SW4220201_Design Calculations_20220330 (6)

Danes Lake Phase 2
SCM #5
PRE-DEV SCM #5
Bobcat !Reach on R
fc
POST -DE SCM #5
SCM #5

2212045 SCM5 Calculation_120621 Table of Contents
Prepared by {enter your company name here} Printed 2/9/2022
HvdroGADG 10.10-4b s/n 00`127 ©2020 HvdroCA❑ Software Solutions LLC
TABLE OF CONTENTS
Proiect Reports
1 Routing Diagram
2 Area Listing (all nodes)
1-yr Event
3 Node Listing
4 Subcat 1: PRE-DEV SCM #5
5 Subcat 2: POST-DEV SCM #5
6 Pond 3: SCM #5
10-yr _Event
9 Node Listing
10 Subcat 1: PRE-DEV SCM #5
11 Subcat 2: POST-DEV SCM #5
12 Pond 3: SCM #5

2212045 SCM5 Calculation_120621
Prepared by {enter your company name here}
HvdroCAD® 10.10-4b s/n 00927 © 202p H droCAD Software Solutions LLC
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
fi,;,V/,p ,,, 6.450 61 Pasture/grassland/range, Good, HSG B (1)
2.500 98 Paved roads w/curbs & sewers, HSG B (2)
8.950 71 TOTAL AREA
Printed 2/9/2022
Paae

2212045 SCM5 Calculation_120621 Type /I 24-hr 1-yrRainfall=2.80"
Prepared by {enter your company name here} Printed 2/9/2022
H droCAD® 10.10-4b s/n 00927 © 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 #5 Runoff Area=6.450 ac 0.00% Impervious Runoff Depth>0.24"
Flow Length=827' Slope=0.0632 '/' Tc=18.3 min CN=61 Runoff=1.16 cfs 0.131 of
Subcatchment2: POST-DEV SCM #5 Runoff Area=2.500 ac 100.00% Impervious Runoff Depth>2.38"
Tc=5.0 min CN=98 Runoff=9.97 cfs 0.496 of
Pond 3: SCM #5 Peak Eiev=789.38' Storage=127 cf Inflow=9.97 cfs 0.496 of
Outflow=9.88 cfs 0.496 of
Total Runoff Area = 8.950 ac Runoff Volume = 0.628 of Average Runoff Depth = 0.84"
72.07% Pervious = 6.450 ac 27.93% Impervious = 2.500 ac

2212045 SCM5 Calculation_120621 Type II 24-hr 1-yr Rainfall=2.80"
Prepared by {enter your company name here} Printed 2/9/2022
HvdroCAD® 10.10-4b s/n 00927 © 2020 H droCAD Software Solutions LLC PlAge 4
Summary for Subcatchment 1: PRE-DEV SCM #5
Runoff = 1.16 cfs @ 12.17 hrs, Volume= 0.131 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
6.450 61 Pasturel rassland/ran e, Good. HSG B
6.450 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
min feet fVft ft/sec cfsi
18.3 827 0.0632 0.75 Lag/CN Method, SHEET FLOW SCM 1
Subcatchment 1: PRE-DEV SCM #5
Hydrograph
1
N
V
3
0
LL
Type 11 24-h r
1-yr Rainfall=2.80"
Runoff Area=6.450 ac
Runoff Volume=0.131 of
Runoff Depth>0.24'
Flow Length=827'
Slope=0.0632 T
Tc=18.3 min
CN=61 I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
1 Runoff

2212045 SCM5 Calculation_120621 Type 1124-hr 9-yr Rainfall=2.80"
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HvdroCADO 10.10-4b srn 00927 © 2020 H droCAD Software Solutions LLC Pa q e 5
Summary for Subcatchment 2: POST-DEV SCM #5
Runoff = 9.97 cfs @ 11.95 hrs, Volume= 0.496 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
2.500 98 Paved roads w/curbs & sewers. HSG B
2.500 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
Amin feet Ift/ft) (ft/sec) (cfs)
5.0
11
9
8
7
4
Direct Entry,
Subcatchment 2: POST-DEV SCM #5
Hydroaraph
! Runoff
Type II 24-hr
1-yr Rainfall=2.80"
Runoff Area=2.500 ac
Runoff Volume=0.496 of
Runoff Depth>2.38"
Tc=5.0 min
CN=98
2
1-
fl•
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045 SCM5 Calculation_120621 Type 1124-hr 1-yrRainfall=2.80"
Prepared by {enter your company name here} Printed 2/9/2022
HvdroCAD® 10.10-4b s/n 00927 © 2020 H droCAD Software Solutions LLC Page 6
Summary for Pond 3: SCM #5
Inflow Area = 2.500 ac,100.00% Impervious, Inflow Depth > 2.38" for 1-yr event
Inflow = 9.97 cfs @ 11.95 hrs, Volume= 0.496 of
Outflow = 9.88 cfs. @ 11.95 hrs, Volume= 0.496 af, Atten= 1 %, Lag= 0.2 min
Primary = 9.88 cfs @ 11.95 hrs, Volume= 0.496 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 789.38' @ 11.95 hrs Storage= 127 cf
Plug -Flow detention time= 0.2 min calculated for 0.495 of (100% of inflow)
Center -of -Mass det. time= 0.2 min ( 733.9 - 733.7 )
Volume Invert Avail.Stora a Storage Description
#1 789.34' 8,674 cf Custom Stage DataListed below
17,598 cf Overall - 8,924 cf Embedded = 8,674 cf
#2 790.09' 8,924 cf ADS _StormTech DC-780 +Capx 193 Inside #1
Effective Size= 45.4"W x 30.0"H => 6.49 sf x 7.121 = 46.2 cf
Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlao
17,598 cf Total Available Storage

2212045 SCM5 Calculation_120621
Prepared by {enter your company name here}
HvdroCADL: 10.10-4b s/n 00927 © 2020 HI droCAD Software Solutions LLC
Elevation Cum.Store
(feet)
(cubic -feet)
789.34
0
789.42
255
789.51
510
789.59
765
789.67
1,020
789.76
1,275
789.84
1,530
789.92
1,785
790.01
2,040
790.09
2,295
790.17
2,810
790.26
3,322
790.34
3,831
790.42
4,338
790.51
4,841
790.59
5,342
790.67
5,838
790.76
6,332
790.84
6,821
790.92
7,306
791.01
7,786
791.09
8,261
791.17
8,732
791.26
9,197
791.34
9,656
791.42
10,109
791.51
10,556
791.59
10,994
791.67
11,426
791.76
11,850
791.84
12,263
791.92
12,665
792.01
13,058
792.09
13,438
792.17
13,804
792.26
14,153
792.34
14,479
792.42
14,767
792.51
15,041
792.59
15,303
792.67
15,558
792.76
15,813
792.84
16,068
792.92
16,323
793.01
16,578
793.09
16,833
793.17
17,088
793.26
17,343
793.34
17,598
Type If 24-hr 1-yrRalnfall=2.80"
Printed 2/9/2022
Pace 7

2212045 SCM5 Calculation_120621 Type 1124-hr 1-yrRainfall=2.80"
Prepared by {enter your company name here} Printed 2/9/2022
HvdroCADO 10.10-4b s/n 00927 © 2020 H droCAD Software Solutions LLC Pa e 8
Device Routing Invert Outlet Devices
#1 Primary 787.67' 24.0" Round RCP —Round 24" L= 10.0' Ke= 0.500
Inlet / Outlet Invert= 787.67' / 787.57' S= 0.0100'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2 Primary 787.67' 2.2" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Primary 791.58' 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=9.95 cfs @ 11.95 hrs HW=789.38' (Free Discharge)
1=RCP_Round 24" (Barrel Controls 9.79 cfs @ 4.60 fps)
2=Orifice/Grate (Orifice Controls 0.16 cfs a@ 6.12 fps)
3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Pond 3: SCM #5
Hydrograph
11 ,3 �,fs -­1
1n inflow Area=2.500 ac
g Peak Elev=789o38'
Storage=127 cf
7
1/!
s
3
° 5-
4
3
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
M Inflow
M Primary

2212045 SCM5 Calculation_120621 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by {enter your company name here} Printed 2/9/2022
HvdroCADC7 10.10-4b s/n 00927 © 2020 HvdroCAD 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 #5 Runoff Area=6.450 ac 0.00% Impervious Runoff Depth>1.15"
Flow Length=827' Slope=0.0632 T Tc=18.3 min CN=61 Runoff=8.82 cfs 0.619 of
Subcatchment2: POST-DEV SCM #5 Runoff Area=2.500 ac 100.00% Impervious Runoff Depth>4.26"
Tc=5.0 min CN=98 Runoff=17.55 cfs 0.888 of
Pond 3: SCM #5 Peak Elev=789.87' Storage=1,640 cf Inflow=17.55 cfs 0.888 of
Outflow=14.42 cfs 0.892 of
Total Runoff Area = 8.950 ac Runoff Volume = 1.507 of Average Runoff Depth = 2.02"
72.07% Pervious = 6.450 ac 27.93% Impervious = 2.500 ac

2212045 SCM5 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 Q 2020 H droCA❑ Software solutions LLC Pacic '10
Summary for Subcatchment 1: PRE-DEV SCM #5
Runoff - 8.82 cfs @ 12.13 hrs, Volume= 0.619 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
6.450 61 Pasture/grassland/ran le, Good, HSG B
6.450 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) feed (ft/ft) (ft/sec) cfs)
18.3 827 0.0632 0.75 Lag/CN Method, SHEET FLOW SCM 1
Subcatchment 1: PRE-DEV SCM #5
Hydrograph
■ Fiunaff
9 Type II 24-hr
a 10-yr Rainfall=4.88"
7 Runoff Area=6.450 ac
Runoff Volume=0.619 of
E Runoff Depth>1.159"
HOW Lengtn=o c i
4 Slope=0.0632 '/'
31 1 on Tc=18.3 min
CN=61
� 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045 SCM5 Calculation_120621 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by {enter your company name here} Printed 2/9/2022
HvdroCADC, 10.10-4b 5. n 00927 © 2020 H droCAD Software Solutions LLC Page 11
Summary for Subcatchment 2: POST-DEV SCM #5
Runoff = 17.55 cfs @ 11.95 hrs, Volume= 0.888 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
2.500 98 Paved roads w/curbs & sewers. HSG B
2.500 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
iminy (few (ftlftl fftlsec) icfs)
5.0
I9--
18-
17=
16
15-
14
13-
12
in T7
10
0 9
LL
S
7
s
4-
3-
2-
1-
Direct Entry,
Subcatchment 2: POST-DEV SCM #5
Hydrograph
■ RunoH
Type If 24-hr
10-yr Rainfall=4.88"
Runoff Area=2.500 ac
Runoff Volume=0.888 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 SCM5 Calculation_120621 Type 11 24-hr 10-yr Rainfall=4.88"
Prepared by {enter your company name here} Printed 2/9/2022
HvdroCADG 10.10-4b s/n 00927 2020 H droCAD Software Solutions LLC P-ine 12
Summary for Pond 3: SCM #5
Inflow Area = 2.500 ac,100.00% Impervious, Inflow Depth > 4.26" for 10-yr event
Inflow = 17.55 cfs @ 11.95 hrs, Volume= 0.888 of
Outflow = 14.42 cfs @ 12.00 hrs, Volume= 0.892 af, Atten= 18%, Lag= 2.9 min
Primary = 14.42 cfs @ 12.00 hrs, Volume= 0.892 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 789.87' @ 12.00 hrs Storage= 1,640 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 0.5 min ( 730.0 - 729.5 )
Volume Invert Avail.Stora a Storage Descri tion
#1 789.34' 8,674 cf Custom Stage DataListed below
17,598 cf Overall - 8,924 cf Embedded = 8,674 cf
#2 790.09' 8,924 cf ADS _StormTech DC-780 +Capx 193 Inside #1
Effective Size= 45.4"W x 30.0"H => 6.49 sf x 7.121 = 46.2 cf
Overall Size= 51.0"W x 30.0"H x 7.561 with 0.44' Overlap
17,598 cf Total Available Storage

2212045 SCM5 Calculation_120621 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by jenter your company name here} Printed 2/9/2022
HvdroCADO 10.10-4b sln 00927 © 2020 H ydroCAD Software Solutions I Page 13
Elevation
Cum.Store
(feet)
(cubic -feet)
789.34
0
789.42
255
789.51
510
789.59
765
789.67
1,020
789.76
1,275
789.84
1,530
789.92
1,785
790.01
2,040
790.09
2,295
790.17
2,810
790.26
3,322
790.34
3,831
790.42
4,338
790.51
4,841
790.59
5,342
790.67
5,838
790.76
6,332
790.84
6,821
790.92
7,306
791.01
7,786
791.09
8,261
791.17
8,732
791.26
9,197
791.34
9,656
791.42
10,109
791.51
10,556
791.59
10,994
791.67
11,426
791.76
11,850
791.84
12,263
791.92
12,665
792.01
13,058
792.09
13,438
792.17
13,804
792.26
14,153
792.34
14,479
792.42
14,767
792.51
15,041
792.59
15,303
792.67
15,558
792.76
15,813
792.84
16,068.
792.92
16,323
793.01
16,578
793.09
16,833
793.17
17,088
793.26
17,343
793.34
17,598

2212045 SCM5 Calculation_120621 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by {enter your company name here} Printed 2/9/2022
HvdroCADO 10.10-4b s/n 00927 © 2020 H droCAD Software Solutions LLC Pacie 14
Device Routing
Invert Outlet Devices
#1 Primary
787.67 24.0 Round RCP _Round 24" L= 10.0' Ke= 0.500
Inlet / Outlet Invert= 787.67' / 787.57' S= 0.0100'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2 Primary
787.67' 2.2" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Primary
791.58' 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=14.37 cfs @ 12.00 hrs HW=789.87' (Free Discharge)
1=RCP Round
24" (Barrel Controls 14.19 cfs @ 5.12 fps)
2=Orifice/Grate
(Orifice Controls 0.18 cfs @ 6.99 fps)
3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Pond 3: SCM #5
Hydrograph
Inflow
u Prima19
Inflow Area=2.500 ac
18
6
Peak Elev=789.87'
15
T.A.A.- Lis
Storage=1,640 cf
13
12
w 11
U 10
o
LL
a
7
6
5
4
3
2
1 L
-NNW
5 6 7
8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

/ADS,
Project Name: lanes Lakes Phase 2
Location: Winston-Salem. NC
Site Designation: SCSI #5 : S") yll .c ' ER 5
SITE CONDITIONS
Rainfall Depth
Impervious Acreage
Total Acreage
Time of Concentration
I
R,(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 BASTED 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
2.40
5.57
6
43.1
0.44
8852
6639
980
3.73
1250
522
6
11.25
0.15
12.3
70
45
1562
30%
1094
930
522
131
8
1.13
522
8
6x14
2.18
in
ac
ac
min
cf
cf
csm/in
cfs
CIF
gpm
cfs
hours
mg/L
in
Ibs
Ibs
lbs
I1:1M
From Type II Chart
(0.25 gpm/SF)
Date 11/15/2021
years (must be greater than 1 year)
inch

Project: Hanes Lake Phases 2
(SCM-5)
.7 LormT:Cr! 1,
Chamber Modet-
Units -
Number of chambers -
Voids in the stone (porosity) -
%
Base of Stone Elevation -
R
_
Amount of Stone Above Chambers -No
In
Amount of Stone Below Chambers -
Area of system -
j sf Min Area 6524sf min area
StormTsch
DC-780 Ctimulattae Storage
Vc-diis;
-s
hEoi {zS
[s!a[1TaEStrtg[
i.. wail 1 .
S;rs.?ate
„jtdyZsbe:
�aiaiGi+amber a
4
43
A.tsE3
000
255.00
255.D0
17597 67
793.34
47
000
0 OD
255.DO
25500
17342 B7
79326
46
0.00
000
255.00
25500
1708787
793.17
45
0.00
000
255.00
255 00
16832.87
79309
44
0.00
000
255.00
25500
1657787
793,01
43
000
000
255.00
255 DO
16322.87
79292
42
000
000
25500
25500
1606737
792.84
41
000
000
255.00
255 00
15812-87
792.76
40
000
000
255.00
25500
1555787
792.67
39
006
11 17
25053
261 70
15302,87
792.59
38
0 17
3217
242.13
274 3D
15041 17
792-51
37
029
5532
23287
288 19
1476686
792.42
36
061
117 93
20783
32576
14478.67
792.34
35
081
156.41
19244
34884
14152.91
79226
34
0.96
18510
180.96
36606
13804.07
79217
33
1 OB
209.02
171 39
38041
13438.01
79209
32
1 19
22922
16331
392.53
13057.60
79201
31
1 27
245.88
15665
40253
12665 07
791 92
30
1 36
26326
14969
41296
1226254
791 84
29
1 45
280 7D
142.72
423.42
11849.58
791 75
28
1 53
29472
137 11
431.83
11426 16
791 67
27
1.59
307.07
13217
439.24
1099433
791 59
26
1 65
31 B 74
127.50
446.24
10555 D9
791 51
25
1 71
329 B1
12307
452.B9
1010884
791 42
24
176
34018
118,93
459.11
9655,96
79134
23
1 81
34991
115 03
46495
919685
791 26
22
1 86
35902
111 39
470.41
3731.90
791 17
21
1 90
367 58
10797
47555
8261 48
791 09
20
1 95
37561
10476
48036
7785.93
791 01
19
1.99
363 15
101 74
48459
730557
79092
18
2.02
39023
98.91
489 14
682068
79084
17
206
396.86
9625
493.12
6331 54
79075
16
2.09
40308
93.77
496.85
583843
79067
15
212
40888
91.45
500.33
5341 58
79059
14
2 15
41429
8928
50358
4841 25
79051
13
217
41933
87.27
50660
4337-68
790.42
12
220
42399
85.40
509.4D
3831-08
790 34
11
222
428 3D
83 66
511 96
3321.69
79026
10
224
43283
81 87
51470
2609.70
790.17
9
0.00
000
25500
255.00
2295.00
79009
8
000
000
25500
25500
2040,00
790.01
7
000
000
255.00
255.00
173500
789 92
5
0.00
D 00
25500
25500
153D DO
769 84
5
000
0.00
255 OD
25500
1275,00
78976
4
0.00
000
255.00
25500
102000
789.67
3
000
0.00
25500
25500
765.00
769 59
2
0.00
000
255.00
25500
51000
78951
1
000
000
255.00
255.00
255.00
78942