SW4220201_Design Calculations_20220330 (7)

Hanes Lake Phase 2
SCM #6
PRE-DEV SCM #6
2
POST -DE SCM #6
SCM #6
Sub iR�ach on Link Routing Diagram for 2212045_SCM6 Calculation _120621
Prepared by {enter your company name here), Printed 2/9/2022
HydroCAD® 10.10-4b s/n 00927 © 2020 HydroCAD Software Solutions LLC

2212045 SCM6 Calculation_120621 Table of Contents
Prepared by {enter your company name here} Printed 219/2022
HvdroCADO 10.10-4b s/n 00927 © 2020 H droCAD Software Solutions LLC
TABLE OF CONTENTS
Project Report
1 Routing Diagram
2 Area Listing (all nodes)
1-yr Event
3 Node Listing
4 Subcat 1: PRE-DEV SCM #6
5 Subcat 2: POST-DEV SCM #6
6 Pond 3: SCM #6
10�r Event
9 Node Listing
10 Subcat 1: PRE-DEV SCM #6
11 Subcat 2: POST-DEV SCM #6
12 Pond 3: SCM #6

2212045 SCM6 Calculation_120621
Prepared by {enter your company name here)
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Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
/-)•� nr�Jr:r 0.440 61 Pasture/grassland/range, Good, HSG B (1)
�� 0.350 98 Paved roads w/curbs & sewers, HSG B (2)
0.790 77 TOTAL AREA
Printed 2/9/2022
Pace 2

2212045 SCM6 Calculation_120621 Type 1124-hr 1-yr Rainfall=2.80"
Printed 219
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3
e 3
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment1: PRE-DEV SCM #6 Runoff Area=0.440 ac 0.00% Impervious Runoff Depth>0.24"
Flow Length=827' Slope=0.0632 '/' Tc=18.3 min CN=61 Runoff=0.08 cfs 0.009 of
Subcatchment2: POST-DEVSCM #6 Runoff Area=0.350 ac 100.00% Impervious Runoff Depth>2.38"
Tc=5.0 min CN=98 Runoff=1.40 cfs 0.069 of
Pond 3: SCM #6 Peak Elev=786.91' Storage=2 cf Inflow=1.40 cfs 0.069 of
Outflow=1.39 cfs 0.069 of
Total Runoff Area = 0.790 ac Runoff Volume = 0.078 of Average Runoff Depth = 1.19"
55.70% Pervious = 0.440 ac 44.30% Impervious = 0.350 ac

2212045 SCM6 Calculation_120621 Type /124-hr 1-yrRainfall=2.80"
Prepared by {enter your company name here} Printed 2/9/2022
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Summary for Subcatchment 1: PRE-DEV SCM #6
Runoff = 0.08 cfs @ 12.17 hrs, Volume= 0.009 af, Depth> 0.24"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-yr Rainfall=2.80"
Area ac CN Description
0.440 61 Pasture) rassiandlran e, Good. HSG B
0.440 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
min feet ft/ft ft1SeC) (cfs)
18.3 827 0.0632 0.75 Lag/CN Method, SHEET FLOW SCM 1
Subcatchment 1: PRE-DEV SCM #6
Hydrograph
f Runoff
0.085 1
0.08 Type 1124-h r
0.075
0.07 1-yr Rainfall=2.80"
O.OsS Runoff Area=0.440 ac
0.06
0-055 Runoff Volume=0.009 of
H 0-05 Runoff Depth>0.24"
3 U.U45-
4,1W Flow Length=827'
LL 0-035
Slope=0.0632 'I'
Q-03
p025_ Tc=18.3 min
O.Oz CN=61
0.015-
E
0.01 ' % �''_•1
0-005
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045 SCM6 Calculation_120621 Type 11 24-hr 1-yr Rainfall=2.80"
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Summary for Subcatchment 2: POST-DEV SCM #6
Runoff = 1.40 cfs @ 11.95 hrs, Volume= 0.069 af, Depth> 2.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-yr Rainfall=2.80"
Area (ac) CN Description
0.350 98 Paved roads w/curbs & sew4rs, HSG B
0.350 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
min feet (ft/ft) (ftlsec cfs
5.0 Direct Entry,
Subcatchment 2: POST-DEV SCM #6
Hydrograph
Type II 24-hr
1-yr Rainfall=2.80"
Runoff Area=0.350 ac
1 Runoff Volume=0.069 of
Runoff Depth>2.38"
3
0 Tc=5.0 min
CN=98
n
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff

2212045 SCM6 Calculation_120621 Type 1124-hr 1-yrRainfa11=2.80"
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HvdroCADQ 10.10-4b s/n 00927 @)2020 H droCAD Software Solutions LLC Pa ae 6
e 6
Summary for Pond 3: SCM #6
Inflow Area = 0.350 ac,100.00% Impervious, Inflow Depth > 2.38" for 1-yr event
Inflow = 1.40 cfs @ 11.95 hrs, Volume= 0.069 of
Outflow = 1.39 cfs @ 11.95 hrs, Volume= 0.069 af, Atten= 0%, Lag= 0.0 min
Primary = 1.39 cfs @ 11.95 hrs, Volume= 0.069 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 786.91' @ 11.95 hrs Storage= 2 cf
Plug -Flow detention time= 0.0 min calculated for 0.069 of (100% of inflow)
Center -of -Mass det. time= 0.0 min ( 733.8 - 733.7 )
Volume Invert Avail.Stora e Stora e Descri tian
#1 786.90' 604 cf Custom Stage DataListed below
2,934 cf Overall - 1,424 cf Embedded = 1,510 cf x 40.0% Voids
#2 787.40' 1,424 cf ADS _5tormTech SC-740 +Capx 31 Inside #1
Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf
Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overla
2,028 cf Total Available Storage

2212045 SCM6 Calculation_120621 Type 1124-hr 1-yrRainfall=2.80"
Prepared by {enter your company name here} Printed 2/9/2022
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Elevation Cum.Store
(feet) (cubic -feet)
_
786.90
0
786.98
50
787.07
99
787.15
149
787.23
198
787.32
248
787.40
297
787.48
388
787.57
478
787.65
568
787.73
658
787.82
747
787.90
836
787.98
923
788.07
1,011
788.15
1,098
788.23
1,184
788.32
1,270
788.40
1,354
788.48
1,438
788.57
1,521
788.65
1,603
788.73
1,684
788.82
1,765
788.90
1,843
788.98
1,921
789.07
1,998
789.15
2,073
789.23
2,146
789.32
2,217
789.40
2,287
789.48
2,354
789.57
2,418
789.65
2,479
789.73
2,534
789.82
2,586
789.90
2,637
789.98
2,686
790.07
2,736
790.15
2,785
790.23
2,835
790.32
2,884
790.40
2,934
Device Routing
Invert
Outlet Devices
#1 Primary
785.23'
15.0" Round RCP Round 15" L= 27.9' Ke= 0.500
Inlet / Outlet Invert= 785.23' / 784.95' S= 0.0100'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf
#2 Primary
785.23'
0.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Primary
787.75'
2.0' long x 0.5' breadth Broad -Crested Rectangular Weir

2212045 SCM6 Calculation_120621 Type II 24-hr 1-yr Rainfall=2.80"
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HvdroCADO 10.10-4b s!n 00927 © 2020 H droCAD Software Solutions LLC Pacie 8
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFilow Max=5.67 cfs @ 11.95 hrs HV1i=786.91' (Free Discharge)
1=RCP_Round 15" (Barrel Controls 5.65 cfs @ 4.61 fps)
2=Orifice/Grate (Orifice Controls 0.02 cfs @ 6.18 fps)
3=Broad-Crested Rectangular Weir( Controls DAD cfs)
Pond 3: SCM #6
Hydrograph
3 inflow
7 P'IlT:ir'y
Inflow Area=0.350 ac
Peak Elev=786.91'
Storage=2 cf
(}
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045 SCM6 Calculation_120621 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by {enter your company name here} Printed 2/9/2022
H droCADG 10.10-4b s�27 ©2020 H droCAD Software Solutions LLC Page 9
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment1: PRE-DEV SCM #6 Runoff Area=0.440 ac 0.00% Impervious Runoff Depth>1.15"
Flow Length=827' Slope=0.0632 '/' Tc=18.3 min CN=61 Runoff=0.60 cfs 0.042 of
Subcatchment2: POST-DEV SCM #6 Runoff Area=0.350 ac 100.00% Impervious Runoff Depth>4.26"
Tc=5.0 min CN=98 Runoff=2.46 cfs 0.124 of
Pond 3: SCM #6 Peak Elev=786.91' Storage=4 cf Inflow=2.46 cfs 0.124 of
Outflow=2.45 cfs 0.124 of
Total Runoff Area = 0.790 ac Runoff Volume = 0.167 of Average Runoff Depth = 2.53"
55.70% Pervious = 0.440 ac 44.30% Impervious = 0.350 ac

2212045 SCM6 Calculation_120621 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by {enter your company name here} Printed 2/9/2022
HvdroCA[7® 10.10-4b s/n 00927 © 2020 H droCAD Software Solutions LLC page 10
Summary for Subcatchment 1: PRE-DEV SCM #6
Runoff = 0.60 cfs @ 12.13 hrs, Volume= 0.042 af, Depth> 1.15"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=4.88"
Area (ac) CN Description
0.440 61 Pasture/grassland/range. Good, HSG B
0.440 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
'min feet ft/ft ft/sec (cfs]
18.3 827 0.0632 0.75 Lag/CN Method, SHEET FLOW SCM 1
Subcatchment 1: PRE-DEV SCM #6
Hydrograph
0.65
n.�
Type II 24-hr
�$
10-yr Rainfall=4.88"
05
Runoff Area=0.440 ac
0-45
Runoff Volume=0.042 of
0.4 ..
y
Runoff Depth>1.15"
0-35 �
0
Flow Length=827'
o 3
Slope=0.0632 '/'
025
02
Tc=18.3 min
0.15
C N=61
01
0.05
0
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
5
Time (hours)
■ Runoff

2212045 SCM6 Calculation_120621 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by {enter your company name here} Printed 2/9/2022
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Summary for Subcatchment 2: POST-DEV SCM #6
Runoff = 2.46 cfs @ 11.95 hrs, Volume= 0.124 af, Depth> 4.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=4.88"
Area (ac) CN Description
0.350 98 Paved roads w/curbs & sewers. HSG B
0.350 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) feet (ft/ft) (ft/sec) (cfs)
5.0
2
Direct Entry,
Subcatchment 2: POST-DEV SCM #6
Hydrograph
Runoff
Type it 24-hr
10-yr Rainfall=4.88"
Runoff Area=0.350 ac
Runoff Volume=0.124 of
Runoff Depth>4.260'
Tc=5.0 min
i
CN=98
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045 SCM6 Calculation_120621 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by {enter your company name here} Printed 2/9/2022
HvdroCAD.': � 10.10-4b s/n 00927 © 2020 HydroCAD Software Solutions LLC Page 12
Summary for Pond 3: SCM #6
Inflow Area = 0.350 ac,100.00% Impervious, Inflow Depth > 4.26" for 10-yr event
Inflow = 2.46 cfs @ 11.95 hrs, Volume= 0.124 of
Outflow = 2.45 cfs @ 11.95 hrs, Volume= 0.124 af, Atten= 0%, Lag= 0.0 min
Primary = 2.45 cfs @ 11.95 hrs, Volume= 0.124 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 786.91' @ 11.95 hrs Storage= 4 cf
Plug -Flow detention time= 0.0 min calculated for 0.124 of (100% of inflow)
Center -of -Mass det. time= 0.0 min ( 729.5 - 729.5 )
Volume Invert Avail.Stora e Storage Description
#1 786.90' 604 cf Custom Stage DataListed below
2,934 cf Overall - 1,424 cf Embedded = 1,510 cf x 40.0% Voids
#2 787.40' 1,424 cf ADS _StormTech SC-740 +Capx 31 Inside #1
Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf
Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overla
2,028 cf Total Available Storage

2212045 SCM6 Calculation_120621 Type // 24-hr 10-yr Rainfall=4.88"
Prepared by {enter your company name here} Printed 2/9/2022
HvdroCAD® 10.10-4b s/n 00927 © 2020 H droCAD Software Solutions LLC t'' e 13
Elevation
Cum.Store
(feet)
(cubic -feet)
786.90
0
786.98
50
787.07
99
787.15
149
787.23
198
787.32
248
787.40
297
787.48
388
787.57
478
787.65
568
787.73
658
787.82
747
787.90
836
787.98
923
788.07
1,011
788.15
1,098
788.23
1,184
788.32
1,270
788.40
1,354
788.48
1,438
788.57
1,521
788.65
1,603
788.73
1,684
788.82
1,765
788.90
1,843
788.98
1,921
789.07
1,998
789.15
2,073
789.23
2,146
789.32
2,217
789.40
2,287
789.48
2,354
789.57
2,418
789.65
2,479
789.73
2,534
789.82
2,586
789.90
2,637
789.98
2,686
790.07
2,736
790.15
2,785
790.23
2,835
790.32
2,884
790.40
2,934
Device
Routing
Invert
Outlet Devices
#1
Primary
785.23'
15.0" Round RCP Round 15" L= 27.9' Ke= 0.500
Inlet / Outlet Invert= 785.23' / 784.95' S= 0.0100'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf
#2
Primary
785.23'
0.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3
Primary
787.75'
2.0' long x 0.5' breadth Broad -Crested Rectangular Weir

2212045 SCM6 Calculation_120621 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by {enter your company name here} Printed 2/9/2022
HvdroCAD(D 10.10-4b s/n 00927 ® 2020 H droCAD Software Solutions LLC Page 14
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=5.70 cfs @ 11.95 hrs HW=786.91' (Free Discharge)
1=RCP_Round 15" (Barrel Controls 5.68 cfs @ 4.63 fps)
2=Orifice/Grate (Orifice Controls 0.02 cfs @ 6.19 fps)
3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Pond 3: SCM #6
Hydrograph
2-
3
0
LL
■ Inflow
1 Primary
Inflow Area=0.350 ac
Peak Elev=786.91'
I Storage=4 cf
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

///ADS
Project Name: Hanes Lakes Phase 2
Location; Winston-Salem. NC
Site Designation: SCM #6 +3AYF,1z►—FR !o
SITE CONDITIONS
Rainfall Depth
Impervious Acreage
Total Acreage
Time of Concentration
I
Rv(Runoff Coefficient)
WQ,
75% WQv (Treatment Volume)
q (Unit Peak Discharge)
Qp(Water Quality Storm)
VOLUME BASED SIZING
Volume per cartridge
Cartridge Type
Min. Number of cartridge required
Cartridge Flow rate
System Flow Rate
Release time
SEDIMENT BASED SIZING
Influent Concentration
Annual Rainfall (P)
Annual Sediment Load
Pretreatment reduction
Sediment Load to BayFilter
85% Capture Capacity
Cartridge Type
Sediment load per cartridge
Min. Number of cartridge required
Anticipated Maintenance Cycle
(FINAL DESIGN
Cartridge Type
Number of Cartridges
Precast Size
Equivalent Orifice Size
1
0.35
0.44
6
in
ac
ac
min
79.5 %
0.77
1223 cf
917 cf
1000 csm/in
0.53 cfs
1250 CF
522
1
11.25 gpm
0.03 cfs
10.2 hours
70
45
216
30%
151
128
522
131
1
1.02
522
1
46
0.79
mg/L
in
lbs
Ibs
Ibs
Ibs
From Type 11 Chart
(0.25 gpm/SF)
Date 10/15/2021
years (must be greater than 1 year)
inch

i
Project: Hanes Lake Phases 2 f 'SCM-87
s#QrmTah-
Chamber Model - :R -
Units - I p u G. k n'o: Nemc A
Number of chambers -
Voids in the stone (porosity) - _ %
Base of Stone Elevation n'Ltirlfi7a"�
=' n
Am {
Amount of Stone Above Chambers - 6
Amount of Stone Below Chambers - u
Area of system - L� 95 !sf Min. Area - 1048 sf min area
41 000
0 DO
4950
49.50
2684 19
40 0,00
0.00
4950
4950
2834.69
39 0.00
000
49.50
4950
2785 19
38 000
000
49.50
4950
273569
37 000
000
4950
4950
2686 19
36 005
1.70
4882
5052
2636.69
35 0 16
5 05
4748
52.53
2586 16
34 028
874
46.00
54.74
2533.63
33 050
1B 72
42 D1
6073
247B B9
32 0.80
2485
3956
6441
2418 15
31 0.95
2947
3771
6718
235374
30 1 07
3331
36 18
6949
228656
29 1 18
36,60
34.86
71 46
221707
28 1 27
39,24
33.81
7304
214562
27 1 36
4201
3270
7470
207258
26 1 45
45.08
31 47
7655
1997,87
25 1.52
4727
3059
7786
1921 33
24 1 56
4905
2958
78.93
1343-47
23 1 54
5091
29 14
BO 05
175454
22 1 70
5268
2843
81 11
168449
21 1 75
54.34
2776
82.10
160338
20 1 80
5589
27 15
8303
1521.27
19 185
57.50
26.50
84.00
1438.24
13 1 89
5869
2603
B4 71
1354.24
17 1 93
5995
2552
65.47
1269.53
16 1 97
61 22
2501
8623
118405
15 2.01
6231
24.58
86,88
1097.82
14 204
6339
2414
8754
1010A3
13 2.07
6432
2377
BB 09
92340
12 2.10
65.25
2340
8865
835.30
11 2.13
66.09
2307
89.15
74665
10 2 15
66.77
2279
89.56
65750
9 218
6749
2250
8999
56794
8 220
68 15
22.24
90.39
47795
7 221
6843
22 13
9D.56
38756
6 000
000
4950
49.50
297.00
5 000
0 DO
4950
4950
24750
4 000
000
4950
49,50
198.00
3 000
0.00
4950
49.50
14850
2 000
0.00
49.50
49.50
9900
1 0 DO
0.00
49.50
4950
49.50
N-120
10.:D
79032
79023
790.15
790.07
789,98
789.90
78982
78973
789.65
78957
789.48
78940
789.32
789.23
789.15
789.07
788.98
788.90
7B8 62
786 73
78865
786.57
78848
78840
78832
75823
768 15
786.07
75798
78790
787.82
78773
787.65
78757
787.48
78740
78732
78723
767.15
78707
78698