLLLLLJJJ
=
8
hoadwail
7
7
.7
24
6
(3)
Groove and pmjecdng
21
5
O. (03
4
To use
Lo�3) yr
3
hm mnts2y
use 7r rse
6
.6
.6
18
�an
rev
moles, or reverse as
as,
1.0
L 5
12 to
I.18 Cr- s
Culverts

9-A-4
Cu lw,.r L : l8'' g-cf
Qj* - 4.19 C(--(
CHART 1
HEADWATER DEPTH FOR
CONCRETE PIPE CULVERTS
WITH INLET CONTROL O
180
10.000
(1) (2)
(3)
168
8,000
EXAMPLE
156
6,000
D = 42 Inches (3.5 feet)
0 =120 cfs
6•
6.
144
5,000
�D HW
6.
5•
5.
4,000
ee
132
3,000
(1) 2.5 8.8
5.
4. 4.
120
2,000
(2) 2.1 7.4
4.
108
(3) 2.2 7.7
3'
3.
96
•D in feet
.3
1,000
84
800
2.
600
500
/
U 72
400
2.
Z300
1.5 1.5
0 60
CO)
200
j /
W 1.5
54
U
Z
/
/
100
4880
_
42
1.0 1.0
0
5500
1.0
W
W 36
U)
40
30
p
.9 .9
j
33
p
HW SCALE ENTRANCE
D TYPE
iC ,9
Q
20
p 30
(1) Square edge wlth
.8
.8
headwa
27
10
(2) sold with
T
24
8
dwall
7
(3j Groove and projecOng
21
5
4
7o Lm scWo (21 or t3) poled
hoflYolriWf to scare (1), then
•6
3
um slralght InVina Ilse thrae>)h
.6
.6
18
0 and Q vm'es. or reverie as
fl luasreted.
2
15
.5
1.0
.5
.5
12
0
L= I If
Culverts

6/24/2020
NORTH
AMERICAN
IEEI'
CHANNEL ANALYSIS
> > > Channel 1
Name
Channel 1
Discharge
11.53
Channel Slope
0.015
Channel Bottom Width
0
Left Side Slope
5
Right Side Slope
5
Existing Bend Radius
210
Low Flow Liner
Retardence Class
E <2 in
Vegetation Type
Bunch Type
Vegetation Density
Poor < 50%
Soil Type
Sandy Loam (GM)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthia na Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced
Straight
11.53 cfs
0.68 ft/s
1.84 ft
0.25
4 Ibs/ft2
1.72 Ibs/ft2
2.32
STABLE --
Vegetation
Underlying
Straight
11.53 cfs
0.68 ft/s
1.84 ft
0.25
4 Ibs/ft2
0.84 Ibs/ft2
4.73
STABLE --
Substrate
Unreinforced
Bend
11.53 cfs
0.68 ft/s
1.84 ft
0.25
4 Ibs/ft2
1.81 Ibs/ft2
2.21
STABLE --
Vegetation
Underlying
Bend
11.53 cfs
0.68 ft/s
1.84 ft
0.25
4 Ibs/ft2
0.89 Ibs/ft2
4.51
STABLE --
Substrate
hftps://ecmds.com/project/144611/channel-analysis/185644/show 1 /1

6/24/2020
NORTH
AMERICAN
IEEI'
CHANNEL ANALYSIS
> > > Channel 2
Name
Channel 2
Discharge
26.89
Channel Slope
0.025
Channel Bottom Width
0
Left Side Slope
13
Right Side Slope
13
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Bunch Type
Vegetation Density
Excellent > 95%
Soil Type
Sandy Loam (GM)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthia na Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 26.89 cfs 4.54 ft/s 0.67 ft 0.025 4 Ibs/ft2 1.05 Ibs/ft2 3.81 STABLE --
Vegetation
Underlying Straight 26.89 cfs 4.54 ft/s 0.67 ft 0.025 0.54 Ibs/ft2 0.52 Ibs/ft2 1.04 STABLE --
Substrate
hftps://ecmds.com/project/144611/channel-analysis/185656/show 1 /1

6/24/2020
NORTH
AMERICAN
IEEI'
CHANNEL ANALYSIS
> > > Channel 3
Name
Channel 3
Discharge
6.14
Channel Slope
0.0389
Channel Bottom Width
0
Left Side Slope
13
Right Side Slope
13
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Bunch Type
Vegetation Density
Excellent > 95%
Soil Type
Sandy Loam (GM)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthia na Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 6.14 cfs 3.71 ft/s 0.36 ft 0.025 4 Ibs/ft2 0.87 Ibs/ft2
Vegetation
Underlying Straight 6.14 cfs 3.71 ft/s 0.36 ft 0.025 0.54 Ibs/ft2 0.43 Ibs/ft2
Substrate
1.26 STABLE
hftps://ecmds.com/project/144611/channel-analysis/185657/show 1 /1

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
13
15
16
18
17
Project File: Hydra Flow - Building Pipe Network.stm
Outfall
Number of lines: 18 1 Date: 6/25/2020
Storm Sewers v2019.20

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-Loss
Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
El Dn
Slope
El Up
Size
Shape
Value
Coeff
Rim El
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
M
(ft)
(in)
(n)
(K)
(ft)
1
End
31.724
43.905
None
0.00
0.00
0.00
0.0
916.00
16.39
921.20
8
Cir
0.010
0.97
923.88
2 (5)
2
1
34.737
15.037
Genr
0.00
0.01
0.90
5.0
921.20
2.76
922.16
8
Cir
0.010
0.50
925.33
2 (8)
3
2
22.073
0.000
Genr
0.00
0.04
0.90
5.0
922.16
1.00
922.38
8
Cir
0.010
0.50
925.33
2 (7)
4
3
11.594
0.000
None
0.00
0.01
0.90
5.0
922.38
1.03
922.50
8
Cir
0.010
1.00
925.24
2 (6)
5
End
72.595
138.843
None
0.00
0.02
0.90
5.0
918.97
1.01
919.70
10
Cir
0.010
1.00
922.22
2 (15)
6
5
29.660
-88.425
Genr
0.00
0.02
0.90
5.0
919.70
1.01
920.00
8
Cir
0.010
1.46
923.63
2 (14)
7
6
50.000
76.023
Genr
0.00
0.03
0.90
5.0
920.00
1.00
920.50
8
Cir
0.010
1.18
924.53
2 (13)
8
7
29.215
48.331
Genr
0.00
0.11
0.90
5.0
920.50
0.99
920.79
8
Cir
0.010
1.07
924.56
2 (12)
9
8
130.950
41.669
Genr
0.00
0.03
0.90
5.0
920.79
1.00
922.10
8
Cir
0.010
1.31
925.09
2 (11)
10
9
27.078
58.015
Genr
0.00
0.00
0.00
5.0
922.10
1.00
922.37
8
Cir
0.010
0.95
925.40
2 (10)
11
10
12.963
-35.515
None
0.00
0.03
0.90
5.0
922.37
1.00
922.50
8
Cir
0.010
1.00
925.22
2 (9)
12
1
67.200
-74.054
None
0.00
0.00
0.00
0.0
921.20
1.00
921.87
8
Cir
0.010
1.00
924.56
2 (4)
13
12
24.407
89.312
None
0.00
0.00
0.00
0.0
921.87
1.00
922.12
8
Cir
0.010
1.00
923.07
2 (3) (1)
14
13
36.384
89.925
None
0.00
0.01
0.90
5.0
922.34
1.02
922.71
8
Cir
0.010
1.00
923.43
2 (18)
15
13
22.429
-0.159
Genr
0.00
0.03
0.00
5.0
922.12
0.98
922.34
8
Cir
0.010
0.50
925.14
2 (2)
16
15
16.086
-0.063
None
0.00
0.03
0.90
5.0
922.34
0.99
922.50
8
Cir
0.010
1.00
925.30
2 (1)
17
5
56.233
77.599
Genr
0.00
0.04
0.90
5.0
921.41
1.00
921.97
8
Cir
0.010
0.50
924.32
2 (17)
18
17
52.545
0.000
Genr
0.00
0.07
0.90
5.0
921.97
1.01
922.50
8
Cir
0.010
1.00
924.86
2 (16)
Project File: HydraFlow - Building Pipe Network.stm
Number of lines: 18
Date: 6/25/2020
Storm Sewers v2019.20

Structure Report
Page 1
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
(ft)
(ft)
(in)
(ft)
(in)
(ft)
1
13 (5)
None
923.88
n/a
n/a
n/a
8
Cir
921.20
8
Cir
921.20
8
Cir
921.20
2
13 (9)
Generic
925.33
Cir
1.25
1.25
8
Cir
922.16
8
Cir
922.16
3
13 (8)
Generic
925.33
Cir
1.25
1.25
8
Cir
922.38
8
Cir
922.38
4
13 (7)
None
925.24
n/a
n/a
n/a
8
Cir
922.50
5
13 (16)
None
922.22
n/a
n/a
n/a
10
Cir
919.70
8
Cir
919.70
8
Cir
921.41
6
13 (15)
Generic
923.63
Cir
1.25
1.25
8
Cir
920.00
8
Cir
920.00
7
13 (14)
Generic
924.53
Cir
1.25
1.25
8
Cir
920.50
8
Cir
920.50
8
13 (13)
Generic
924.56
Cir
1.25
1.25
8
Cir
920.79
8
Cir
920.79
9
13 (12)
Generic
925.09
Cir
1.25
1.25
8
Cir
922.10
8
Cir
922.10
10
13 (11)
Generic
925.40
Cir
1.25
1.25
8
Cir
922.37
8
Cir
922.37
11
13 (10)
None
925.22
n/a
n/a
n/a
8
Cir
922.50
12
13 (4)
None
924.56
n/a
n/a
n/a
8
Cir
921.87
8
Cir
921.87
13
13 (20)
None
923.07
n/a
n/a
n/a
8
Cir
922.12
8
Cir
922.34
8
Cir
922.12
14
13 (21)
None
923.43
n/a
n/a
n/a
8
Cir
922.71
15
13 (2)
Generic
925.14
Cir
1.25
1.25
8
Cir
922.34
8
Cir
922.34
16
13 (1)
None
925.30
n/a
n/a
n/a
8
Cir
922.50
17
13 (19)
Generic
924.32
Cir
1.25
1.25
8
Cir
921.97
8
Cir
921.97
18
13 (18)
Generic
924.86
Cir
1.25
1.25
8
Cir
922.50
File: HydraFlow - Building Pipe Network.stm
--7Project
Number of Structures: 18
Run Date: 6/25/2020
Storm Sewers v2019.20

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(ft)
(ft)
(ft)
M
(ft)
(ft)
(ft)
(ft)
No.
1
2 (5)
0.54
8
Cir
31.724
916.00
921.20
16.391
916.34
921.54
0.13
921.54
End
None
2
2 (8)
0.37
8
Cir
34.737
921.20
922.16
2.763
921.54
922.44
n/a
922.44 j
1
Generic
3
2 (7)
0.31
8
Cir
22.073
922.16
922.38
0.997
922.44
922.64
n/a
922.64
2
Generic
4
2 (6)
0.07
8
Cir
11.594
922.38
922.50
1.035
922.64
922.62
n/a
922.62
3
None
5
2 (15)
1.99
10
Cir
72.595
918.97
919.70
1.006
919.61
920.33
n/a
920.33
End
None
6
2 (14)
1.26
8
Cir
29.660
919.70
920.00
1.011
920.33
920.53
n/a
920.53
5
Generic
7
2 (13)
1.15
8
Cir
50.000
920.00
920.50
1.000
920.53
921.01
n/a
921.01
6
Generic
8
2 (12)
0.98
8
Cir
29.215
920.50
920.79
0.993
921.01
921.26
n/a
921.26
7
Generic
9
2 (11)
0.37
8
Cir
130.950
920.79
922.10
1.000
921.26
922.38
n/a
922.38
8
Generic
10
2 (10)
0.19
8
Cir
27.078
922.10
922.37
0.997
922.38
922.57
n/a
922.57
9
Generic
11
2 (9)
0.20
8
Cir
12.963
922.37
922.50
1.003
922.57
922.70
n/a
922.70
10
None
12
2 (4)
0.23
8
Cir
67.200
921.20
921.87
0.997
921.54
922.09
n/a
922.09
1
None
13
2 (3) (1)
0.23
8
Cir
24.407
921.87
922.12
1.000
922.09
922.34
n/a
922.34
12
None
14
2 (18)
0.07
8
Cir
36.384
922.34
922.71
1.017
922.43
922.83
n/a
922.83
13
None
15
2 (2)
0.19
8
Cir
22.429
922.12
922.34
0.981
922.34
922.54
n/a
922.54
13
Generic
16
2 (1)
0.20
8
Cir
16.086
922.34
922.50
0.995
922.54
922.70
n/a
922.70
15
None
17
2 (17)
0.70
8
Cir
56.233
921.41
921.97
0.996
921.72
922.36
n/a
922.36
5
Generic
18
2 (16)
0.46
8
Cir
52.545
921.97
922.50
1.009
922.36
922.82
n/a
922.82
17
Generic
File: HydraFlow - Building Pipe Network.stm
--FProject
Number of lines: 18
Run Date: 6/25/2020
NOTES: Return period = 10 Yrs. ; j - Line contains hyd. jump.
Storm Sewers v2019.20

MyReport
Page 1
Line
Area
Area
Byp
Coeff
Coeff
Coeff
Capac
Crit
Cross
Cross
Curb
Defl
Depth
Depth
DnStm
Drng
Easting
EGL
EGL
Energy
No.
Dn
Up
Ln No
C1
C2
C3
Full
Depth
SI, Sw
SI, Sx
Len
Ang
Dn
Up
Ln No
Area
X
Dn
Up
Loss
(sqft)
(sqft)
(C)
(C)
(C)
(cfs)
(ft)
(ft/ft)
(ftift)
(ft)
(Deg)
(ft)
(ft)
(ac)
(ft)
(ft)
(ft)
(ft)
1
0.18
0.18
n/a
0.20
0.50
0.90
6.36
0.34
....
....
....
43.905
0.34
0.34'*
Outfall
0.00
1582201.58
916.48
921.68
0.000
2
0.14
0.14
Offsite
0.20
0.50
0.90
2.61
0.28
0.050
0.020
....
15.037
0.34
0.28*"
1
0.01
1582219.50
921.65
922.55
0.000
3
0.00
0.00
Offsite
0.20
0.50
0.90
0.00
0.00
0.050
0.020
....
0.000
0.00
0.00'"
2
0.04
1582230.89
922.54
922.64
0.000
4
0.00
0.00
n/a
0.20
0.50
0.90
0.00
0.00
....
....
....
0.000
0.00
0.00*"
3
0.01
1582236.87
922.68
922.62
0.000
5
0.00
0.00
n/a
0.20
0.50
0.90
0.00
0.00
....
....
....
138.843
0.00
0.00"
Outfall
0.02
1582406.47
919.92
920.33
0.000
6
0.00
0.00
Offsite
0.20
0.50
0.90
0.00
0.00
0.050
0.020
....
-88.425
0.00
0.00**
5
0.02
1582425.37
920.61
920.53
0.000
7
0.00
0.00
Offsite
0.20
0.50
0.90
0.00
0.00
0.050
0.020
....
76.023
0.00
0.00*"
6
0.03
1582395.67
920.78
921.01
0.000
8
0.00
0.00
Offsite
0.20
0.50
0.90
0.00
0.00
0.050
0.020
....
48.331
0.00
0.00*"
7
0.11
1582366.57
921.23
921.26
0.000
9
0.00
0.00
Offsite
0.20
0.50
0.90
0.00
0.00
0.050
0.020
....
41.669
0.00
0.00*"
8
0.03
1582261.23
921.37
922.38
0.000
10
0.00
0.00
Offsite
0.20
0.50
0.90
0.00
0.00
0.050
0.020
....
58.015
0.00
0.00*"
9
0.00
1582263.33
922.46
922.57
0.000
11
0.00
0.00
n/a
0.20
0.50
0.90
0.00
0.00
....
....
....
-35.515
0.00
0.00*"
10
0.03
1582256.64
922.64
922.70
0.000
12
0.00
0.00
n/a
0.20
0.50
0.90
0.00
0.00
....
....
....
-74.054
0.00
0.00*"
1
0.00
1582259.69
921.62
922.09
0.000
13
0.00
0.00
n/a
0.20
0.50
0.90
0.00
0.00
....
....
....
89.312
0.00
0.00*"
12
0.00
1582272.20
922.17
922.34
0.000
14
0.00
0.00
n/a
0.20
0.50
0.90
0.00
0.00
....
....
....
89.925
0.00
0.00*"
13
0.01
1582240.98
922.47
922.83
0.000
15
0.00
0.00
Offsite
0.20
0.50
0.90
0.00
0.00
0.050
0.020
....
-0.159
0.00
0.00*"
13
0.03
1582283.75
922.41
922.54
0.000
16
0.00
0.00
n/a
0.20
0.50
0.90
0.00
0.00
....
....
....
-0.063
0.00
0.00*"
15
0.03
1582292.05
922.61
922.70
0.000
17
0.00
0.00
Offsite
0.20
0.50
0.90
0.00
0.00
0.050
0.020
....
77.599
0.00
0.00*"
5
0.04
1582361.23
921.89
922.36
0.000
18
0.00
0.00
Offsite
0.20
0.50
0.90
0.00
0.00
0.050
0.020
....
0.000
0.00
0.00*"
17
0.07
1582318.96
922.49
922.82
0.000
Project File: HydraFlow - Building Pipe Network.stm
Number of lines: 18
Date: 6/25/2020
NOTES: -Critical depth
Storm Sewers

MyReport
Page 2
Flow
Sf
Sf
Grate
Grate
Grate
Gnd/Rim
Gnd/Rim
Gutter
Gutter
Gutter
Gutter
HGL
HGL
HGL
HGL
HGL
Incr
Incr
Inlet
Inlet
Rate
Ave
Dn
Area
Len
Width
El Dn
El Up
Depth
Slope
Spread
Width
Dn
Up
Jnct
Jmp Dn
Jmp Up
CxA
Q
Depth
Eff
(cfs)
(ft/ft)
(ft/ft)
(sqft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(cfs)
(ft)
(%)
0.54
0.000
0.000
....
....
....
0.00
923.88
....
916.34
921.54
921.54
....
0.00
0.00
0.37
0.000
0.000
....
....
....
923.88
925.33
0.09
0.002
1.83
2.00
921.54
922.44 j
922.44
921.58
921.54
0.01
0.07
0.09
100
0.31
0.000
0.000
....
....
....
925.33
925.33
0.15
0.002
4.47
2.00
922.44
922.64
922.64
....
....
0.04
0.26
0.15
100
0.07
0.000
0.000
....
....
....
925.33
925.24
....
922.64
922.62
922.62
....
0.01
0.07
1.99
0.000
0.000
....
....
....
920.66
922.22
....
919.61
920.33
920.33
....
0.02
0.13
1.26
0.000
0.000
....
....
....
922.22
923.63
0.12
0.002
2.90
2.00
920.33
920.53
920.53
....
....
0.02
0.13
0.12
100
1.15
0.000
0.000
....
....
....
923.63
924.53
0.14
0.002
3.79
2.00
920.53
921.01
921.01
....
....
0.03
0.20
0.14
100
0.98
0.000
0.000
....
....
....
924.53
924.56
0.21
0.002
7.31
2.00
921.01
921.26
921.26
....
....
0.10
0.72
0.21
100
0.37
0.000
0.000
....
....
....
924.56
925.09
0.14
0.002
3.79
2.00
921.26
922.38
922.38
....
....
0.03
0.20
0.14
100
0.19
0.000
0.000
....
....
....
925.09
925.40
0.00
0.002
0.00
2.00
922.38
922.57
922.57
....
....
0.00
0.00
0.00
0
0.20
0.000
0.000
....
....
....
925.40
925.22
....
....
....
922.57
922.70
922.70
....
0.03
0.20
0.23
0.000
0.000
....
....
....
923.88
924.56
....
....
....
....
921.54
922.09
922.09
....
0.00
0.00
0.23
0.000
0.000
....
....
....
924.56
923.07
....
....
....
922.09
922.34
922.34
....
0.00
0.00
0.07
0.000
0.000
....
....
....
923.07
923.43
....
....
....
922.43
922.83
922.83
....
0.01
0.07
0.19
0.000
0.000
....
....
....
923.07
925.14
0.00
0.002
0.00
2.00
922.34
922.54
922.54
....
....
0.00
0.00
0.00
0
0.20
0.000
0.000
....
....
....
925.14
925.30
....
....
....
922.54
922.70
922.70
....
0.03
0.20
0.70
0.000
0.000
....
....
....
922.22
924.32
0.15
0.002
4.47
2.00
921.72
922.36
922.36
....
....
0.04
0.26
0.15
100
0.46
0.000
0.000
....
....
....
924.32
924.86
0.18
0.002
5.94
2.00
922.36
922.82
922.82
....
....
0.06
0.46
0.18
100
--
Project File: HydraFlow - Building Pipe Network.stm
Number of lines: 18
Date: 6/25/2020
NOTES: ** Critical depth
Storm Sewers

MyReport
Page 3
Inlet
Inlet
Inlet
i
i
Invert
Invert
Jump
Jump
Vol Hd
Vol Hd
J-Loss
Junct
Known
Cost
Cost
Cost
Line
ID
Loc
Time
Sys
Inlet
Dn
Up
Loc
Len
Jmp Dn
Jmp Up
Coeff
Type
Q
RCP
CMP
PVC
ID
(ft)
(min)
(in/hr)
(in/hr)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(cfs)
13 (5)
On Grade
0.0
5.98
0.00
916.00
921.20
....
....
0.00
0.00
0.97 z
None
0.00
100
90
85
2 (5)
13 (9)
On Grade
5.0
6.84
7.24
921.20
922.16
3.47
1.41
0.11
0.25
0.50 z
Generic
0.00
100
90
85
2 (8)
13 (8)
On Grade
5.0
6.95
7.24
922.16
922.38
....
....
0.00
0.00
0.50
Generic
0.00
100
90
85
2 (7)
13 (7)
On Grade
5.0
7.24
7.24
922.38
922.50
....
....
0.00
0.00
1.00
None
0.00
100
90
85
2 (6)
13 (16)
On Grade
5.0
6.31
7.24
918.97
919.70
....
....
0.00
0.00
1.00
None
0.00
100
90
85
2 (15)
13 (15)
On Grade
5.0
6.34
7.24
919.70
920.00
....
....
0.00
0.00
1.46
Generic
0.00
100
90
85
2 (14)
13 (14)
On Grade
5.0
6.39
7.24
920.00
920.50
....
....
0.00
0.00
1.18
Generic
0.00
120
108
102
2 (13)
13 (13)
On Grade
5.0
6.43
7.24
920.50
920.79
....
....
0.00
0.00
1.07
Generic
0.00
100
90
85
2 (12)
13 (12)
On Grade
5.0
6.91
7.24
920.79
922.10
....
....
0.00
0.00
1.31
Generic
0.00
100
90
85
2 (11)
13 (11)
On Grade
5.0
7.13
0.00
922.10
922.37
....
....
0.00
0.00
0.95
Generic
0.00
100
90
85
2 (10)
13 (10)
On Grade
5.0
7.24
7.24
922.37
922.50
....
....
0.00
0.00
1.00
None
0.00
100
90
85
2 (9)
13 (4)
On Grade
0.0
6.29
0.00
921.20
921.87
....
....
0.00
0.00
1.00
None
0.00
100
90
85
2 (4)
13 (20)
On Grade
0.0
6.41
0.00
921.87
922.12
....
....
0.00
0.00
1.00
None
0.00
100
90
85
2 (3) (1)
13 (21)
On Grade
5.0
7.24
7.24
922.34
922.71
....
....
0.00
0.00
1.00
None
0.00
100
90
85
2 (18)
13 (2)
On Grade
5.0
7.10
0.00
922.12
922.34
....
....
0.00
0.00
0.50
Generic
0.00
100
90
85
2 (2)
13 (1)
On Grade
5.0
7.24
7.24
922.34
922.50
....
....
0.00
0.00
1.00
None
0.00
100
90
85
2 (1)
13 (19)
On Grade
5.0
7.05
7.24
921.41
921.97
....
....
0.00
0.00
0.50
Generic
0.00
100
90
85
2 (17)
13 (18)
On Grade
5.0
7.24
7.24
921.97
922.50
....
....
0.00
0.00
1.00
Generic
0.00
100
90
85
2 (16)
Project File: HydraFlow - Building Pipe Network.stm
Number of lines: 18
Date: 6/25/2020
NOTES: Intensity = 88.24 / (Inlet time + 15.50) 10.83 -- Return period = 10 Yrs. ; ** Critical depth
Storm Sewers

MyReport
Page 4
Line
Line
Line
Line
Local
n-val
n-val
Minor
Northing
Pipe
Q
Q
Q
Line
Runoff
Line
Area
Area
Area
Tc
Throat
Total
Total
Length
Size
Slope
Type
Depr
Gutter
Pipe
Loss
Y
Travel
Byp
Capt
Carry
Rise
Coeff
Span
Al
A2
A3
Ht
Area
CxA
(ft)
(in)
M)
(in)
(ft)
(ft)
(min)
(cfs)
(cfs)
(cfs)
(in)
(C)
(in)
(ac)
(ac)
(ac)
(min)
(in)
(ac)
31.724
8
16.39
Cir
....
....
0.010
0.13
854332.12
0.29
....
8
0.00
8
0.00
0.00
0.00
10.3
....
0.13
0.09
34.737
8
2.76
Cir
0.0
0.013
0.010
n/a
854302.36
0.52
0.00
0.07
0.00
8
0.90
8
0.00
0.00
0.01
6.4
....
0.06
0.05
22.073
8
1.00
Cir
0.0
0.013
0.010
n/a
854283.45
0.40
0.00
0.26
0.00
8
0.90
8
0.00
0.00
0.04
6.0
....
0.05
0.05
11.594
8
1.03
Cir
....
....
0.010
n/a
854273.52
1.04
....
8
0.90
8
0.00
0.00
0.01
5.0
....
0.01
0.01
72.595
10
1.01
Cir
....
....
0.010
n/a
854190.54
0.31
....
10
0.90
10
0.00
0.00
0.02
8.7
....
0.35
0.32
29.660
8
1.01
Cir
0.0
0.013
0.010
n/a
854167.68
0.13
0.00
0.13
0.00
8
0.90
8
0.00
0.00
0.02
8.6
....
0.22
0.20
50.000
8
1.00
Cir
0.0
0.013
0.010
n/a
854127.46
0.23
0.00
0.20
0.00
8
0.90
8
0.00
0.00
0.03
8.3
....
0.20
0.18
29.215
8
0.99
Cir
0.0
0.013
0.010
n/a
854124.80
0.16
0.00
0.72
0.00
8
0.90
8
0.00
0.00
0.11
8.2
....
0.17
0.15
130.950
8
1.00
Cir
0.0
0.013
0.010
n/a
854202.58
1.97
0.00
0.20
0.00
8
0.90
8
0.00
0.00
0.03
6.2
....
0.06
0.05
27.078
8
1.00
Cir
0.0
0.013
0.010
n/a
854229.58
0.81
0.00
0.00
0.00
8
0.00
8
0.00
0.00
0.00
5.4
....
0.03
0.03
12.963
8
1.00
Cir
....
....
0.010
n/a
854240.68
0.39
....
....
....
8
0.90
8
0.00
0.00
0.03
5.0
....
0.03
0.03
67.200
8
1.00
Cir
....
....
0.010
n/a
854365.87
1.52
....
8
0.00
8
0.00
0.00
0.00
8.8
....
0.07
0.04
24.407
8
1.00
Cir
....
....
0.010
n/a
854344.91
0.55
....
....
....
8
0.00
8
0.00
0.00
0.00
8.2
....
0.07
0.04
36.384
8
1.02
Cir
....
....
0.010
n/a
854326.22
3.25
....
....
....
8
0.90
8
0.00
0.00
0.01
5.0
....
0.01
0.01
22.429
8
0.98
Cir
0.0
0.013
0.010
n/a
854325.69
0.67
0.00
0.00
0.00
8
0.00
8
0.00
0.00
0.00
5.5
....
0.06
0.03
16.086
8
0.99
Cir
....
....
0.010
n/a
854311.91
0.48
....
....
....
8
0.90
8
0.00
0.00
0.03
5.0
....
0.03
0.03
56.233
8
1.00
Cir
0.0
0.013
0.010
n/a
854223.94
0.46
0.00
0.26
0.00
8
0.90
8
0.00
0.00
0.04
5.7
....
0.11
0.10
52.545
8
1.01
Cir
0.0
0.013
0.010
n/a
854255.16
0.67
0.00
0.46
0.00
8
0.90
8
0.00
0.00
0.07
5.0
....
0.07
0.06
Project File: HydraFlow - Building Pipe Network.stm
Number of lines: 18
Date: 6/25/2020
NOTES: -Critical depth
Storm Sewers

MyReport
Page 5
Total
Vol
Vol
Vol
Vol
Vol
Cover
Cover
Storage
Runoff
Ave
Dn
Hd Dn
Hd Up
Up
Dn
Up
(cfs)
(ft/s)
(ft/s)
(ft)
(ft)
(ft/s)
(ft)
(ft)
(cft)
0.54
2.99
3.01
0.14
0.14
2.97
n/a
2.01
5.72
0.37
2.33
2.04
0.11
0.11
2.63
2.01
2.50
5.59
0.31
2.36
2.22
0.00
0.00
2.50
2.50
2.28
0.00
0.07
1.06
0.52
0.00
0.00
1.61
2.28
2.07
0.00
1.99
4.45
4.42
0.00
0.00
4.48
0.86
1.69
0.00
1.26
3.95
3.67
0.00
0.00
4.22
1.85
2.96
0.00
1.15
3.95
3.87
0.00
0.00
4.03
2.96
3.36
0.00
0.98
3.59
3.44
0.00
0.00
3.74
3.36
3.10
0.00
0.37
2.03
1.42
0.00
0.00
2.63
3.10
2.32
0.00
0.19
1.76
1.36
0.00
0.00
2.17
2.32
2.36
0.00
0.20
2.19
2.20
0.00
0.00
2.17
2.36
2.05
0.00
0.23
1.76
1.25
0.00
0.00
2.27
2.01
2.02
0.00
0.23
2.31
2.35
0.00
0.00
2.28
2.02
0.29
0.00
0.07
1.92
2.23
0.00
0.00
1.61
0.07
0.05
0.00
0.19
2.05
1.94
0.00
0.00
2.16
0.29
2.13
0.00
0.20
2.19
2.20
0.00
0.00
2.17
2.13
2.13
0.00
0.70
3.80
4.36
0.00
0.00
3.25
0.14
1.68
0.00
0.46
2.47
2.13
0.00
0.00
2.81
1.68
1.69
0.00
Project File: HydraFlow - Building Pipe Network.stm
Number of lines: 18
Date: 6/25/2020
NOTES: -Critical depth
Storm Sewers

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
Uuttall
Project File: HydraFlow - First CD Submittal.stm
Outfall
2
Outfall
Number of lines: 8 1 Date: 6/25/2020
Storm Sewers v2019.20

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-Loss
Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
El Dn
Slope
El Up
Size
Shape
Value
Coeff
Rim El
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
M
(ft)
(in)
(n)
(K)
(ft)
1
End
61.423
154.648
None
0.00
0.43
0.20
5.0
919.50
0.81
920.00
15
Cir
0.013
1.00
920.94
18
2
End
45.382
-156.15
Grate
0.00
0.12
0.87
5.0
918.50
0.55
918.75
18
Cir
0.013
1.47
920.21
13
3
2
42.884
76.753
None
0.65
0.71
0.38
5.0
918.75
0.58
919.00
18
Cir
0.013
1.00
920.71
15
4
End
46.940
-76.302
Curb
0.00
0.30
0.75
5.0
914.00
0.60
914.28
24
Cir
0.013
1.39
921.07
2
5
4
88.663
-65.114
Curb
0.00
0.61
0.60
5.0
914.28
0.60
914.81
18
Cir
0.013
1.50
917.14
4
6
5
37.794
-91.056
Curb
0.00
0.14
0.60
5.0
914.81
0.61
915.04
15
Cir
0.013
1.00
916.83
10
7
5
74.012
-9.393
Curb
0.00
0.55
0.61
5.0
914.81
0.59
915.25
18
Cir
0.013
1.00
920.75
6
8
4
103.777
25.063
Curb
0.00
0.26
0.71
5.0
914.28
0.60
914.90
15
Cir
0.013
1.00
921.04
8
Project File: HydraFlow - First CD Submittal.stm
Number of lines: 8
Date: 6/25/2020
Storm Sewers v2019.20

Structure Report
Page 1
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
(ft)
(ft)
(in)
(ft)
(in)
(ft)
1
19
None
920.94
n/a
n/a
n/a
15
Cir
920.00
2
14
Grate
920.21
Rect
4.00
4.00
18
Cir
918.75
18
Cir
918.75
3
16
None
920.71
n/a
n/a
n/a
18
Cir
919.00
4
3
Curb-
921.07
Rect
4.00
4.00
24
Cir
914.28
18
Cir
914.28
15
Cir
914.28
5
5
Curb-
917.14
Rect
4.00
4.00
18
Cir
914.81
15
Cir
914.81
18
Cir
914.81
6
11
Curb-
916.83
Rect
4.00
4.00
15
Cir
915.04
7
7
Curb-
920.75
Rect
4.00
4.00
18
Cir
915.25
8
9
Curb-
921.04
Rect
4.00
4.00
15
Cir
914.90
Project File: HydraFlow - First CD Submittal.stm
Number of Structures: 8
Run Date: 6/25/2020
Storm Sewers v2019.20

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(ft)
(ft)
(ft)
M
(ft)
(ft)
(ft)
(ft)
No.
1
18
0.59
15
Cir
61.423
919.50
920.00
0.814
919.80
920.30
n/a
920.30 j
End
None
2
13
3.15
18
Cir
45.382
918.50
918.75
0.551
919.16
919.42
n/a
919.42
End
Grate
3
15
2.49
18
Cir
42.884
918.75
919.00
0.583
919.42
919.60
n/a
919.60
2
None
4
2
7.53
24
Cir
46.940
914.00
914.28
0.597
914.96
915.25
n/a
915.25
End
Curb-
5
4
5.05
18
Cir
88.663
914.28
914.81
0.598
915.25
915.67
n/a
915.67
4
Curb-
6
10
0.57
15
Cir
37.794
914.81
915.04
0.609
915.67
915.34
n/a
915.34
5
Curb-
7
6
2.29
18
Cir
74.012
914.81
915.25
0.594
915.67
915.82
n/a
915.82
5
Curb-
8
8
1.26
15
Cir
103.777
914.28
914.90
0.597
915.25
915.34
n/a
915.34
4
Curb -
Project File. HydraFlow - First CD Submittal.stm
Number of lines: 8
Run Date: 6/25/2020
NOTES: Return period = 10 Yrs. ; j - Line contains hyd. jump.
Storm Sewers v2019.20

MyReport
Page 1
Line
Area
Area
Byp
Coeff
Coeff
Coeff
Capac
Crit
Cross
Cross
Curb
Defl
Depth
Depth
DnStm
Drng
Easting
EGL
EGL
Energy
No.
Dn
Up
Ln No
C1
C2
C3
Full
Depth
SI, Sw
SI, Sx
Len
Ang
Dn
Up
Ln No
Area
X
Dn
Up
Loss
(sqft)
(sqft)
(C)
(C)
(C)
(cfs)
(ft)
(ftift)
(ft/ft)
(ft)
(Deg)
(ft)
(ft)
(ac)
(ft)
(ft)
(ft)
(ft)
1
0.23
0.23
n/a
0.20
0.50
0.90
5.83
0.30
....
....
....
154.648
0.30
0.30'*
Outfall
0.43
1582531.90
919.91
920.40
0.000
2
0.00
0.00
Offsite
0.20
0.50
0.90
0.00
0.00
0.050
0.020
-156.155
0.00
0.00**
Outfall
0.12
1582618.85
919.42
919.42
0.000
3
0.00
0.00
n/a
0.20
0.50
0.90
0.00
0.00
....
....
....
76.753
0.00
0.00'"
2
0.71
1582626.74
919.65
919.60
0.000
4
0.00
0.00
Offsite
0.20
0.50
0.90
0.00
0.00
0.050
0.020
1.00
-76.302
0.00
0.00**
Outfall
0.30
1582553.94
915.34
915.25
0.000
5
0.00
0.00
Offsite
0.20
0.50
0.90
0.00
0.00
0.050
0.020
1.00
-65.114
0.00
0.00'"
4
0.61
1582484.63
915.61
915.67
0.000
6
0.00
0.00
Offsite
0.20
0.50
0.90
0.00
0.00
0.050
0.020
1.00
-91.056
0.00
0.00*"
5
0.14
1582461.61
915.78
915.34
0.000
7
0.00
0.00
Offsite
0.20
0.50
0.90
0.00
0.00
0.050
0.020
1.00
-9.393
0.00
0.00*"
5
0.55
1582420.01
915.89
915.82
0.000
8
0.00
0.00
Offsite
0.20
0.50
0.90
0.00
0.00
0.050
0.020
1.00
25.063
0.00
0.00*"
4
0.26
1582618.91
915.42
915.34
0.000
Project File: HydraFlow - First CD Submittal.stm
Number of lines: 8
Date: 6/25/2020
NOTES: -Critical depth
Storm Sewers

MyReport
Page 2
Flow
Sf
Sf
Grate
Grate
Grate
Gnd/Rim
Gnd/Rim
Gutter
Gutter
Gutter
Gutter
HGL
HGL
HGL
HGL
HGL
Incr
Incr
Inlet
Inlet
Rate
Ave
Dn
Area
Len
Width
El Dn
El Up
Depth
Slope
Spread
Width
Dn
Up
Jnct
Jmp Dn
Jmp Up
CxA
Q
Depth
Eff
(cfs)
(ft/ft)
(ft/ft)
(sqft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(cfs)
(ft)
(%)
0.59
0.000
0.000
....
....
....
921.44
920.94
....
....
....
....
919.80
920.30 j
920.30
919.85
919.83
0.09
0.59
....
....
3.15
0.000
0.000
....
0.28
2.00
920.54
920.21
0.21
0.002
7.29
2.00
919.16
919.42
919.42
....
....
0.10
0.71
0.21
66
2.49
0.000
0.000
....
....
....
920.21
920.71
....
919.42
919.60
919.60
....
0.27
2.49
7.53
0.000
0.000
....
....
....
916.25
921.07
0.26
0.002
10.11
2.00
914.96
915.25
915.25
....
....
0.23
1.54
0.26
15
5.05
0.000
0.000
....
....
....
921.07
917.14
0.31
0.002
12.31
2.00
915.25
915.67
915.67
....
....
0.37
2.50
0.31
12
0.57
0.000
0.000
....
....
....
917.14
916.83
0.19
0.002
6.61
2.00
915.67
915.34
915.34
....
....
0.08
0.57
0.19
25
2.29
0.000
0.000
....
....
....
917.14
920.75
0.30
0.002
11.89
2.00
915.67
915.82
915.82
....
....
0.34
2.29
0.30
13
1.26
0.000
0.000
....
....
....
921.07
921.04
0.25
0.002
9.32
2.00
915.25
915.34
915.34
....
....
0.18
1.26
0.25
17
--
Project File: HydraFlow - First CD Submittal.stm
Number of lines: 8
Date: 6/25/2020
NOTES: ** Critical depth
Storm Sewers

MyReport
Page 3
Inlet
Inlet
Inlet
i
i
Invert
Invert
Jump
Jump
Vol Hd
Vol Hd
J-Loss
Junct
Known
Cost
Cost
Cost
Line
ID
Loc
Time
Sys
Inlet
Dn
Up
Loc
Len
Jmp Dn
Jmp Up
Coeff
Type
Q
RCP
CMP
PVC
ID
(ft)
(min)
(in/hr)
(in/hr)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(cfs)
19
Sag
5.0
6.83
6.83
919.50
920.00
6.14
1.51
0.10
0.15
1.00 z
None
0.00
1,930
1,737
1,641
18
14
On Grade
5.0
6.67
6.83
918.50
918.75
....
....
0.00
0.00
1.47
Grate
0.00
1,540
1,386
1,309
13
16
On Grade
5.0
6.83
6.83
918.75
919.00
....
....
0.00
0.00
1.00
None
0.65
1,460
1,314
1,241
15
3
On Grade
5.0
6.30
6.83
914.00
914.28
....
....
0.00
0.00
1.39
Curb
0.00
2,096
1,886
1,782
2
5
On Grade
5.0
6.43
6.83
914.28
914.81
....
....
0.00
0.00
1.50
Curb
0.00
3,450
3,105
2,932
4
11
On Grade
5.0
6.83
6.83
914.81
915.04
....
....
0.00
0.00
1.00
Curb
0.00
1,225
1,103
1,041
10
7
On Grade
5.0
6.83
6.83
914.81
915.25
....
....
0.00
0.00
1.00
Curb
0.00
2,772
2,495
2,356
6
9
On Grade
5.0
6.83
6.83
914.28
914.90
....
....
0.00
0.00
1.00
Curb
0.00
4,270
3,843
3,630
8
Project File: HydraFlow -First CD Submittal.stm
Number of lines: 8
Date: 6/25/2020
NOTES: Intensity = 69.47 / (Inlet time + 12.60) 10.81 -- Return period = 10 Yrs. ; ** Critical depth
Storm Sewers

MyReport
Page 4
Line
Line
Line
Line
Local
n-val
n-val
Minor
Northing
Pipe
Q
Q
Q
Line
Runoff
Line
Area
Area
Area
Tc
Throat
Total
Total
Length
Size
Slope
Type
Depr
Gutter
Pipe
Loss
Y
Travel
Byp
Capt
Carry
Rise
Coeff
Span
All
A2
A3
Ht
Area
CxA
(ft)
(in)
M
(in)
(ft)
(ft)
(min)
(cfs)
(cfs)
(cfs)
(in)
(C)
(in)
(ac)
(ac)
(ac)
(min)
(in)
(ac)
61.423
15
0.81
Cir
....
....
0.013
n/a
854482.46
2.14
....
15
0.20
15
0.43
0.00
0.00
5.0
....
0.43
0.09
45.382
18
0.55
Cir
0.0
0.013
0.013
n/a
854476.31
0.42
0.24
0.47
0.00
18
0.87
18
0.01
0.00
0.12
5.5
....
0.83
0.37
42.884
18
0.58
Cir
....
....
0.013
n/a
854518.46
0.51
....
18
0.38
18
0.52
0.00
0.18
5.0
....
0.71
0.27
46.940
24
0.60
Cir
0.0
0.013
0.013
n/a
854213.15
0.31
1.30
0.24
0.00
24
0.75
24
0.07
0.00
0.24
6.8
4.0
1.86
1.20
88.663
18
0.60
Cir
0.0
0.013
0.013
n/a
854268.44
0.50
2.19
0.30
0.00
18
0.60
18
0.26
0.00
0.35
6.3
4.0
1.30
0.79
37.794
15
0.61
Cir
0.0
0.013
0.013
n/a
854238.47
1.35
0.43
0.14
0.00
15
0.60
15
0.06
0.00
0.08
5.0
4.0
0.14
0.08
74.012
18
0.59
Cir
0.0
0.013
0.013
n/a
854304.54
0.95
2.00
0.29
0.00
18
0.61
18
0.23
0.00
0.32
5.0
4.0
0.55
0.34
103.777
15
0.60
Cir
0.0
0.013
0.013
n/a
854294.07
1.68
1.05
0.22
0.00
15
0.71
15
0.07
0.00
0.19
5.0
4.0
0.26
0.18
Project File: HydraFlow - First CD Submittal.stm
Number of lines: 8
Date: 6/25/2020
NOTES: -Critical depth
Storm Sewers

MyReport
Page 5
Total
Vol
Vol
Vol
Vol
Vol
Cover
Cover
Storage
Runoff
Ave
Dn
Hd Dn
Hd Up
Up
Dn
Up
WS)
MIS)
MIS)
(ft)
(ft)
MIS)
(ft)
(ft)
(cft)
0.59
2.60
2.59
0.11
0.11
2.61
0.69
-0.31
13.87
2.50
4.13
4.17
0.00
0.00
4.08
0.54
-0.04
0.00
1.84
3.52
3.23
0.00
0.00
3.80
-0.04
0.21
0.00
7.53
5.00
5.05
0.00
0.00
4.96
0.25
4.79
0.00
5.05
4.48
4.16
0.00
0.00
4.79
5.29
0.83
0.00
0.57
1.61
0.63
0.00
0.00
2.59
1.08
0.54
0.00
2.29
2.94
2.17
0.00
0.00
3.70
0.83
4.00
0.00
1.26
2.23
1.23
0.00
0.00
3.24
5.54
4.89
0.00
Project File: HydraFlow - First CD Submittal.stm
Number of lines: 8
Date: 6/25/2020
NOTES: -Critical depth
Storm Sewers

131O-RETENTION AREA DESIGN SHEET
Project Information
Project Name: Lewisville Community Center
Timmons Project #: 45499
Designed by: JSM Date: 8/3/2021
Revised by: Date: --
Checked by: JAC Date: 8/3/2021
Design Notes:
• Per the July 2007 BMP Manual sizing is based on the Site Runoff Volume for the first inch of runoff.
I. Runoff Depth Methodology (Draft BMP Manual Sizing Criteria)
Site Information
Drainage Area (DA) = 2.85 Acres
Impervious Area (DA) = 1.68 Acres
Percent Impervious (1) = 58.9%
Required Storage Volume (Water Quality)
Design Storm = 1 inch
Determine Rv Value = 0.05 + .009(I) = 0.580 in/in
Storage Volume Required (V)= 6,001 cf
Bioretention Surface Area (Bottom of Bioretention Area)
Desired depression depth = 12 in
Surface Area Required (SA) = 6,001 sf
Surface Area Provided (SA) = 6,005 sf
1 of 3

II. Bio-retention Depth and Soil Type
Minimum depth of bio-retention area =
Conductivity of Bio-Soil Mix
Soil
Conductivity K
(in/hr)
Sand
6
Loamy Sand
2
Sandy Loam
0.5 - 1
Kay = 1.0 (conservative)
III. Calculate Water Draw Through Rate
Q(cfs) = (2.3E-5)'Kav9'A'H/L
2.5 ft
Site Soil Conductivity
Soil
Conductivit
(in/hr)
CIC
1.78
0 Water
Fill Soil Layer- With Set Hydraulic
Conductivity (K). K expected to range
from 0.5 to 6 in/hr (1-2 in/hr TYP)
Rock Layer w/ Dray Pipes n
Where:
Q = Flow (Rate of draw) through Bio-Retention Soil (cfs)
Kav9 = Hydraulic Conductivity of Soil (in/hr)
A = Surface Area of Bio-Retention Area (sf)
H = Height of water above gravel envelope/drainage pipe zone
L = Thicknes of Soil (as determined above)
Kav9 =
1.0
in/hr
A =
6,005
sf
H3 =
3.5
ft
L3 =
2.5
ft
3 H - L, (or unless L is small, such as 2.0 feet), allow H/L = 1
Q=1 0.19 cfs
Find time to drawdown water from inundation to saturation at surface:
Bioretention Volume (Vs-1) = SA x Depression Depth
Vs-1 = 6,005 cf
Time to remove Vs-1 of water at flowrate, Q
Ts-1 = V,-s/Q
Ts =
Ts =
31056 seconds
8.63 hours < 12 hours
0 L 0 H
2 of 3

Time to drawdown water from saturation at surface to X feet below surface:
Porosity, n = 0.45
X = 2.5 ft
Calculate volume of water to drawdown in 4 feet of soil:
Vs-2 = X (ft) ' SA ' n
Time to remove water from VS-X:
Ts-2 = VS-X/Q
Vs-2 = 6756 cf
TS_2 = 34938 seconds
TS_2 = 9.70 hours
Total time to draw water through soil:
Time = Ts-1 + Ts-2
Drawdown Time = 18.33 hours < 48 hours
IV. Sizing Underdrain Pipes and Gravel Envelope
Q = 0.19 cfs
Size drains so they are able to carry 1 OX the soil drawdown
Q = 1.9 cfs
Manning Roughness Coefficients:
Pipe Type and Diameter
Manning Roughness Coefficient
4" Single Wall Corrugated Plastic
0.0145
4" Smooth Wall Plastic
0.0105
6" Single Wall Corrugated Plastic
0.0145
6" Smooth Wall Plastic
0.0105
8" Single Wall Corrugated Plastic
0.0155
D =16 ` (Q`n/sA0.5)A.375
n = 0.0105
s = 0.005 (internal slope - recommended 0.5%)
D = 10.0 inches
Number of Pipes Required in Underdrain (per Tbl 5-1, NCDENR BMP Manual)
If D is <
# 4" Pipes
If D is <
# 6" Pipes
5.13
2
7.84
2
5.95
3
9.11
3
6.66
4
10.13
4
7.22
5
7.75
6
8.2
7
10 inches is less than 10.13 inches, therefore, four (4) 6" HDPE smooth wall pipes are
required.
The gravel envelope surrounding the drainage pipe to be 8" deep at a minimum.
Underdrains Provided
Diameter = 6 in
Quantity = 4
3of3

Biocell and Supplementary Pipe Calculations
BY I JAC I DATF. 1 8/3/2021
URTIM
Total underdrain collectorflowfrom biocell design sheet
OK
OK
Timmons Group a/3/'_OI
Biocell and Supplementary Pipe Calculations Your Vision Achieved Through Ours. 1153 ANI