SW4220201_Design Calculations_20220926 (2)

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2212045 SCM3 Calculation_112221 Table of Contents
Prepared by Labella & Associates, PC Printed 9/1/2022
H droCAD®10.10-4b s/n 09581 ©2020 HvdroCAD Software Solutions LLC
TABLE OF CONTENTS
Project Reports
1 Routing Diagram
2 Rainfall Events Listing (selected events)
3 Area Listing (all nodes)
4 Soil Listing (all nodes)
5 Ground Covers (all nodes)
6 Pipe Listing (all nodes)
1-yr Event
7 Node Listing
8 Subcat 1: PRE -DEVELOPMENT
9 Subcat 2: POST -DEVELOPMENT
10 Pond 3: SCM #3
10-yr Event
14 Node Listing
15 Subcat 1: PRE -DEVELOPMENT
16 Subcat 2: POST -DEVELOPMENT
17 Pond 3: SCM #3

2212045 SCM3 Calculation 112221
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCADO 10.10-4b s/n 09581 © 2020 H droCAD Software Solutions LLC Page 2
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-yr Type II 24-hr Default 24.00 1 2.80 2
2 10-yr Type II 24-hr Default 24.00 1 4.88 2

2212045 SCM3 Calculation_112221
Prepared by Labella & Associates, PC Printed 9/1/2022
H droCADO 10.10-4b s/n 09581 © 2020 H droCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
11.270 61 >75% Grass cover, Good, HSG B (1)
4.820 98 Paved roads w/curbs & sewers, HSG B (2)

2212045 SCM3 Calculation_112221
Prepared by Labella & Associates, PC Printed 9/1/2022
H droCADO 10.10-4b s/n 09581 © 2020 H droCAD Software Solutions LLC Pacle 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000
HSG A
16.090
HSG B 1,2
0.000
HSG C
0.000
HSG D
0.000
Other

2212045 SCM3 Calculation_112221
Prepared by Labella & Associates, PC
HvdroCADC> 10.10-4b s/n 09581 © 2020 HvdroCAD Software Solutions LLC
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground
(acres) (acres) (acres) (acres) (acres) (acres) Cover
Printed 9/1/2022
Paae 5
Subcatchme
Numbers
0.000 11.270 0.000 0.000 0.000 11.270 >75% Grass cover, Good 1
0.000 4.820 0.000 0.000 0.000 4.820 Paved roads w/curbs & sewers 2

2212045 SCM3 Calculation_112221
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCAD®10.10-4b s/n 09581 ©2020 HydroCAD Software Solutions LLC Pa e 6
Pipe Listing (all nodes)
Line# Node In -Invert Out -Invert Length Slope n Width Diam/Height Inside -Fill
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches)
1 3 763.50 763.30 20.0 0.0100 0.013 0.0 15.0 0.0

2212045 SCM3 Calculation_112221 Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Labella & Associates, PC Printed 9/1/2022
H droCADO 10.10-4b s/n 09581 © 2020 H droCAD Software Solutions LLC Page 7
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 -DEVELOPMENT Runoff Area=11.270 ac 0.00% Impervious Runoff Depth>0.24"
Flow Length=1,205' Tc=17.2 min CN=61 Runoff=2.11 cfs 0.229 of
Subcatchment2: POST -DEVELOPMENT Runoff Area=4.820 ac 100.00% Impervious Runoff Depth>2.38"
Tc=6.0 min CN=98 Runoff=18.49 cfs 0.957 of
Pond 3: SCM #3 Peak Elev=766.23' Storage=17,787 cf Inflow=18.49 cfs 0.957 of
Outflow=1.35 cfs 0.956 of

2212045_SCM3 Calculation_112221 Type 11 24-hr 1-yr Rainfall=2.80"
Prepared by Labella & Associates, PC Printed 9/1/2022
H droCADO 10.10-4b s/n 09581 © 2020 H droCA❑ Software Solutions LLC P@c e 8
Summary for Subcatchment 1: PRE -DEVELOPMENT
Runoff = 2.11 cfs @ 12.16 hrs, Volume= 0.229 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
11.270 61 >75% Grass cover. Good. HSG B
11.270 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
feet
ft/ft)
(ft/sec) (cfs)
12.2
100
0.0274
0.14
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.41"
5.0
1,105
0.0594
3.66
Shallow Concentrated Flow, Shallow Concentrated
Grassed Waterwav Kv= 15.0 fos
17.2 1,205 Total
Subcatchment 1: PRE -DEVELOPMENT
Hydrograph
i
2.11 cis
2 Type II 24-hr
1-yr Rainfall=2.80"
Runoff Area=11.270 ac
Runoff Volume=0.229 of
Runoff Depth>0.24"
0 1 Flow Length=1,205'
Tc=17.2 min
CN=61
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
� Runoff

2212045 SCM3 Calculation_112221 Type // 24-hr 1-yr Rainfall=2.80"
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCAD®10.10-4b s/n 09581 ©2020 HydroCAD Software Solutions LLC Pa e 9
Summary for Subcatchment 2: POST -DEVELOPMENT
Runoff = 18.49 cfs @ 11.96 hrs, Volume= 0.957 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
4.820 98 Paved roads w/curbs & sewers. HSG B
4.820 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) tee[} (ft/ft) (ft/sec) cfs)
6.0 Direct Entry,
Subcatchment 2: POST -DEVELOPMENT
Hydrograph
20-
igAJL6
18- Type II 24-hr
17 1-yr Rainfall=2.80"
1 Runoff Area=4.820 ac
14 .
13 Runoff Volume=0.957 of
;; Runoff Depthy2.38"
0 10 Tc=6.0 min
a 9-
CN=98
7
n
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
I1 Runoff

2212045 SCM3 Calculation_112221 Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCAD" 10.10-4b s/n 09581 © 2020 HvdroCAD Software Solutions LLC Page 10
Summary for Pond 3: SCM #3
Inflow Area = 4.820 ac,100.00% Impervious, Inflow Depth > 2.38" for 1-yr event
Inflow = 18.49 cfs @ 11.96 hrs, Volume= 0.957 of
Outflow = 1.35 cfs @ 12.54 hrs, Volume= 0.956 af, Atten= 93%, Lag= 34.7 min
Primary = 1.35 cfs @ 12.54 hrs, Volume= 0.956 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 766.23' @ 12.54 hrs Surf.Area= 16,171 sf Storage= 17,787 cf
Plug -Flow detention time=103.6 min calculated for 0.956 of (100% of inflow)
Center -of -Mass det. time= 102.9 min ( 837.4 - 734.5 )
Volume
Invert
Avail.Stora a
Storage Description
#1
765.25'
34,942 cf
Custom Stage DataListed below
#2A
765.17'
15,749 cf
110.75'W x 146.02'L x 3.75'H STONE
60,643 cf Overall - 21,270 cf Embedded = 39,373 cf x 40.0% Voids
#3A
765.92'
21,270 cf
ADS DC-780 +Capx 460 Inside #2
_StormTech
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
460 Chambers in 23 Rows
71,961 cf Total Available Storage
Storage Group A created with Chamber Wizard

2212045 SCM3 Calculation_112221 Type/1 24-hr 1-yr Rainfall=2.80"
Prepared by Labella & Associates, PC Printed 9/1/2022
H droCAD® 10.10-4b s/n 09581 © 2020 HydroCAD Software Solutions LLC Page 11
Elevation Cum.Store
(feet)
cubic -feet)
765.25
0
765.34
1,029
765.42
1,543
765.50
2,057
765.59
2,572
765.67
3,086
765.75
3,600
765.84
4,114
765.92
4,629
766.00
5,715
766.09
6,795
766.17
7,870
766.25
8,938
766.34
10,000
766.42
11,054
766.50
12,101
766.59
13,140
766.67
14,170
766.75
15,190
766.84
16,201
766.92
17,201
767.00
18,189
767.09
19,166
767.17
20,130
767.25
21,080
767.34
22,015
767.42
22,935
767.50
23,839
767.59
24,724
767.67
25,586
767.75
26,425
767.84
27,242
767.92
28,033
768.00
28,792
768.09
29,513
768.17
30,183
768.25
30,770
768.34
31,327
768.42
31,856
768.50
32,370
768.59
32,885
768.67
33,399
768.75
33,913
768.84
34,428
768.92
34,942
Device Routing Invert Outlet Devices
#1 Primary 763.50' 15.0" Round BF3 TO FES 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

2212045 SCM3 Calculation_112221 Type // 24-hr 1-yr Rainfall=2.80"
Prepared by Labella & Associates, PC Printed 9/1/2022
H droCADO 10.10-4b s/n 09581 © 2020 H droCAD Software Solutions LLC Page 12
#2 Device 1 763.50' 5.7" Vert. EQUIVALENT ORIFICE C= 0.600
Limited to weir flow at low heads
#3 Device 1 766.61' 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=1.35 cfs @ 12.54 hrs HW=766.23' (Free Discharge)
t-1=BF3 TO FES (Passes 1.35 cfs of 8.57 cfs potential flow)
�2=EQUIVALENT
ORIFICE (Orifice Controls 1.35 cfs @ 7.60 fps)
3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
2
1
1
1
1
1
1•
1
w 1
1
1
0
LL
Pond 3: SCM #3
Hydrograph
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 11 24-hr 1 -yr Rainfall=2.80 "
Prepared by Labella & Associates, PC Printed 9/1 /2022
H droCADO 10.10-4b s/n 09581 © 2020 HydroCA❑ Software Solutions LLC Page 13
Elevation
Storage
(feet)
(cubic -feet)
765.17
0
765.22
323
765.27
876
765.32
1,771
765.37
2,515
765.42
3,160
765.47
3,805
765.52
4,435
765.57
5,045
765.62
5,676
765.67
6,320
765.72
6,965
765.77
7,595
765.82
8,204
765.87
8,835
765.92
9,480
765.97
10,853
766.02
12,194
766.07
13,485
766.12
14,817
766.17
16,176
766.22
17,527
766.27
18,845
766.32
20,114
766.37
21,421
766.42
22,753
766.47
24,078
766.52
25,368
766.57
26,609
766.62
27,887
766.67
29,188
766.72
30,479
766.77
31,736
766.82
32,942
766.87
34,183
766.92
35,445
766.97
36,695
767.02
37,911
767.07
39,078
767.12
40,275
767.17
41,492
767.22
42,694
767.27
43,860
767.32
44,976
767.37
46,120
767.42
47,279
767.47
48,422
767.52
49,528
767.57
50,583
767.62
51,659
767.67
52,744
767.72
53,806
Stage -Area -Storage for Pond 3: SCM #3
Elevation
Storage
(feet)
(cubic -feet)
767.77
54,831
767.82
55,804
767.87
56,792
767.92
57,785
767.97
58,745
768.02
59,662
768.07
60,518
768.12
61,366
768.17
62,196
768.22
62,949
768.27
63,658
768.32
64,319
768.37
64,981
768.42
65,641
768.47
66,285
768.52
66,916
768.57
67,526
768.62
68,156
768.67
68,801
768.72
69,446
768.77
70,076
768.82
70,686
768.87
71,316
768.92
71,961

2212045 SCM3 Calculation_112221 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCAD® 10.10-4b s/n 09581 © 2020 HydroCAD Software Solutions LLC Page 14
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 -DEVELOPMENT Runoff Area=11.270 ac 0.00% Impervious Runoff Depth>1.15"
Flow Length=1,205' Tc=17.2 min CN=61 Runoff=16.06 cfs 1.082 of
Subcatchment2: POST -DEVELOPMENT Runoff Area=4.820 ac 100.00% Impervious Runoff Depth>4.26"
Tc=6.0 min CN=98 Runoff=32.55 cfs 1.712 of
Pond 3: SCM #3 Peak Elev=766.89' Storage=34,677 cf Inflow=32.55 cfs 1.712 of
Outflow=2.57 cfs 1.444 of

2212045 SCM3 Calculation_112221 Type 11 24-hr 10-yr Rainfall=4.88"
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCAD® 10.10-4b s/n 09581 rD 2020 HydroCAD Software Sol.wians LLC Page 15
Summary for Subcatchment 1: PRE -DEVELOPMENT
Runoff = 16.06 cfs @ 12.11 hrs, Volume= 1.082 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
11.270 61 >75% Grass cover. Good. HSG B
11.270 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) ft/ft(ft/sec) (cfs
12.2 100 0.0274 0.14 Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.41"
5.0 1,105 0.0594 3.66 Shallow Concentrated Flow, Shallow Concentrated
Grassed Waterwav Kv= 15.0 fps
17.2 1,205 Total
Subcatchment 1: PRE -DEVELOPMENT
Hydrograph
17 a.as r
1� Type It 24-hr
14 10-yr Rainfall=4.88"
13_ Runoff Area=11.270 ac
12-
11 Runoff Volume=1.082 of
w 1R Runoff Depth>1.15"
LL $: Flow Length=1,205'
7: Tc=17.2 min
CN=61
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Q Runoff

2212045 SCM3 Calculation_112221 Type/1 24-hr 10-yr Rainfall=4.88"
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCAD® 10.10-4b s/n 09581 © 2020 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 2: POST -DEVELOPMENT
Runoff = 32.55 cfs @ 11.96 hrs, Volume= 1.712 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
4.820 98 Paved roads w/curbs & sewers, HSG B
4.820 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) feet ft/ft) (ft/sec) (cfs
6.0 Direct Entry,
36-
22
0
LL ,6
Subcatchment 2: POST -DEVELOPMENT
Hydrograph
Type II 24-hr
10-yr Rainfall=4.88"
Runoff Area=4.820 ac
Runoff Volume=1.712 of
Runoff Depth>4.26"
Tc=6.0 m i n
CN=98
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
� Runoff

2212045 SCM3 Calculation_112221 Type 11 24-hr 10-yr Rainfall=4.88"
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCAD® 10.10-4b s/n 09581 © 2020 HvfiroCAD Software Solutions LLC Pa e 17
Summary for Pond 3: SCM #3
Inflow Area = 4.820 ac,100.00% Impervious, Inflow Depth > 4.26" for 10-yr event
Inflow = 32.55 cfs @ 11.96 hrs, Volume= 1.712 of
Outflow = 2.57 cfs @ 12.50 hrs, Volume= 1.444 af, Atten= 92%, Lag= 32.2 min
Primary = 2.57 cfs @ 12.50 hrs, Volume= 1.444 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 766.89' @ 12.50 hrs Surf.Area= 16,171 sf Storage= 34,677 cf
Plug -Flow detention time=153.5 min calculated for 1.444 of (84% of inflow)
Center -of -Mass det. time= 105.6 min ( 835.8 - 730.2 )
Volume
Invert
Avail.Stora a
Storage Description
#1
765.25'
34,942 cf
Custom Stage DataListed below
#2A
765.17'
15,749 cf
110.75'W x 146.02'L x 3.75'H STONE
60,643 cf Overall - 21,270 cf Embedded = 39,373 cf x 40.0% Voids
#3A
765.92'
21,270 cf
ADS DC-780 +Capx 460 Inside #2
—StormTech
Effective Size= 45.4"W x 30.0"H => 6.49 sf x 7.12'L = 46.2 cf
Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap
460 Chambers in 23 Rows
71,961 cf Total Available Storage
Storage Group A created with Chamber Wizard

2212045 SCM3 Calculation_112221 Type 11 24-hr 10-yr Rainfall=4.88"
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCADO 10.10-4b s/n 09581 © 2020 H droCAD Software Solutions LLC Page 18
Elevation Cum.Store
feet
cubic -feet)
765.25
0
765.34
1,029
765.42
1,543
765.50
2,057
765.59
2,572
765.67
3,086
765.75
3,600
765.84
4,114
765.92
4,629
766.00
5,715
766.09
6,795
766.17
7,870
766.25
8,938
766.34
10,000
766.42
11,054
766.50
12,101
766.59
13,140
766.67
14,170
766.75
15,190
766.84
16,201
766.92
17,201
767.00
18,189
767.09
19,166
767.17
20,130
767.25
21,080
767.34
22,015
767.42
22,935
767.50
23,839
767.59
24,724
767.67
25,586
767.75
26,425
767.84
27,242
767.92
28,033
768.00
28,792
768.09
29,513
768.17
30,183
768.25
30,770
768.34
31,327
768.42
31,856
768.50
32,370
768.59
32,885
768.67
33,399
768.75
33,913
768.84
34,428
768.92
34,942
Device Routing Invert Outlet Devices
#1 Primary 763.50' 15.0" Round BF3 TO FES 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

2212045 SCM3 Calculation_112221 Type 11 24-hr 10-yr Rainfall=4.88"
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCAD®10.10-4b s/n 09581 ©2020 HvdroCAD Software Solutions LLC Page 19
#2 Device 1 763.50' 5.7" Vert. EQUIVALENT ORIFICE C= 0.600
Limited to weir flow at low heads
#3 Device 1 766.61' 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=2.57 cfs @ 12.50 hrs HW=766.89' (Free Discharge)
L1=BF3 TO FES (Passes 2.57 cfs of 9.82 cfs potential flow)
t2=EQUIVALENT ORIFICE (Orifice Controls 1.51 cfs @ 8.55 fps)
3=13road-Crested Rectangular Weir(Weir Controls 1.05 cfs @ 1.51 fps)
Pond 3: SCM #3
Hydrograph
■ Inflow
36- ■ Primary
Inflow Area=4.820 ac
32
30, Peak Elev=766.89'
28
26 Storage=34,677 cf
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

22120451
SCM3 Calculation_112221 Type 1I 24-hr 10-yr Rainfall=4.88"
Prepared by Labella & Associates, PC Printed 9/1 /2022
H droCADO 10.10-4b s/n 09581 © 2020 HvdroCAD Software Solutions LLC Page 20
Stage -Area -Storage for Pond 3: SCM #3
Elevation
(feet)
Storage
(cubic -feet)
Elevation
feet
Storage
cubic4eet
765.17
0
767.77
54,831
765.22
323
767.82
55,804
765.27
876
767.87
56,792
765.32
1,771
767.92
57,785
765.37
2,515
767.97
58,745
765.42
3,160
768.02
59,662
765.47
3,805
768.07
60,518
765.52
4,435
768.12
61,366
765.57
5,045
768.17
62,196
765.62
5,676
768.22
62,949
765.67
6,320
768.27
63,658
765.72
6,965
768.32
64,319
765.77
7,595
768.37
64,981
765.82
8,204
768.42
65,641
765.87
8,835
768.47
66,285
765.92
9,480
768.52
66,916
765.97
10,853
768.57
67,526
766.02
12,194
768.62
68,156
766.07
13,485
768.67
68,801
766.12
14,817
768.72
69,446
766.17
16,176
768.77
70,076
766.22
17,527
768.82
70,686
766.27
18,845
768.87
71,316
766.32
20,114
768.92
71,961
766.37
21,421
766.42
22,753
766.47
24,078
766.52
25,368
766.57
26,609
766.62
27,887
766.67
29,188
766.72
30,479
766.77
31,736
766.82
32,942
766.87
34,183
766.92
35,445
766.97
36,695
767.02
37,911
767.07
39,078
767.12
40,275
767.17
41,492
767.22
42,694
767.27
43,860
767.32
44,976
767.37
46,120
767.42
47,279
767.47
48,422
767.52
49,528
767.57
50,583
767.62
51,659
767.67
52,744
767.72
53,806

Project Name: Hanes Lakes Phase 2
Location: Winston-Salem. NC
Site Designation: SCM #4
SITE CONDITIONS
Rainfall Depth
Impervious Acreage
Total Acreage
Time of Concentration
I
R,(Runoff Coefficient)
WQV
75% WQv (Treatment Volume)
qu(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
2.04
5.04
6
40.5
0.41
7579
5685
980
3.20
1250
522
5
11.25
0.13
12.6
70
45
1338
30%
936
796
522
131
7
1.15
522
7
6x14
1.87
in
ac
ac v--'
min
cf
cf
csm/in
cfs
CF
gpm
cfs
hours
mg/L
in
Ibs
Ibs
Ibs
Ibs
From Type II Chart
(0.25 gpm/SF)
Date 8/30/2022
years (must be greater than 1 year)
hTI

Project: Hanes Lake Phase 2 : SCM4 & BF4
�
ta
�rmTech
Chamber Model -
UC-7G0
Units-
7rr�rl" KIS
Number of chambers -
Voids in the stone (porosity) -
Base of Stone Elevation -
II0
a"4
Amount of Stone Above Chambers -
r1rAmountofStoneBelowChambers-m
Area of system -
2780 sf Min. Area -
2163 sf min area
eighto
Inveme. ing3e Incremental Total
tincran-rental11ric7arneritalCh
umutalive
System
Chambnr Chamber
I
Slone
8 St
Chamber
Etevalron
(inchQs)
(color f4w) rcutiic k-W)
(Muie leay
(cubic (earl
(-&c1eet)
OW-0.
45 0.00
0.00
92.67
92.67
5946.70
794.39
44 0.00
0.00
92.67
92.67
5854.04
79431
43 000
0.00
92.67
92.67
5761.37
794.22
42 0.00
0.00
92.67
92.67
5668.70
T54.14
41 0,00
0.00
92.67
9267
557604
794.06
40 0.00
0.00
92.67
9267
5483.37
793.97
39 0.06
3.70
91.18
9489
5390.70
79389
38 0.17
10.67
88.40
99.07
529581
793.81
37 0.29
18.34
85.33
103.67
519674
793.72
36 0.61
39.11
77.02
116.13
5093.07
79364
35 0.81
51.87
71.92
123.79
4976.94
793.56
34 0.96
61.38
68.11
129.49
4853.16
793.47
33 1.08
69.31
64.94
134.25
4723.66
793.39
32 1.19
76.01
62.26
138,27
4589.41
793.31
31 1.27
81.53
60.05
141.59
445113
793.22
30 1.36
87.30
57.75
145.05
4309.55
793.14
29 1.45
93.08
55.43
148.52
4164.50
793.06
28 1.53
97.73
53.57
151.31
401598
79297
27 159
101.83
51.94
153.76
3864.68
792.89
26 1.65
105.70
50.39
156.08
3710.92
792.81
25 1.71
109.37
48.92
158.29
3554.83
792.72
24 1.76
112.81
47.54
160.35
3396.55
792.64
23 1.81
116.03
46.25
162.29
3236.19
792.56
22 1.86
119.05
45.04
164.10
3073.91
79247
21 1.90
121.89
43.91
165.80
2909.81
792.39
20 1.95
12455
42.85
167.40
2744.01
792.31
19 199
127.06
41.94
168.90
2576.61
792.22
18 2.02
129.40
40.91
170.31
2407.71
792.14
17 2.06
131.60
40.03
171.63
2237.40
792.06
16 2.09
13366
3920
172.86
206577
791.97
15 2.12
135.59
3843
174.02
1892.91
791.89
14 2.15
137.38
37.71
175.10
1718.89
791.81
13 2.17
139.05
37.05
176.10
1543.79
791.72
12 2.20
140.60
36.43
177.03
136769
791.64
11 2.22
142.03
35.86
177.88
1190.67
791.56
10 2.24
143.53
35.25
178.78
1012.78
791.47
9 0.00
0.00
92.67
92.67
834.00
791.39
8 0.00
0.00
92.67
92.67
741.33
791.31
7 0.00
0.00
92.67
92.67
648.67
791.22
6 0.00
0.00
92.67
92.67
556.00
791.14
5 0.00
0.00
92.67
92.67
463.33
791.06
4 0.00
0.00
92.67
92.67
370.67
790.97
3 000
0.00
92.67
92.67
278.00
790.89
2 000
0.00
92.67
92.67
185.33
790.81
1 0.00
0.00
92-67
92.67
92.67
790.72
WO Volume: 5685cf
WOv achieved a1 elevatun 794 16

BAYSAVER
TECHNOLOGIES'
BavFilterTM Sizing Form
Project Contact Information
Company Name LaBella & Associates, PC
Date 9/210/21
Contact Name Brandon Sherrill
®Engineer DDeveloper LJContractor
Project Naive Hanes Lake Phases 2 & 3
SCM #4
Email [e-mail]
Telephone [phone]
Fax
City Winston-Salem
State NC Zip 27101
Site Characteristics
®Residential ❑Commercial ❑Industrial ❑Mixed
Due Date
Additional comments/project information
Design and Sizing Parameters
Total Drainage Area (acres) 5.04
1 Impervious Area (acres) 2.04
Required Treatment Flow CFS (if applicable)
Water Quality Volume to be Detained
®75% ❑ l 00% Other
Water Quality Volume (ft3) 5688
Project Location: City Winston-Salem ST NC
Regulatory Re uirements
% Total Suspended Solids Removal
(ex. 80%) Meet NCDEQ Standards I
% Total Phosphorus Removal (ex. 50%)
Meet NCDEQ Standards
Project Stage ❑Conce tual Design []Preliminary Design ®Final Design 00ther
Other Site Specific Sizing Criteria
The System Pretreatment Credit shall be 30% if system includes a minimum sediment
sump with minimum dimensions of 4' diameter by 2' deep.
Thank you for supplying the required information! You're almost done!
We will also need:
Plan(s) View
Profile(s)
Please email this form and any drawings to Engineering@BaySavencom
Phone 800-BAYSAVER (800.229.7283) Fax [phone]

LaBeRa
Powered by partnership.
PROJECT t`IOVS bL�?— Y1Lt{: S Z 3 SHEET / OF 2—
PROJECT NO. Z2/ Z° ys CAM BY W DATE Z!
SUBJECT 51!!W -40 SCALE
CHECKED BY
I/rtcF x 16 S�
rAU)IC=E (Foram) = 2li3 SF X ( = Sr -'
S F x 3=
52 Sr
o SF x �2 =
2-112c 5f= �
�on�fz /MP�Y�vtpvs — Bt.-nC
SF �
lMP(,Wvlovs
44L-�
Fat sr�&-rs =
2�s �f22 SF '�
IMvig,,s
Ap&A
)r;,e
Sr 'r
L IMr'G 2wob-5 D :SG'���7 = ��ol7 SF
1
2,oy
5, = o tto
0. o f o. 90 (o.gas)
Pv = 0, glgs
36 i� 1 1 � 0,,n) (0, 11 �T S �J� ogA,)
,D►/= -1583 F73
-�583 FT (0,?-G)

PROJECT 14CAnes Zexke /- SAS _� ✓? SHEET z OF z-
La Be lla PROJECT NO. 27-17-lrl'qG CALC. BY? W 5 DATE Z— u
Powered by partnership, SUBJECT 5614 14�4 C� �cticc fno�s SCALE -
CHECKED BY —
o I/G)LUMC-- V0-7-41AJ 1� f&'1 5Ta2NT Zl./ t1,r ge--PZS :
Fr1'7J
I
i
r
1 I
1, M rr� - IgVo5. ?8 �- 3 -
LEEL
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D,lo-3
3
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LaBeRa
Powered by partnership.
'R5Ti'Dµ oi-
Dry
PROJECT
PROJECT NO. _
SUBJECT
CHECKED BY
CALC. BY
SHEET OF.
DATE
SCALE -

Hanes Lakes Prase 2
5 CM #4
PRE -DEVELOPMENT
o;Reach on
Link
( D2
POST -DEVELOPMENT
/3\,
SCM #4

2212045 SCM4 Calculation_120621 Table of Contents
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCAD® 10.10-4b s/n 09581 © 2020 HvdroCAD Software Solutions LLC
TABLE OF CONTENTS
Project Reports
1 Routing Diagram
2 Rainfall Events Listing (selected events)
3 Area Listing (all nodes)
4 Soil Listing (all nodes)
5 Ground Covers (all nodes)
6 Pipe Listing (all nodes)
1-yr Event
7 Node Listing
8 Subcat 1: PRE -DEVELOPMENT
9 Subcat 2: POST -DEVELOPMENT
10 Pond 3: SCM #4
10-yr Event
14 Node Listing
15 Subcat 1: PRE -DEVELOPMENT
16 Subcat 2: POST -DEVELOPMENT
17 Pond 3: SCM #4

2212045 SCM4 Calculation _120621
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCAD® 10.10-4b s/n 09581 © 2020 HvdroCAD Software Solutions LLC Pa e 2
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-yr Type II 24-hr Default 24.00 1 2.80 2
2 10-yr Type II 24-hr Default 24.00 1 4.88 2

2212045 SCM4 Calculation_120621
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCADO 10.10-4b s/n 09581 © 2020 HydroCAD Software Solutions LLC Pa e 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
5.040 61 >75% Grass cover, Good, HSG B (1)
2.040 98 Paved roads w/curbs & sewers, HSG B (2)

2212045 SCM4 Calculation 120621
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCAD® 10.10-4b s/n 09581 © 2020 HvdroCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
7.080 HSG B 1.2
0.000 HSG C
0.000 HSG D
0.000 Other

2212045 SCM4 Calculation 120621
Prepared by Labella & Associates, PC Printed 9/1/2022
H droCAD® 10.10-4b s/n 09581 © 2020 H droCAD Software Solutions LLC Page 5
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchme
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 5.040 0.000 0.000 0.000 5.040 >75% Grass cover, Good 1
0.000 2.040 0.000 0.000 0.000 2.040 Paved roads w/curbs & sewers 2

2212045 SCM4 Calculation_120621
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCAD® 10.10-4b s/n 09581 © 2020 HydroCAD Software Solutions LLC Page 6
Pipe Listing (all nodes)
Line# Node In -Invert Out -Invert Length Slope n Width Diam/Height Inside -Fill
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches)
1 3 788.97 787.92 105.4 0.0100 0.013 0.0 24.0 0.0

2212045 SCM4 Calculation_120621 Type 11 24-hr 1-yr Rainfall=2.80"
Prepared by Labella & Associates, PC Printed 9/1/2022
H droCADO 10.10-4b s/n 09581 © 2020 H droCAD Software Solutions LLC Page 7
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
Subcatchmenti: PRE -DEVELOPMENT Runoff Area=5.040 ac 0.00% Impervious Runoff Depth>0.25"
Flow Length=510' Tc=10.6 min CN=61 Runoff=1.29 cfs 0.103 of
Subcatchment2: POST -DEVELOPMENT Runoff Area=2.040 ac 100.00% Impervious Runoff Depth>2.38"
Tc=6.0 min CN=98 Runoff=7.82 cfs 0.405 of
Pond 3: SCM #4 Peak Elev=793.48' Storage=10,740 cf Inflow=7.82 cfs 0.405 of
Outflow=0.20 cfs 0.193 of

2212045 SCM4 Calculation_120621 Type // 24-hr 1-yr Rainfall=2.80"
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCAD® 10.10-4b s/n 09581 J 2020 HydroCAD Software Solutions LLC Pa e 8
Summary for Subcatchment 1: PRE -DEVELOPMENT
Runoff = 1.29 cfs @ 12.07 hrs, Volume= 0.103 af, Depth> 0.25"
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
5.040 61 >75% Grass cover, Good. HSG B
5.040 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.1
100
0.0566
0.18
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.41"
1.5
410
0.0926
4.56
Shallow Concentrated Flow, Shallow Concentrated
Grassed Waterwav Kv= 15.0 fps
10.6 510 Total
Subcatchment 1: PRE -DEVELOPMENT
Hydrograph
Runoff
Type II 24-hr
1-yr Rainfall=2.80"
Runoff Area=5.040 ac
Runoff Volume=0.103 of
Runoff Depth>0.25"
U. Flow Length=510'
Tc=10.6 min
CN=61
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045 SCM4 Calculation_120621 Type 1124-hr 1-yrRainfall=2.80"
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCAD® 10.10-4b s/n 09581 © 2020 HvdroCAD Software Solutions LLC Page 9
Summary for Subcatchment 2: POST -DEVELOPMENT
Runoff = 7.82 cfs @ 11.96 hrs, Volume= 0.405 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
2.040 98 Paved roads w/curbs & sewers, HSG B
2.040 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) feet (ft/ft) (ft/sec) (cfs
6.0 Direct Entry,
Subcatchment 2: POST -DEVELOPMENT
Hydrograph
7 Runoff
Type II 24-hr
1-yr Rainfall=2.80"
Runoff Area-2.040 ac
Runoff Volume=0.405 of
Runoff Depth>2.38"
Tc=6.0 m i n
CN=98
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045_SCM4 Calculation_120621 Type // 24-hr 1-yr Rainfall=2.80"
Prepared by Labella & Associates, PC Printed 9/1/2022
H dmCAD® 10.10-4b s/n 09581 © 2020 H droCAD Software Solutions LLC Page 10
Summary for Pond 3: SCM #4
Inflow Area = 2.040 ac,100.00% Impervious, Inflow Depth > 2.38" for 1-yr event
Inflow = 7.82 cfs @ 11.96 hrs, Volume= 0.405 of
Outflow = 0.20 cfs @ 14.40 hrs, Volume= 0.193 af, Atten= 97%, Lag= 146.1 min
Primary = 0.20 cfs @ 14.40 hrs, Volume= 0.193 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 793.48' @ 14.40 hrs Surf.Area= 6,977 sf Storage= 10,740 cf
Plug -Flow detention time=182.6 min calculated for 0.193 of (48% of inflow)
Center -of -Mass det. time= 91.1 min ( 825.6 - 734.5 )
Volume Invert Avail.Stora a Storage Description
#1 790.72' 8,168 cf Custom Stage Data (Prismatic)Listed below (Recalc)
#2A 790.64' 3,326 cf 25.25'W x 131.78'L x 3.75'H STONE
12,478 cf Overall - 4,162 cf Embedded = 8,316 cf x 40.0% Voids
#3A 791.39' 4,162 cf ADS _StormTech DC-780 +Capx 90 Inside #2
Effective Size= 45.4"W x 30.0"H => 6.49 sf x 7.12'L = 46.2 cf
Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap
90 Chambers in 5 Rows
15,656 cf Total Available Storage
Storage Group A created with Chamber Wizard

2212045 SCM4 Calculation_120621 Type 11 24-hr 1-yr Rainfall=2.80"
Prepared by Labella & Associates, PC Printed 9/l/2022
H droCAD® 10.10-4b s/n 09581 © 2020 H droCAD Software Solutions LLC Pa e 11
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
s -ft)
(cubic -feet)
cubic -feet)
790.72
0
0
0
790.81
74
3
3
790.89
ill
7
11
790.97
148
10
21
791.06
185
15
36
791.14
222
16
52
791.22
259
19
72
791.31
297
25
97
791.39
334
25
122
791.47
491
33
155
791.56
648
51
206
791.64
803
58
264
791.72
957
70
335
791.81
1,109
93
428
791.89
1,260
95
522
791.97
1,409
107
629
792.06
1,557
133
763
792.14
1,703
130
893
792.22
1,847
142
1,035
792.31
1,988
173
1,207
792.39
2,128
165
1,372
792.47
2,265
176
1,548
792.56
2,399
210
1,758
792.64
2,531
197
1,955
792.72
2,660
208
2,163
792.81
2,786
245
2,408
792.89
2,909
228
2,635
792.97
3,028
237
2,873
793.06
3,143
278
3,151
793.14
3,253
256
3,406
793.22
3,359
264
3,671
793.31
3,460
307
3,978
793.39
3,555
281
4,258
793.47
3,644
288
4,546
793.56
3,724
332
4,878
793.64
3,794
301
5,179
793.72
3,847
306
5,484
793.81
3,893
348
5,833
793.89
3,933
313
6,146
793.97
3,970
316
6,462
794.06
4,007
359
6,821
794.14
4,044
322
7,143
794.22
4,081
325
7,468
794.31
4,118
369
7,837
794.39
4,155
331
8,168
Device Routing Invert Outlet Devices
#1 Primary 788.97' 24.0" Round BF4 TO DMH8 L= 105.4' Ke= 0.500
Inlet / Outlet Invert= 788.97' / 787.92' S= 0.0100'/' Cc= 0.900
n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 3.14 sf

2212045 SCM4 Calculation_120621 Type // 24-hr 1-yr Rainfall=2.80"
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCAD® 10.10-4b s/n 09581 © 2020 HvdroCAD Software Solutions LLC Page 12
#2 Device 1 788.97' 1.9" Vert. EQUIVALENT ORIFICE C= 0.600
Limited to weir flow at low heads
#3 Device 1 794.16' 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=0.20 cfs [7a 14.40 hrs HW=793.48' (Free Discharge)
L1=BF4 TO ❑MH8 (Passes 0.20 cfs of 28.33 cfs potential flaw)
�2= EQU IVALENT
ORIFICE (Orifice Controls 0.20 cfs @}a 10.13 fps)
3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Pond 3: SCM #4
Hydrograph
Inflow
I :.rs I � f•'ri: a
Inflow Area=2.040 ac
Peak Elev=793.48'
n Storage=10,740 cf
w
0 4
LL
3
2
1
0.
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045 SCM4 Calculation_120621 Type 1124-hr 1-yrRainfall=2.80"
Prepared by Labella & Associates, PC Printed 9/1 /2022
HvdroCAD® 10,10-4b s/n 09581 © 2020 Hv(JroCAD Software Solutions LLC Page 13
Elevation
Storage
(feet)
(cubic -feet)
790.64
0
790.69
67
790.74
133
790.79
202
790.84
272
790.89
343
790.94
416
790.99
490
791.04
565
791.09
641
791.14
718
791.19
796
791.24
875
791.29
956
791.34
1,037
791.39
1,120
791.44
1,278
791.49
1,441
791.54
1,608
791.59
1,779
791.64
1,955
791.69
2,134
791.74
2,318
791.79
2,506
791.84
2,697
791.89
2,893
791.94
3,093
791.99
3,296
792.04
3,504
792.09
3,715
792.14
3,929
792.19
4,148
792.24
4,370
792.29
4,595
792.34
4,824
792.39
5,056
792.44
5,292
792.49
5,531
792.54
5,772
792.59
6,017
792.64
6,265
792.69
6,516
792.74
6,770
792.79
7,026
792.84
7,284
792.89
7,545
792.94
7,809
792.99
8,075
793.04
8,343
793.09
8,612
793.14
8,883
793.19
9,156
Stage -Area -Storage for Pond 3: SCM #4
Elevation
Storage
(feet)
(cubic -feet)
793.24
9,430
793.29
9,706
793.34
9,982
793.39
10,259
793.44
10,537
793.49
10,814
793.54
11,091
793.59
11,366
793.64
11,638
793.69
11,908
793.74
12,174
793.79
12,440
793.84
12,704
793.89
12,968
793.94
13,232
793.99
13,497
794.04
13,763
794.09
14,030
794.14
14,298
794.19
14,567
794.24
14,838
794.29
15,109
794.34
15,382
794.39
15,656

2212045 SCM4 Calculation_120621 Type // 24-hr 10-yr Rainfall=4.88"
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCAD® 10.10-4b s/n 09581 © 2020 N droCAU Software Solutions LLC Page 14
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 -DEVELOPMENT Runoff Area=5.040 ac 0.00% Impervious Runoff Depth>1.16"
Flow Length=510' Tc=10.6 min CN=61 Runoff=9.17 cfs 0.486 of
Subcatchment2: POST -DEVELOPMENT Runoff Area=2.040 ac 100.00% Impervious Runoff Depth>4.26"
Tc=6.0 min CN=98 Runoff=13.78 cfs 0.724 of
Pond 3: SCM #4 Peak Elev=795.11' Storage=15,656 cf Inflow=13.78 cfs 0.724 of
Outflow=7.51 cfs 0.403 of

2212045 SCM4 Calculation_120621 Type/1 24-hr 10-yr Rainfall=4.88"
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCADC 10.10-4b s/n 09581 © 2020 HvdroCAD Software Solutions LLC Page 15
Summary for Subcatchment 1: PRE -DEVELOPMENT
Runoff = 9.17 cfs @ 12.04 hrs, Volume= 0.486 af, Depth> 1.16"
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
5.040 61 >75% Grass cover, Good. HSG B
5.040 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
ft/ft)
(ft/sec) (cfs)
9.1
100
0.0566
0.18
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.41"
1.5
410
0.0926
4.56
Shallow Concentrated Flow, Shallow Concentrated
Grassed Waterwav Kv= 15.0 fps
10.6 510 Total
Subcatchment 1: PRE -DEVELOPMENT
Hydrograph
10-
- s.17 ds
19- Type II 24-hr
$_ 10-yr Rainfall=4.88"
Runoff Area=5.040 ac
7
s
Runoff Volume=0.486 of
Runoff Depth>1.16'°
Flow Length=510'
U.
4- Tc=10.6 min
3- CN=61
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045 SCM4 Calculation_120621 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCAD® 10.10-4b s/n 09581 © 2020 HvdroCAD Software Solutions LLC Page 16
Summary for Subcatchment 2: POST -DEVELOPMENT
Runoff = 13.78 cfs @ 11.96 hrs, Volume= 0.724 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
2.040 98 Paved roads w/curbs & sewers, HSG B
2.040 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) feet fUft) (ft/sec) cfs)
6.0 Direct Entry,
Subcatchment 2: POST -DEVELOPMENT
Hydrograph
15-
14: Type II 24-hr
13
12 10-yr Rainfall=4.88"
11 Runoff Area=2.040 ac
t° Runoff Volume=0.724 of
9
Runoff Depth>4.26"
Tc=6.0 min
U.
CN=98
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
1..3 Runoff

2212045 SCM4 Calculation_120621 Type 11 24-hr 10-yr Rainfall=4.88"
Prepared by Labella & Associates, PC Printed 9/1/2022
H droCADO 10.10-4b s/n 09581 © 2020 H droCAD Software Solutions LLC Page 17
Summary for Pond 3: SCM #4
Inflow Area = 2.040 ac,100.00% Impervious, Inflow Depth > 4.26" for 10-yr event
Inflow = 13.78 cfs @ 11.96 hrs, Volume= 0.724 of
Outflow = 7.51 cfs @ 12.06 hrs, Volume= 0.403 af, Atten= 46%, Lag= 6.0 min
Primary = 7.51 cfs @ 12.06 hrs, Volume= 0.403 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 795.11' @ 12.06 hrs, Surf.Area= 7,482 sf Storage= 15,656 cf
Plug -Flow detention time=143.7 min calculated for 0.403 of (56% of inflow)
Center -of -Mass det. time= 61.5 min ( 791.7 - 730.2 )
Volume
Invert
Avail.Stora a
Storage Description
#1
790.72'
8,168 cf
Custom Stage Data (Prismatic)Listed below (Recalc)
#2A
790.64'
3,326 cf
25.25'W x 131.78'L x 3.75'H STONE
12,478 cf Overall - 4,162 cf Embedded = 8,316 cf x 40.0% Voids
#3A
791.39'
4,162 cf
ADS StormTech DC-780 +Capx 90 Inside #2
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
90 Chambers in 5 Rows
15,656 cf Total Available Storage
Storage Group A created with Chamber Wizard

2212045 SCM4 Calculation_120621 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by Labella & Associates, PC Printed 9/l/2022
HvdroCAD® 10.10-4b s/n 09581 © 2020 HydroCA❑ Software Sdutions LLC Page 18
Elevation
(feet)
Surf.Area
(sa-ft)
Inc.Store
cubic -feet)
Cum.Store
(cubic -feet
790.72
0
0
0
790.81
74
3
3
790.89
ill
7
11
790.97
148
10
21
791.06
185
15
36
791.14
222
16
52
791.22
259
19
72
791.31
297
25
97
791.39
334
25
122
791.47
491
33
155
791.56
648
51
206
791.64
803
58
264
791.72
957
70
335
791.81
1,109
93
428
791.89
1,260
95
522
791.97
1,409
107
629
792.06
1,557
133
763
792.14
1,703
130
893
792.22
1,847
142
1,035
792.31
1,988
173
1,207
792.39
2,128
165
1,372
792.47
2,265
176
1,548
792.56
2,399
210
1,758
792.64
2,531
197
1,955
792.72
2,660
208
2,163
792.81
2,786
245
2,408
792.89
2,909
228
2,635
792.97
3,028
237
2,873
793.06
3,143
278
3,151
793.14
3,253
256
3,406
793.22
3,359
264
3,671
793.31
3,460
307
3,978
793.39
3,555
281
4,258
793.47
3,644
288
4,546
793.56
3,724
332
4,878
793.64
3,794
301
5,179
793.72
3,847
306
5,484
793.81
3,893
348
5,833
793.89
3,933
313
6,146
793.97
3,970
316
6,462
794.06
4,007
359
6,821
794.14
4,044
322
7,143
794.22
4,081
325
7,468
794.31
4,118
369
7,837
794.39
4,155
331
8,168
Device Routing Invert Outlet Devices
#1 Primary 788.97' 24.0" Round BF4 TO DMH8 L= 105.4' Ke= 0.500
Inlet / Outlet Invert= 788.97' / 787.92' S= 0.0100 7' Cc= 0.900
n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 3.14 sf

2212045 SCM4 Calculation_120621 Type // 24-hr 10-yr Rainfall=4.88"
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCAD - 10.10-4b s/n 09581 ©2020 HvdroCA❑ Software Solutions LLC Page 19
#2 Device 1 788.97' 1.9" Vert. EQUIVALENT ORIFICE C= 0.600
Limited to weir flow at low heads
#3 Device 1 794.16' 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 QutFlow Max=6.67 cfs @ 12.06 hrs HW=795.01' (Free Discharge)
I—'-1=BF4 TO DMHS (Passes 6.67 cfs of 33.90 cfs potential flow)
�2=EQUIVALENT
ORIFICE (Orifice Controls 0.23 cfs @ 11.75 fps)
3=Broad-Crested Rectangular Wei r(Wei r Controls 6.44 cfs @ 3.04 fps)
Pond 3: SCM #4
Hydrograph
15 -•: ;'
14 Inflow Area=2.040 ac
13 Peak Elev=795.11'
12
11 Storage=15,656 cf
10
w
9..
U_
7
6
5
4
3
2
1AIN-
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
d Inflow
® Primary

2212045 SCM4 Calculation_120621 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCADO 10.10-4b s/n 09581 © 2020 HydroCAD Software Solutions LLC Page 20
Stage -Area -Storage for Pond 3: SCM #4
Elevation
(feet)
Storage
(cubic -feet)
Elevation
(feet)
Storage
(cubic -feet)
_
790.64
0
793.24
9,430
790.69
67
793.29
9,706
790.74
133
793.34
9,982
790.79
202
793.39
10,259
790.84
272
793.44
10,537
790.89
343
793.49
10,814
790.94
416
793.54
11,091
790.99
490
793.59
11,366
791.04
565
793.64
11,638
791.09
641
793.69
11,908
791.14
718
793.74
12,174
791.19
796
793.79
12,440
791.24
875
793.84
12,704
791.29
956
793.89
12,968
791.34
1,037
793.94
13,232
791.39
1,120
793.99
13,497
791.44
1,278
794.04
13,763
791.49
1,441
794.09
14,030
791.54
1,608
794.14
14,298
791.59
1,779
794.19
14,567
791.64
1,955
794.24
14,838
791.69
2,134
794.29
15,109
791.74
2,318
794.34
15,382
791.79
2,506
794.39
15,656
791.84
2,697
794.44
15,656
791.89
2,893
794.49
15,656
791.94
3,093
794.54
15,656
791.99
3,296
794.59
15,656
792.04
3,504
794.64
15,656
792.09
3,715
794.69
15,656
792.14
3,929
794.74
15,656
792.19
4,148
794.79
15,656
792.24
4,370
794.84
15,656
792.29
4,595
794.89
15,656
792.34
4,824
794.94
15,656
792.39
5,056
794.99
15,656
792.44
5,292
795.04
15,656
792.49
5,531
792.54
5,772
792.59
6,017
792.64
6,265
792.69
6,516
792.74
6,770
792.79
7,026
792.84
7,284
792.89
7,545
792.94
7,809
792.99
8,075
793.04
8,343
793.09
8,612
793.14
8,883
793.19
9,156

///ADS,.
Project Name: Hanes Lake Phase 2
Location: Winston-Salem, NC
Site Designation: SCM-5
SITE CONDITIONS
Rainfall Depth
Impervious Acreage
Total Acreage
Time of Concentration
I
R,(Runoff Coefficient)
W Q„
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
1
2.76
7.39
6
in
ac
ac
min
37.3
%
0.39
10358
cf
7769
cf
1000
csm/in
4.46
cfs
1250
522
7
11.25
0.18
12.3
70
45
1828
30%
1280
1088
522
131
9
1.08
522
9
6'x17'
approx outlet orifice 3.44 in
gpm
cfs
hours
mg/L
in
Ibs
Ibs
Ibs
Ibs
From Type II Chart
(0.25 gpm/SF)
Date 8/31 /2022
years (must be greater than 1 year)