SW4220201_Design Calculations_20220330 (4)

Hanes Lake Phase: Z
SCM ##3
�e
1 2
PRE-DEV SCM-3 POST-D 0�' SCM-3
/3\
SCM #3
�Subcat Reach ❑nd �..1f]�C Routing Diagram for 2212045_SCM3 Calculation-1 12221
Prepared by {enter your company name here}. Printed 12/&2021
HydroCAM 10-10-4b sin 09381 fl 2020 HydroCAR Software Solutions LLC

2212045 SCM3 Calculation_112221 Table of Contents
Prepared by {enter your company name here} Printed 12/6/2021
HvdroCAD®10.10-4b s/n 09581 ©2020 HvdroCAD Software Solutions LLC
TABLE OF CONTENTS
Protect Reports
1 Routing Diagram
2 Area Listing (all nodes)
1-yr Event
3 Node Listing
4 Subcat 1: PRE-DEV SCM-3
5 Subcat 2: POST-DEV SCM-3
6 Pond 3: SCM #3
10-yr Event
9 Node Listing
10 Subcat 1: PRE-DEV SCM-3
11 Subcat 2: POST-DEV SCM-3
12 Pond 3: SCM #3

2212045 SCM3 Calculation_112221
Prepared by {enter your company name here}
HvdroCAD�D 10.10-4b shy 09581 © 2020 H droCAD Software Solutions LLC
Area Listing (all nodes)
Area
CN Description
(acres)
(subcatchment-numbers)
-rc,gt, PRC 0.660
61 Pasture/grassland/range, Good, HSG B (1)
4_540
98 Paved roads w/curbs & sewers, HSG B (2)
15.200
72 TOTAL AREA
Printed 12/6/2021
Page 2

2212045 SCM3 Calculation_112221 Type 11 24-hr 1-yr Rainfall=2.80"
Prepared by {enter your company name here} Printed 12/6/2021
H droCADOF 10.10-4b s/n 09581 © 2020 H droCAD Software solutions LLC Page 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-3 Runoff Area=10.660 ac 0.00% Impervious Runoff Depth>0.24"
Flow Length=1,170' Slope=0.0588 'I' Tc=25.1 min CN=61 Runoff=1.54 cfs 0.216 of
Subcatchment2: POST-DEVSCM-3 Runoff Area=4.540 ac 100.00% Impervious Runoff Depth>2.38"
Tc=5.0 min CN=98 Runoff=18.10 cfs 0.901 of
Pond 3: SCM #3 Peak Elev=766.23' Storage=5,201 cf Inflow=18.10 cfs 0.901 of
Outflow=8.92 cfs 0.901 of
Total Runoff Area = 15.200 ac Runoff Volume = 1.117 of Average Runoff Depth = 0.88"
70.13% Pervious = 10.660 ac 29.87% Impervious = 4.540 ac

2212045 SCM3 Calculation_112221 Type 1124-hr 1-yrRainfall=2.80"
Prepared by {enter your company name here} Printed 12/6/2021
HvdroCADO 10.10-4b s/n 09581 © 2020 H droCAD Software Solutions LLC Pace 4
Summary for Subcatchment 1: PRE-DEV SCM-3
Runoff = 1.54 cfs @ 12.28 hrs, Volume= 0.216 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
10.660 61 Pasture) rassland/ran e. Good, HSG B
10.660 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) feet ftlft} ft/sec cfs}
25.1 1,170 0.0588 0.78 Lag1CN Method, SHEET FLOW SCM 1
Subcatchment 1: PRE-DEV SCM-3
Hydrograph
3
0
LL
Type 11 24-hr
1-yr Rainfal 1=2.80"
Runoff Area=10.660 ac
Runoff Volume=0.216 of
Runoff Depth>0.24'°
Flow Length=1,170'
Slope=0.0588 '1'
Tc=25.1 min
CN=61
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ f2uno�f

2212045 SCM3 Calculation_112221 Type // 24-hr 1-yr Rainfall=2.80"
Prepared by {enter your company name here} Printed 12/6/2021
HvdroCADO 10.10-4b s/n 09581 © 2020 H droCAD Software Solutions LLC Page 5
Summary for Subcatchment 2: POST-DEV SCM-3
Runoff = 18.10 cfs @ 11.95 hrs, Volume= 0.901 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 Descri tion
4.540 98 Paved roads w/curbs & sewers, HSG B
4.540 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (fUsec) (cfs)
5.0 Direct Entry,
Subcatchment 2: POST-DEV SCM-3
Hydrograph
■ Runoff
20
18 �Ji
18 Type 11 24-hr
17-
16 1-yr Rainfall=2.80"
15- 1 Runoff Area=4.540 ad
14
137 Runoff Volume=0.901 of
11 Runoff Depth>2.38"
3 1° Tc=5.0 min
LL 9
a-- CN=98
7
6
4--
3
2
1
i3
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045 SCM3 Calculation_112221 Type 1124-hr 1-yrRainfall=2.80"
Prepared by {enter your company name here} Printed 12/6/2021
HV,,iroCAD® 10.10-4b s/n 09581 c) 2020 H droCAD Software Solutions LLC page 6
Summary for Pond 3: SCM #3
Inflow Area = 4.540 ac,100.00% Impervious, Inflow Depth > 2.38" for 1-yr event
Inflow = 18.10 cfs @ 11.95 hrs, Volume= 0.901 of
Outflow = 8.92 cfs @ 12.05 hrs, Volume= 0.901 af, Atten= 51 %, Lag= 5.9 min
Primary = 8.92 cfs @ 12.05 hrs, Volume= 0.901 of
Routing by Stor-Ind method. Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 766.23' @ 12.05 hrs Storage= 5,201 cf
Plug -Flaw detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 2.4 min ( 736.1 - 733.7 )
Volume Invert Avail.Stora e Storage Description
#1 765.17' 5,854 cf Custom Stage DataListed below
33,012 cf Overall - 18,376 cf Embedded = 14,636 cf x 40.0% Voids
#2 765.92' 18,376 cf ADS _StormTech SC-740 +Capx 400 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' Overlap
24,230 cf Total Available Storage

2212045 SCM3 Calculation_112221
Prepared by {enter your company name here}
HvdroCAD® 10.10-4b s/n 09581 ©2020 H droCAD Software Solutions LLC
Elevation Cum.Store
(feet) (cubic -feet)
765.17
0
765.25
489
765.34
977
765.42
1,466
765.50
1,954
765.59
2,443
765.67
2,931
765.75
3,420
765.84
3,908
765.92
4,397
766.00
5,415
766.09
6,431
766.17
7,442
766.25
8,448
766.34
9,448
766.42
10,442
766.50
11,428
766.59
12,407
766.67
13,378
766.75
14,341
766.84
15,294
766.92
16,236
767.00
17,170
767.09
18,091
767.17
19,001
767.25
19,897
767.34
20,780
767.42
21,648
767.50
22,503
767.59
23,340
767.67
24,154
767.75
24,946
767.84
25,718
767.92
26,464
768.00
27,181
768.09
27,862
768.17
28,495
768.25
29,052
768.34
29,579
768.42
30,081
768.50
30,570
768.59
31,058
768.67
31,547
768.75
32,035
768.84
32,524
768.92
33,012
Type 1124-hr 1-yrRainfall=2.80"
Printed 12/6/2021
Page 7

2212045 SCM3 Calculation_112221 Type 1124-hr 1-yr Rainfall=2.80"
Prepared by {enter your company name here} Printed 12/6/2021
HvdroCADO 10.10-4b s/n 09581 © 2020 H droCAD Software Solutions LLC Page $
Device Routing Invert Outlet Devices
#1 Primary 763.50' 15.0" Round RCP _Round 15" L= 20.0' Ke= 0.500
Inlet / Outlet Invert= 763.50' / 763.30' S= 0.0100'/' Cc= 0.900
n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 1.23 sf
#2 Primary 763.50' 2.9" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Primary 766.61' 2.5' long x 0.5' breadth Broad -Crested Rectangular Weir
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=8.92 cfs @ 12.05 hrs HW=766.23' (Free Discharge)
1=RCP_Round 15" (Inlet Controls 8.57 cfs @6.98 fps)
2=Orifice/Grate (Orifice Controls 0.36 cfs @ 7.77 fps)
3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Pond 3: SCM #3
Hydrograph
PO __
19T Inflow Area=4.540 ac
18
17 Peak Elev=766.23'
16:
15 Storage=5,201 cf
14
13
12
m
3 10 � ax 3s
0 9
LL
8
7
6
5
4
3
2
1
0:
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Inflow
■ Primary

2212045 SCM3 Calculation_112221 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by {enter your company name here} Printed 12/6/2021
H droCAD® 10.10-4b s/n 09581 © 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-3 Runoff Area=10.660 ac 0.00% Impervious Runoff Depth>1.15"
Flow Length=1,170' Slope=0.0588 '/' Tc=25.1 min CN=61 Runoff=11.95 cfs 1.020 of
Subcatchment2: POST-DEV SCM-3 Runoff Area=4.540 ac 100.00% Impervious Runoff Depth>4.26"
Tc=5.0 min CN=98 Runoff=31.87 cfs 1.612 of
Pond 3: SCM #3 Peak Elev=767.12' Storage=14,410 cf Inflow=31.87 cfs 1.612 of
Outflow=13.38 cfs 1.613 of
Total Runoff Area = 15.200 ac Runoff Volume = 2.632 of Average Runoff Depth = 2.08"
70.13% Pervious = 10.660 ac 29.87% Impervious = 4.540 ac

2212045 SCM3 Calculation_112221 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by {enter your company name here} Printed 12/6/2021
HvdroCADO 10.10-4b s/n 09581 © 2020 H)IdroCAD Software Solutions LLC Pa e 10
Summary for Subcatchment 1: PRE-DEV SCM-3
Runoff - 11.95 cfs @ 12.21 hrs, Volume= 1.020 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 Descri tion
10.660 61 Pasture/grassland/range. Good, HSG B
10.660 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity Description
min}
feet
ft/ft
fUsec (cfs)
25.1
1,170
0.0588
0.78 Lag/CN Method, SHEET FLOW SCM 1
13
11
10
9
8
w
7
3
o fi
LL
5
24
3
2
1
a.
5
Subcatchment 1: PRE-DEV SCM-3
Hydrograph
�i Runoff
Type II 24-hr
10-yr Rainfall=4.88"
Runoff Area=10.660 ac
Runoff Volume=1.020 of
Runoff Depth>1.15"
Flow Length=1,170'
Slope=0.0588 '/'
Tc=25.1 min
CN=61
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045 SCM3 Calculation_112221 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by {enter your company name here} Printed 12/6/2021
HvdroCAD® 10.10-4b s/n 09581 © 2020 H droCAD Software Solutions LLC Pa e 11
Summary for Subcatchment 2: POST-DEV SCM-3
Runoff - 31.87 cfs @ 11.95 hrs, Volume= 1.612 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
4.540 98 Paved roads w/curbs & sewers. HSG B
4.540 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min feet) fftrft) (ft/sec) (cfs]
5.0
34
32
30
28-
26-
Direct Entry,
Subcatchment 2: POST-DEV SCM-3
Hydrograph
■ Runoff
Type II 24-hr
10-yr Rainfall=4.88"
Runoff Area=4.540 ac
Runoff Volume=1.612 of
Runoff Depth>4.26"
Tc=5.0 min
CN=98
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045 SCM3 Calculation_112221 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by {enter your company name here} Printed 12i6i2021
H droCADD 10.10-4b s/n 09581 r 2020 F4 droCAD Software Solutions LLC Pace 12
Summary for Pond 3: SCM #3
Inflow Area = 4.540 ac,100.00% Impervious, Inflow Depth > 4.26" for 10-yr event
Inflow = 31.87 cfs @ 11.95 hrs, Volume= 1.612 of
Outflow = 13.38 cfs @ 12.06 hrs, Volume= 1.613 af, Atten= 58%, Lag= 6.7 min
Primary = 13.38 cfs @ 12.06 hrs, Volume= 1.613 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 767.12' @ 12.06 hrs Storage= 14,410 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 6.1 min ( 735.5 - 729.5 )
Volume Invert Avail. Stora a Storage Description
#1 765.17' 5,854 cf Custom Stage DataListed below
33,012 cf Overall - 18,376 cf Embedded = 14,636 cf x 40.0% Voids
#2 765.92' 18,376 cf ADS _StormTech SC-740 +Capx 400 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 7.56'L with 0.44' Overla
24,230 cf Total Available Storage

2212045 SCM3 Calculation_112221 Type 11 24-hr 10-yr Rainfall=4.88"
Prepared by {enter your company name here} Printed 12/6/2021
HvdroCADC) 10.10-4b sin 09581 © 2020 H droCAD Software Solutions LLC Page 13
Elevation Cum.Store
(feet)
(cubic -feet)
765.17
0
765.25
489
765.34
977
765.42
1,466
765.50
1,954
765.59
2,443
765.67
2,931
765.75
3,420
765.84
3,908
765.92
4,397
766.00
5,415
766.09
6,431
766.17
7,442
766.25
8,448
766.34
9,448
766.42
10,442
766.50
11,428
766.59
12,407
766.67
13,378
766.75
14,341
766.84
15,294
766.92
16,236
767.00
17,170
767.09
18,091
767.17
19,001
767.25
19,897
767.34
20,780
767.42
21,648
767.50
22,503
767.59
23,340
767.67
24,154
767.75
24,946
767.84
25,718
767.92
26,464
768.00
27,181
768.09
27,862
768.17
28,495
768.25
29,052
768.34
29,579
768.42
30,081
768.50
30,570
768.59
31,058
768.67
31,547
768.75
32,035
768.84
32,524
768.92
33,012

2212045 SCM3 Calculation_112221 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by {enter your company name here} Printed 12/6/2021
HvdroCAD® 10.10-4d s/n 09581 ©2020 H droCAD Software Solutions LLC Page 14
Device Routing Invert Outlet Devices
#1 Primary 763.50' 15.0" Round RCP _Round 15" L= 20.0' Ke= 0.500
Inlet / Outlet Invert= 763.50' / 763.30' S= 0.0100'/' Cc= 0.900
n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 1.23 sf
#2 Primary 763.50' 2.9" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Primary 766.61' 2.5' long x 0.5' breadth Broad -Crested Rectangular Weir
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 ❑utFlow Max=13.21 cfs @ 12.06 hrs. HVV=767.10' (Free Discharge)
1=RCP_Round 15" (Inlet Controls 10.20 cfs @ 8.31 fps)
2=Orifice/Grate (Orifice Controls 0.41 cfs @ 8.99 fps)
3=B road-C rested Rectangular Weir(Wei r Controls 2.60 cfs @ 2.11 fps)
Pond 3: SCM #3
Hydrograph
31
32
30
28
26
24
22
N 20
U
1
3 8
16
LL
14
12
10
a
6
4
2-
0
5
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
lInflow
7 Primary

Project Name: Hanes Lakes Phase 2
Location: Winston-Salem. NC
Site Designation: SCM #3 - 130YF« i ER 3
SITE CONDITIONS
Rainfall Depth
Impervious Acreage
Total Acreage
Time of Concentration
I
Rv(Runoff Coefficient)
W Qv
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
4.54
10.66
6
42.6
0.43
16767
12575
980
7.07
1250
522
11
11.25
0.28
12.7
70
45
2959
30%
2072
1761
522
131
14
1.04
522
14
8xl7
2.89
in
ac
ac
min
cf
cf
csm/in
cfs
CF
gpm
cfs
hours
mg/L
in
Ibs
Ibs
Ibs
nOTM
From Type II Chart
(0.25 gpm/SF)
Date 11/15/2021
years (must be greater than 1 year)
mar

Project: Hanes Lake Phases 2
(SCM-3)
[ ew" A-C-AS
Stoh
Chamber Model -
Units -
lrnperial
cY Ee oI -I a a1 m d
Manz
Number of chambers -
400
Voids in the stone (porosity) -
40
Base of Stone Elevation -
7E5.17
ft indm�c Penapff Swe in cakkiw m
Amount of Stone Above Chambers -
B
r.
Amount of Stone Below Chambers -
ti , 8
n
Area of system -
Min Area - 13522 sf min area
Qfn-Tech SC-740 (-11--lativP gtf]1'- `'V
Heighi a 11ficrementalsiff0e
[ncrementsi..
Incremental
IncrmeniaiCLInnularwe
system Chamber
cowl Chamber
stone
Ch 3StChpmher
ElevationfncheV
(Cubfc feet)
[cubic feeti
fcubicreeffcuBic
rims..0hic f0o
fa6tt
45 000
000
483."
4bd b3
33U IL 25
1 DO.-
44 O.00
0 00
48853
488.53
32523-67
768-84
43 0.00
0,00
488.53
48853
32035.14
768.75
42 0.00
0.00
488.53
48853
31546,60
768.67
41 0.00
0,00
488.53
48853
31058.07
768,59
40 0.00
000
488.53
48853
30569.54
768.50
39 0.05
22-00
479,73
50173
30081.00
768.42
38 0.16
65,17
462,47
527.63
29579-27
768,34
37 0.28
112.78
443.42
556,20
29051.64
76825
36 0.60
241,59
391.90
633-48
28495-44
768-17
35 0.80
320.69
36026
680.94
27861.95
768-09
34 0.95
380,27
336.43
716.69
27181.01
768-00
33 1.07
429.81
316.61
746.42
26464.31
767-92
32 1-18
472.20
29965
771.85
2571T90
767.84
31 1.27
506.26
286-03
792,29
24946.05
767.75
30 1.36
542-00
271-73
813.74
2415375
767.67
29 1.45
581.64
255.88
837-52
23340.02
767.59
28 1.52
60989
244.58
854.47
22502,50
767-50
27 158
632.93
235.36
868.29
21648.03
767.42
26 164
656-91
225.77
882.68
20779.74
767.34
25 1.70
679.81
216.61
896.42
19897.06
767.25
24 1 75
701.17
208,06
90924
19000.64
76717
23 1,80
721.13
200.08
921.21
18091.41
767,09
22 1.85
742.00
191.73
933-73
17170.20
767.00
21 1.89
75724
185,64
942.88
16236.47
766.92
20 1,93
773.60
179.09
952-69
15293.59
766,84
19 1.97
79000
172.53
962.53
14340.90
766.75
18 2.01
80397
166.95
970.91
13378.36
766.67
17 2,04
81800
161.33
97933
12407.45
766,59
16 2.07
829,98
156.54
986.52
11428.12
766-50
15 2-10
841.97
151,75
993.71
10441.59
766.42
14 2-13
852,72
147.45
1000.16
9447.88
766.34
13 2-15
861,54
143.92
1005.46
844772
766.25
12 2-18
870.82
140,20
1011.03
7442.26
766.17
11 2.20
879-34
136-80
1016,14
6431.23
766.09
10 2.21
88293
135.36
1018.29
5415,09
766,00
9 0,00
0.00
488,53
488-53
4396,80
765.92
8 0-00
0,00
488.53
48853
390827
765.84
7 0.00
0,00
488,53
48853
341973
765.75
6 0,00
0.00
488.53
48853
2931 20
765.67
5 0.00
0.00
488.53
48853
2442.67
76559
4 0,00
0.00
488.53
488 53
1954.13
765.50
3 0.00
000
488.53
48853
1465.60
765.42
2 0.00
0.00
488-53
48853
977.07
765,34
1 0.00
0,00
488.53
48853
488.53
765.25