SW4220201_Design Calculations_20230103 (2)

2212045_SCM3 Calculation_090122
Prepared by Labella Associates Printed 12/13/2022
H droCAD D 10.20-2q sin 09581 © 2022 H droCAD Software Solutions LLC Page a
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000
HSG A
15.990
HSG B 1,2
0.000
HSG C
0.000
HSG D
0.000
Other

2212045_SCM3 Calculation_090122
Prepared by Labella Associates Printed 12/13/2022
HvdroCAD® 10.20-2q s/n 09581 © 2022 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
11.270
0.000
0.000 0.000 11.270
>75% Grass cover, Good
1
0.000
4.720
0.000
0.000 0.000 4.720
Paved roads w/curbs & sewers
2

2212045_SCM3 Calculation_090122
Prepared by Labella Associates
H droCAl3®10.20-2 sln 09581 © 2022 H droCAD software solutions LLC
Pipe Listing (all nodes)
Line# Node
Number
1 3
In -Invert
out -Invert
(feet)
(feet)
763.50
763.30
Length
Slope n
(feet)
(ft/ft)
20.0
0.0100 0.013
Printed 12/13/2022
Width Diam/Height Inside -Fill
(inches) (inches) (inches)
0.0 15.0 0.0

Type II 24-hr 7-yr Rainfall=2.80"
2212045_SCM3 Calculation_090122 Printed 12/13/2022
Prepared by Labella Associates pane 7
.. , --A Mr-'-if)-if)7n , _7rn cln 09581 © 2022 H draGAD software solutions LLC
u� ,
Time span=5,00-20.00 hrs, dt=0.05 hrs. 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted -
Reach routing by Star -Ind method - Pond routing by
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 a
Subcatchment2: POST -DEVELOPMENT Runoff Area=4.720 ac 100.00% Impervious Runoff Depth>2.38"
Tc=6.0 min CN=98 Runoff=18.10 cfs 0.937 of
Peak Elev=766.27' Storage=18,734 cf 8
Pond 3: SCM #3 Outf ow--- 1.05 cfs 0.874 of

Type II 24-hr 1-yr Rainfall=2.80"
2212045_SCM3 Calculation_090122 Printed 12/13/2022
Prepared by Labella Associates Pa e 8
H droCADQ 10.20-2 s/n D9581 a 2022 I jdroCAD Software Solutions LLC
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 Descri tion
11.270 61 >75% Grass cover, Good, HSG B
11.270 100.00% Pervious Area
Tc Length Slope Velocity Capacity
Description
min feet ftltt ftl5ec
Sheet Flow, Sheet Flow
12.2 100 0.0274 0.14 Grass: Dense n= 0.240 P2= 3.41"
5.0 1,105 0.0594 3.66 Shallow Concentrated Flow, Shallow Concentrated
Grassed Waterwa Kv= 15.0 f 5
17.2 1,205 Total
Subcatchment 1: PRE -DEVELOPMENT
Hydrograph —
Type 11 24-hr
2- 1-yr Rainfall=2.80"
Runoff Area=11.270 ac
Runoff Volume=0.229 of
Runoff Depth>0.24"
Flow Length=1,205-
LL Tc=17.2 min
CN=61
19 20
0
9 . 10 11 12 13 14 15 16 17 18
5 6 7 S Time (hours)
■ Runafi

Type // 24-hr 1-yr Rainfall=2.80"
2212045_SCM3 Calculation_090122 Printed 12/13/2022
Prepared by Labella Associates Pa e g
cln n9581 ©2022 H draCAD Software Solutions LLG
Summary for Subcatchment 2: POST -DEVELOPMENT
Runoff = 18.10 cfs @
11.96 hrs, Volume= u•y'3f C11,
Routed to Pond 3 : SCM #3
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 Ifac CN Descri tion
4.720 98 Paved roads w/curbs &sewers HSG B
4.720 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
Imin} feet ftlft ft/sec (cfs} Direct Entry,
6.0
Subcatchment 2: POST -DEVELOPMENT
Hydrograph
� Runoff
19-
,8,9�s Type li 24-hr
19
18
17 1-yr Rainfal1=2.80"
15 Runoff Area=4.720 ac
14 Runoff Volume=0.937 of
13=
12 Runoff Depfh;;,,2.38"
i1- Tc=f .0 min
� 10-
1z 9 CN=98
6-
7
6.
4--
3
2
1- 20
0.. 7 8 9 10 11 12 13 14 15 16 17 18 19
5 6 Time (hours)

2212045 SCM3 Calculation_090122 Type 1124-hr 1-yrRainfall=2.80"
Prepared by Labella Associates Printed 12/13/2022
H droCADQ 10.20-2a s/n 09581 ©2022 HvdroCAD Software Solutions LLC Page 10
Summary for Pond 3: SCM #3
Inflow Area = 4.720 ac,100.00% Impervious, Inflow Depth > 2.38" for 1-yr event
Inflow = 18.10 cfs @ 11.96 hrs, Volume= 0.937 of
Outflow = 1.05 cfs @ 12.74 hrs, Volume= 0.874 af, Atten= 94%, Lag= 46.7 min
Primary = 1.05 cfs @ 12.74 hrs, Volume= 0.874 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 766.27' @ 12.74 hrs Surf.Area= 16,171 sf Storage= 18,734 cf
Plug -Flow detention time=151.1 min calculated for 0.874 of (93% of inflow)
Center -of -Mass det. time= 125.0 min ( 859.5 - 734.5 )
Volume
Invert
Avail.Stora e
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 7.56'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_090122 Type 1124-hr 1 -yr Rainfall=2.80"
Prepared by Labella Associates Printed 12/13/2022
1-fdroCADU 10.20-2 s/n 09581 ©2022 H droCAD Software Solutions LLG 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_090122 Type 1124-hr ?-yr Rainfall=2.80"
Prepared by Labella Associates Printed 12/13/2022
HvdroCAD® 10.20-2a s/n 09581 © 2022 HvdroCAD Software Solutions LLC Page 12
#2 Device 1 763.50' 5.0" 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=1.05 cfs @ 12.74 hrs HW=766.27' (Free Discharge)
'L1=BF3 TO FES (Passes 1.05 cfs of 8.65 cfs potential flow)
12=EQUIVALENT ORIFICE (Orifice Controls 1.05 cfs @ 7.70 fps)
3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Pond 3: SCM #3
Hydrograph
20
19 ` Inflow Area=4.720 ac
18
17-- Peak Elev=766.27'
16.
15. Storage=18,734 cf
14-
13
12-
m
� 11
10-
o g_
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)
7 Inflow
Primary

2212045 SCM3 Calculation_090122 Type 1124-hr 1-yrRainfall=2.80"
Prepared by Labella Associates Printed 12/13/2022
W dreC,'AD' 10.20-2 s/n 09581 © 2022 H droCA❑ Software Solutions LLC Pa e 13
Stage -Area -Storage for Pond 3: SCM #3
Elevation
Storage
(feet)
[cubic -feed
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
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_090122 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by Labella Associates Printed 12/13/2022
HvdroCAD®10.20-2a s/n 09581 ©2022 HvdroCAD 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
Subcatchmentl : 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=4.720 ac 100.00% Impervious Runoff Depth>4.26"
Tc=6.0 min CN=98 Runoff=31.88 cfs 1.676 of
Pond 3: SCM #3 Peak Elev=766.93' Storage=35,596 cf Inflow=31.88 cfs 1.676 of
Outflow=2.45 cfs 1.262 of

2212045 SCM3 Calculation_090122 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by Labella Associates Printed 12/13/2022
HvdroCAD®10.20-2 s/n 09581 ©2022 H droCAD Software Solutions 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)
(ftlsec)
(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 f8-Pg cFa
Type II 24-hr
14 10-yr Rainfall=4.88"
13 Runoff Area=11.270 ac
Runoff Volume=1.082 of
Runoff Depth>1.15"
3 �_
0 Flow Length=1,205'
,- Tc=17.2 min
F CN=61
8
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

Type II 24-hr 10-yr Rainfall=4.88"
2212045_SCM3 Calculation_090122 Printed 12/13/2022
Pape 16
Prepared by Labella Associates
H droCAD F 10.20-� sln 09581 ©2D22 H draCAD software Solutions LLC
Summary for Subcatchment 2: POST -DEVELOPMENT
Runoff = 31.88 cfs @
11.96 hrs, Volume= J •U I "
Routed to Pond 3 : SCM #3
Runoff b SCS TR-20 method, UH=SCS, Weighted-CN, Time Spa
n= 5.00-20.00 hrs, dt= 0.05 hrs
Y
Type II 24-hr 10-yr Rainfall=4.88
Area (ac CN Descri tion
4.720 98 Paved roads wlcurbs &sewers, SG B
4.720 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
min feet Direct Entry,
6.0
Subcatchment 2: POST -DEVELOPMENT
Hydrograph
� Runoff
34= 31 ' Type 11 24-hr
32-
30 10-yr Rainfall=4.88"
28 Runoff Area=4.720 ac
24' I.
Runoff Volume=l •676 of
22 Runoff Depth>4.26111
H za its Tc=6.0 min
� CN=98
U.
14=
12.
10
_FWV &/0?40 __4
a�0004
e �

2212045 SCM3 Calculation_090122 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by Labella Associates Printed 12/13/2022
HvdroCAD�) 10.20-2 s/n 09581 02022 H droCAD Software Solutions LLC Page 17
Summary for Pond 3: SCM #3
Inflow Area = 4.720 ac,100.00% Impervious, Inflow Depth > 4.26" for 10-yr event
Inflow = 31.88 cfs @ 11.96 hrs, Volume= 1.676 of
Outflow = 2.45 cfs @ 12.51 hrs, Volume= 1.262 af, Atten= 92%, Lag= 33.0 min
Primary = 2.45 cfs @ 12.51 hrs, Volume= 1.262 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 766.93' @ 12.51 hrs Surf.Area= 16,171 sf Storage= 35,596 cf
Plug -Flow detention time=154.9 min calculated for 1.261 of (75% of inflow)
Center -of -Mass det. time= 93.9 min ( 824.1 - 730.2 )
Volume
Invert
Avail.Storaae
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_090122 Type II 24-hr 10-yr Rainfall=4.88"
Prepared by Labella Associates Printed 12/13/2022
H droCAD.QD10.20-2 s/n 09581 ©2022 HvdroCAD Sattware 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_090122 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by Labella Associates Printed 12/13/2022
H droCADO 10.20-2 s/n 09581 © 2022 H droCAD Software Solutions LLC Page 19
#2 Device 1 763.50' 5.0" 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=2.45 cfs @ 12.51 hrs HW=766.93' (Free Discharge)
L1=131=3 TO FES (Passes 2.45 cfs of 9.89 cfs potential flow)
12=EQUIVALENT ORIFICE (Orifice Controls 1.18 cfs @ 8.64 fps)
:3= B road-C rested Rectangular Weir(Weir Controls 1.27 cfs @ 1.61 fps)
Pond 3: SCM #3
Hydrograph
7 inflow
u Frir•ia-:•
3I Bd vs j -
34- Inflow Area=4.720 ac
32
30- Peak Elev=766.93'
28
26- Storage=35,596 cf
24
22
w 20-
3 1$-
° 16-
LL
14
12-
10:
8.
4
2
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045 SCM3 Calculation_090122 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by Labella Associates Printed 12/13/2022
H droCAD®10.20-2o s/n 09581 ©2022 H droCAD Software Solutions LLC Page 20
Stage -Area -Storage for Pond 3: SCM #3
Elevation
feet
Storage
cubic -feet
Elevation
(feet)
Storage
cubic -feet
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

Hanes Lake Phase Z
S CM #3
PRE -DEVELOPMENT POST-DEV I
OPMENT
3
SCM #3
Dubcat Reach Pen Llnk

2212045 SCM3 Calculation_112221 Table of Contents
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCADO 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-vr 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
H5 dFOCE Us) 10.10-4b s/n 09581 © 2020 H droCAD 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 SCM3 Calculation_112221
Prepared by Labella & Associates, PC
HvdroCAD® 10.10-4b s/n 09581 © 2020 H droCA❑ Software Solutions LLC
Area Listing (all nodes)
Area CN Description
(acres) i.subcatchment-numbers)
11.270 61 >75% Grass cover, Good, HSG B (1)
4.820 98 Paved roads w/curbs & sewers, HSG B (2)
Printed 9/1/2022
Page 3

2212045_SCM3 Calculation_112221 Printed 9/1/2022
Prepared by Labella & Associates, PC �� ge 4
H droCAD5 10.10-4b sfn 09581 © 2020 H droCAD Software Solutions LLC
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 Lab- ella & Associates, PC
HvdroCAD01 10.10-4b sln 09581 ©2020 Ft droCAD Software Solutions LLC
Ground Covers (all nodes)
HSG-A
HSG-B
HSG-C
H SG-D
Other
(acres)
Total
(acres)
(acres)
(acres)
(acres)
(acres)
11.270
0.000
11.270
0.000
0.000
0.000
0.000
4.820
0.000
4.820
0.000
0 ,000
Printed 9/1/2022
Pane 5
Ground Subcatchme
Cover Numbers
>75°/ Grass cover, Good 1
Paved roads wlcurbs & sewers 2

2212045_SC
Associates, 121
Prepared bybela & PC
HvdZ;10.104bs1n 09581 2020 H do
A-©
Pipe Listing (all nodes)
In -Invert out -Invert Length slope n
(feet) (feet) (feet) (ftift)
763.50 763.30 20.0 0.0100 0.013
Line# Node
Number
1 3
Software Solutions LLC
Printed 911 /2022
Pane 6
Width Diam/Height Inside -Fill
(inches] (inches) (inches)
0.0 15.0 0.0

2212045 SCM3 Calculation_112221 Type 1124-hr 1-yrRainfall=2.80"
Prepared by Labella & Associates, PC Printed 9l1/2022
H droCAla(�) 10.10-4b s)n 09581 © 2020 H droCAD Software Solutions LLC Pace 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
❑utflow=1.35 cfs 0.956 of

2212045 SCM3 Calculation_112221 Type If 24-hr 1-yrRainfall=2.80"
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCAD® 10.10-4b s/n 09581 © 2020 H draCAD Software Solutions LJC Pa a 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 ftlft (ftlsec) (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 Waterway Kv= 15.0 fps
17.2 1,205 Total
Subcatchment 1: PRE -DEVELOPMENT
Hydrograph
S Rllnall Ill
Type II 24-hr
1-yr Rainfall=2.80"
Runoff Area=11.270 ac
Runoff Volume=0.229 of
Runoff Depth>0.24"
Flow Length=1,205'
1 Tc=17.2 min
CN=61
5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045 SCM3 Calculation_112221 Type // 24-hr 1-yr Rainfall=2.80"
Prepared by Labella & Associates, PC Printed 9 Page 9
HvdroCAD® 10.10-4b sln 09581 © 2020 H droCAD 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 feet ff/ft) ft/sec cfs]
6.0 Direct Entry,
Subcatchment 2: POST -DEVELOPMENT
Hydrograph
2
18 Type 11 24-hr
17- 1-yr Rainfall=2.80"
16
15- Runoff Area=4.820 ac
14
13 Runoff Volume=0.957 of
11- Runoff Depth>2.38"
o Tc=6.0 min
FL 9
8 CN=98
7-
6-
4-
3-
2
1-
p
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
! Runoff

2212045 SCM3 Calculation_112221 Type 1124-hr 1-yrRainfall=2.80"
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCAD® 10.10-4b s/n 09581 © 2020 H droCAD 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 e Stora e Description
#1 765.25' 34,942 cf Custom Stage Datal-isted 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 _StormTech DC-780 +Capx 460 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
460 Chambers in 23 Rows
71,961 cf Total Available Storage
Storage Group A created with Chamber Wizard

2212045_SCM3 Calculation_112221
Prepared by Labella & Associates, PC
HvdroCADU 10.10-4b s/n 09581 © 2020 N droCAD software solutions LLC
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
76717
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
Type I124-hr 1-yr Rainfall=2.80"
Printed 9/1/2022
Parse 11
Device Routin Invert Outlet Device01
#1 Primary 763.50' 15et Outlet'inRouns Bert T 63.50' / 763 30' Se 0 0100'I' Cc= 0.900
o FES
Inlet /
n= 0.013 Concrete sewer w/manholes &inlets, Flow Area= 1.23 s

2212045 SCM3 Calculation_112221 Type 11 24-hr 1-yr Rainfall=2.80"
Prepared by Labella & Associates, PC Printed 9i1/2022
HvdroCAD® 10.10-4b sln 09581 © 2020 H droCAD Software Solutions LLC Pacje 12
#2 Device 1 763.50' 5.7" Vert. EQUIVALENT ORIFICE C= 0.600
Limited to weir flaw at low heads
#3 Device 1 766.61' 2.5' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0A0 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=13F3 TO FE5 (Passes 1.35 cfs of 8.57 cfs potential flow)
t2=EQU IVALENT ❑RIFICE (Orifice Controls 1.35 cfs Gia 7.60 fps)
3=13road-Crested Rectangular Weir( Controls 0.00 (;fs)
Pond 3: SCM #3
u... 4.....-k
20-
19
18
17
16-
15-
14
13
w 12
11
3 10
O
s-
7
6
5
4-
3-
2
1
0
5
Inflow Area=4.820 ac
Peak Elev=766.23'
Storage=17,787 cf
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Inflow
■ Primary

2212045 SCM3 Calculation_112221 Type/1 24-hr 1-yrRainfall=2.80"
Prepared by Labella & Associates, PC Printed 9/1/2022
H draCAQA7 10.10-4b s/n 09581 @202 idroCAD Software Solutions LLC pane 13
Stage -Area -Storage for Pond 3: SCM #3
Elevation
Storage
Elevation
Storage
feet
cubic -feet
(feet)
(cubic -feel
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

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 H droCAD 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 Star -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 m0 00% impin Bervious Runoff
2 5 Dfs t1 12 of
Pond 3: SCM #3 Peak Elev=766.89' Storage=34,677 of Inflow=32.55 cfs 1.712 of
Outflow=2.57 cfs 1.444 of

2212045 SCM3 Calculation_112221 Type Il 24-hr 10-yr Rainfall=4.88"
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCADCR 10.10-4b s/n 09581 © 2020 H droCAD Software Solutions 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) (ftlft) (fusec (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 Waterway Kv= 15.0 f s
17.2 1,205 Total
Subcatchment 1: PRE -DEVELOPMENT
Hydrograph
Runoff
17- t
1s. Type II 24-hr
15-- 10-yr Rainfall=4.88"
W.
13 Runoff Area=11.270 ac
Runoff Volume=1.082 of
w 1 Runoff Depth>1.15"
3 �
o :8. Flow Length=11205'
LL 7 Tc=17.2 min
6
. - li CN=61
2
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045_SCM3 Calculation_112221
Prepared by Labella & Associates, PC
r<
HvdroCAL7� 10.1-4b s(n 09581 ©2D2!} H d
Summary for Subcatchment 2: POST -DEVELOPMENT
Type II 24-hr 10-yr Rainfall=4.88"
Printed 9/1/2022
Page 16
❑ Software Solutions LLC
32.55 cfs @ 11.96 hrs, Volume=
1.712 af, Depth> 4.26"
Runoff =
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 ae CN De�ur1 tion
4.820 98 Paved roads w/curbs & sewers, HSG B
4.820 100.00% impervious Area
Tc Length
min Slope Velocity Capacity Description
11
feet ft
Direct Entry,
6.0
Subcatchment 2: POST-DEVELOPMENT
-------}iydrograph
1I ■Runoff
34-
28
26
24
22
20
3 1B-
O
,i 16
14
12-
10-
a
6
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 min
CN=98
2. 12 13 14 15 16 17 18 19 20
0 5 6 7 B 9 10 11 Time (hours)

2212045 SCM3 Calculation_112221 Type II 24-hr 10-yr Rainfall=4.88"
Prepared by Labella & Associates, PC Printed 9/1/2022
ware Solutions LLC Pa
HvdroCAD@ 10.10-4b mi 09581 ©2020 H draCAD Softe 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.Storacle
Stora a Descri tion
#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 7.56'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 II 24-hr 10-yr Rainfall=4.88"
Prepared by Labella & Associates, PC Printed 9/1/2022
HvdroCAD® 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 Routin_ 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

22120451
SCM3 Calculation_112221 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by Labella & Associates, PC
H droCAD® 10.10-4h sIn 09581 © 2020 H droCAD Software Solutions LLC Printed 9/1
Pa 19 e 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)
I=B1=3 TO FES (Passes 2.57 cfs of 9.82 cfs potential flow)
2=EQUIVALENT ORIFICE (Orifice Controls 1.51 cfs @ 8.55 fps)
3=Broad-Crested Rectangular Weir(Weir Controls 1.05 cfs @ 1.51 fps)
Pond 3: SCM #3
Hydrograph
36 ■ Inflow
34--"'S.xs ■ Primary
32 Inflow Area=4.820 ac
38
28 Peak Elev=766.89'
28 24 Storage=34,677 cf
22
20-
18-
0
a 16
14
12-
10-
8
5
4
1.5r M4
2
0-
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

22120451
SCM3 Calculation_112221
Prepared by Labella & Associates, PC Type l! 24-hr 10 yr Rainfall=4.88"
H droCAD� 10.10-4b sln 09581 © 2020 H droCAD Software Solutions LLC Printed 9/1/2022
Pa e 20
Stage -Area -Storage for Pond 3: SCM #3
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
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

//ADS.
Project Name: Hanes Lake Phase 2
Location: Winston-Salem, NC
Site Designation: SCM-4
SITE CONDITIONS
Rainfall Depth 1 in
Impervious Acreage 2.08 ac
Total Acreage 5.04 ac
Time of Concentration 6 min
I
R,(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
41.3
0.42
7710
5783
1000
3.32
1250
522
5
11.25
0.13
12.8
60
45
1166
30%
817
694
522
131
6
1.13
cf
cf
csm/in
cfs
CF
gpm
cfs
hours
mg/L
in
Ibs
Ibs
Ibs
From Type II Chart
(0.25 gpm/SF)
Date
Ibs
/,;5tol/ 17 Plate
years (must be greater than 1 year)
522
6
6'x14'
approx outlet orifice 2.29 in
12/13/2022

Project: Hanes Lake Phase 2 SCM-4
Chamber Model -
Units -
Number of chambers -
Voids in the stone (porosity) -
Base of Stone Elevation -
Amount of Stone Above Chambers -
Amount of Stone Below Chambers -
Area of system -
❑c-7sa
E Imperial r r ry tiiecx
l
G4
40 %
79064 ft
12 in
9 in
StormTech-
,4
0 I,U* PzrlmelerSWne. W.,k,tuxis
T780 sf Min. Area - 2163 sf min. area
Height of
Increments! Single
Increman{aE
incremen#at
Incremen�i{ Ch
System
Chamber
Tolal CIann -r
Stone
& St
ICumuia�vu
Chamber
Elevation
kvches
cubic feel
clrtuc feaf
cubic feet
cublo f
crrbrc feet
feat
51 0.00
0.00
92.67
92.67
bb02. ru
94-59
50 000
0.00
92.67
92.67
6410.04
794.81
49 0.00
000
92.67
92.67
6317.37
794.72
48 0.00
0.00
92.67
92.67
6224.70
794.64
47 0.00
0.00
92.67
92.67
6132.04
794.56
46 0.00
0.00
92.67
92.67
6039.37
794.47
45 0.00
0.00
92.67
9267
5946.70
794.39
44 0.00
0.00
92.67
92.67
5654.04
794.31
43 000
0.00
92.67
92.67
5761.37
794.22
42 0.00
0.00
92.67
92.67
5668.70
794.14
41 0.00
0.00
92.67
92.67
5576.04
794.06
40 0.00
0.00
92.67
92.67
5463.37
793.97
39 0.06
3.70
91.18
94.89
5390.70
793.89
38 0.17
10.67
88.40
99.07
5295.81
793.81
37 0.29
18.34
85.33
103.67
5196.74
79372
36 0.61
39.11
77.02
116.13
5093.07
793.64
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
6494
134.25
472366
793.39
32 1.19
76.01
62.26
138.27
4589.41
793.31
31 127
81.53
60.05
141.59
4451.13
793.22
30 1.36
87.30
57.75
145.05
4309.55
79314
29 1.45
93.08
55.43
148.52
4164-50
793.06
26 1.53
97.73
53.57
151.31
4015-98
792.97
27 1.59
101.83
51.94
153.76
3B64.68
792.89
26 1.65
105.70
50.39
156.08
3710.92
792.81
25 171
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
4625
162.29
3236.19
792.56
22 1.86
119.05
45.04
164.10
3073.91
792.47
21 1.90
121.89
43.91
165.80
2909.81
792.39
20 1.95
124.55
42.85
167.40
2744.01
792.31
19 1.99
127.06
41.84
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
133.66
39.20
172.86
2065.77
791.97
15 2.12
135.59
38.43
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
1367-69
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 0.00
0.00
92.67
92.67
278.00
790.89
2 0.00
0.00
92.67
92.67
185.33
790.81
1 0.00
0.00
92.67
92.67
92.67
790.72
WQv = 5783 cf
WQv elevation achieved at 794.24

BAYSAVER
TECHNOLOGIES®
BavFilterTM Sizing Form
Project Contact Information
Company Name LaBella & Associates, PC Date 12/13/22
Contact Name Brandon Sherrill
®Engineer ❑Developer ❑Contractor
Project Name Hanes Lake Phase 2-SCM #4
Email [e-mail]
Telephone [phone]
Fax
City Winston-Salem
State NC Zip 27101
Site Characteristics
Residential ❑Commercial 01ndustrial MMixed
Due Date
Additional comments/project information
Design and Sizing Parameters
Total Drainage Area (acres) 5.04
11mpervious Area (acres) 2.08
Required Treatment Flow CFS (if applicable) Water Quality Volume to be Detained
®75% 100% Other
Water Quality Volume W) 5783 FProiect Location: City Winston-Salem ST NC
Regulatory 12c uirements
% Total Suspended Solids Removal
ex. 80%) Meet NCDEQ Standards I
% Total Phosphorus Removal (ex. 50%)
Meet NCDEQ Standards
Project Stage Conceptual Design [:]Preliminaa Design XFinal Design Other
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 [e-mail]
Phone 800-BAYSAVER (800.229.7283) Fax [phone]

PROJECT_
LaBeLLa PROJECT NO.
Powered by partnership. SUBJECT —
CHECKED BY
AGM'
yr
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= 0. ql -3
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Pf-/ 4�s4sr - ("go c�
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SHEET OF
CALC. BY DATE
_ SCALE
V

Hanes Lakes Phase 2
SCM #4
C2)
PRE -DEVELOPMENT POST -DEVELOPMENT
/3\,
Sub4
Reach an
Link
SCM #4

2212045 SCM4 Calculation_121222 Table of Contents
Prepared by Labella Associates Printed 12/14/2022
HydroCAD®10 20-2q s/n 09581 © 2022 H droCAD Software Solutions LLC
TABLE OF CONTENTS
Protect Resorts
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
1010- ►fit
14 Node Listing
15 Subcat 1: PRE -DEVELOPMENT
16 Subcat 2: POST -DEVELOPMENT
17 Pond 3: SCM #4

2212045 SCM4 Calculation_121222
Prepared by Labella Associates Printed 12/14/2022
HvdroCADO 10.20-2 s/n 09581 © 2022 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 SCM4 Calculation_121222
Prepared by Labella Associates Printed 12/14/2022
HvdroCAD® 10.20-2 s/n 09581 © 2022 H droCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
5.040 61 >75% Grass cover, Good, HSG B (1)
2.080 98 Paved roads w/curbs & sewers, HSG B (2)

2212045 SCM4 Calculation 121222
Prepared by Labella Associates Printed 12/14/2022
H droCAD® 10.20-2q sln 09581 © 2022 H droCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
7.120 HSG B 1,2
0.000 HSG C
0.000 HSG D
0.000 Other

2212045_SCM4 Calculation_121222
Prepared by Labella Associates Printed 12/14/2022
HvdroCAD® 10.20-2 s/n 09581 © 2022 HvdroCAD Software Solutions LLC Pa e 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
2.080
0.000
0.000 0.000 2.080
Paved roads w/curbs & sewers
2

2212045_SCM4 Calculation_121222
Prepared by Labella Associates
HvdroCAD®102D-2 sln 09581 © 2022 H idroCAD software Solutions LLC
Pipe Listing (all nodes)
Line# Node In -Invert out -Invert Length Slope n
Number (feet) (feet) (feet) (ft/ft)
1 3 788.97 787.92 105.4 0.0100 0.013
Printed 12/14/2022
Pacse 5
Width Diam/Height Inside -Fill
(inches) (inches) (inches)
0.0 24.0 0.0

2212045 SCM4 Calculation_121222 Type // 24-hr 1-yr Rainfall=2.80"
Prepared by Labella Associates Printed 12/14/2022
HvdroCAD® 10.20-2 s/n 09581 © 2022 HvdroCAD 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=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=2.080 ac 100.00% Impervious Runoff Depth>2.38"
Tc=6.0 min CN=98 Runoff=7.98 cfs 0.413 of
Pond 3: SCM #4 Peak Elev=793.28' Storage=1 1, 107 cf Inflow=7.98 cfs 0.413 of
Outflow=0.29 cfs 0.232 of

2212045 SCM4 Calculation_121222 Type 1124-hr 1-yrRainfall=2.80"
Prepared by Labella Associates Printed 12/14/2022
HydroCAD® 10 20-2q s/n 09581 © 2022 HvdroCAD Software Solutions LLC Page 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)
(ftlsec)
(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
w
3
0
U.
Subcatchment 1: PRE -DEVELOPMENT
Hydrograph
Type II 24-hr
1-yr Rainfall=2.80"
Runoff Area=5.040 ac
Runoff Volume=0.103 of
Runoff Depth>0.25"
Flow Length=510'
Tc=10.6 min
CN=61
=r.
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
� Runoff

2212045_SCM4 Calculation_121222 Type/1 24-hr 1-yr Rainfall=2.80"
Prepared by Labella Associates Printed 12/14/2022
H droCAD®10.20-2 s/n 09581 ©2022 HvdroCAD Software Solutions LLC Paae 9
Summary for Subcatchment 2: POST -DEVELOPMENT
Runoff = 7.98 cfs @ 11.96 hrs, Volume= 0.413 af, Depth> 2.38"
Routed to Pond 3 : SCM #4
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
2.080 98 Paved roads w/curbs & sewers. HSG B
2.080 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) ft/ft) ft/sec (cfs)
6.0 Direct Entry,
Subcatchment 2: POST -DEVELOPMENT
Hydrograph
S Runoff
8 Type II 24-hr
1-yr Rainfall=2.80"
Runoff Area=2.080 ac
6 Runoff Volume=0.413 of
Runoff Depth>2.38"
LL
4 Tc=6.0 m i n
CN=98
3
2
0
0.
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045_SCM4 Calculation_121222 Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Labella Associates Printed 12/14/2022
HvdroCAD® 10.20-2 s/n 09581 © 2022 HvdroCAD Software Solutions LLC Paae 10
Summary for Pond 3: SCM #4
Inflow Area = 2.080 ac,100.00% Impervious, Inflow Depth > 2.38" for 1-yr event
Inflow = 7.98 cfs @ 11.96 hrs, Volume= 0.413 of
Outflow = 0.29 cfs @ 13.53 hrs, Volume= 0.232 af, Atten= 96%, Lag= 93.8 min
Primary = 0.29 cfs @ 13.53 hrs, Volume= 0.232 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 793.28' @ 13.53 hrs Surf.Area= 6,966 sf Storage= 11,107 cf
Plug -Plow detention time= 237.0 min calculated for 0.232 of (56% of inflow)
Center -of -Mass det. time= 156.9 min ( 891.4 - 734.5 )
Volume
Invert
Avail.Stara e
Storage Description
#1
780.63'
15,924 cf
Custom Stage Data (Prismatic)Listed below (Recalc)
#2A
790.64'
2,440 cf
25.25'W x 96.18'L x 3.75'H STONE
9,107 cf Overall - 3,006 cf Embedded = 6,101 cf x 40.0% Voids
#3A
791.39'
3,006 cf
ADS_StormTech DC-780 +Capx 65 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 7.561 with 0.44' Overlap
65 Chambers in 5 Rows
21,370 cf Total Available Storage
Storage Group A created with Chamber Wizard

2212045 SCM4 Calculation_121222 Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Labella Associates Printed 12/14/2022
HvdroGADCK, 10.20-2a s/n 09581 © 2022 HydroCAD Software Solutions LLC Page 11
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(s -ft)
(cubic -feet)
cubic -feet)
780.63
0
0
0
780.72
93
4
4
790.81
185
1,403
1,407
790.89
278
19
1,425
790.97
371
26
1,451
791.06
463
38
1,489
791.14
556
41
1,529
791.22
649
48
1,578
791.31
741
63
1,640
791.39
834
63
1,703
791.47
1,013
74
1,777
791.56
1,191
99
1,876
791.64
1,368
102
1,979
791.72
1,544
116
2,095
791.81
1,719
147
2,242
791.89
1,893
144
2,386
791.97
2,066
158
2,545
792.06
2,237
194
2,738
792.14
2,408
186
2,924
792.22
2,577
199
3,124
792.31
2,744
239
3,363
792.39
2,910
226
3,589
792.47
3,074
239
3,829
792.56
3,236
284
4,113
792.64
3,397
265
4,378
792.72
3,555
278
4,656
792.81
3,711
327
4,983
792.89
3,865
303
5,286
792.97
4,016
315
5,601
793.06
4,165
368
5,969
793.14
4,310
339
6,308
793.22
4,451
350
6,659
793.31
4,589
407
7,066
793.39
4,724
373
7,438
793.47
4,853
383
7,821
793.56
4,977
442
8,264
793.64
5,093
403
8,666
793.72
5,197
412
9,078
793.81
5,296
472
9,550
793.89
5,391
427
9,978
793.97
5,483
435
10,413
794.06
5,576
498
10,910
794.14
5,669
450
11,360
794.22
5,761
457
11,817
794.31
5,854
523
12,340
794.39
5,947
472
12,812
794.47
6,039
479
13,291
794.56
6,132
548
13,839
794.64
6,225
494
14,333
794.72
6,317
502
14,835

22120451
SCM4 Calculation_121222 Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Labella Associates Printed 12/14/2022
HvdroCAD®10.20-2_ s/n 09581 ©2022 H droCAD Software Solutions LLC Page 12
794.81 6,410 573 15,408
794.89 6,503 517 15,924
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
#2 Device 1 788.97' 2.3" Vert. EQUIVALENT ORIFICE C= 0.600
Limited to weir flow at low heads
#3 Device 1 794.22' 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=0.29 cfs @ 13.53 hrs HW=793.28' (Free Discharge)
'?—'-'1=BF4 TO DMH8 (Passes 0.29 cfs of 27.51 cfs potential flow)
�2=EQUIVALENT
ORIFICE (Orifice Controls 0.29 cfs @ 9.88 fps)
3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Pond 3: SCM #4
Hydrograph
7M Inflow
8 Primary
8. Inflow Area=2.080 ac
Peak Elev=793.28'
6
Storage=11,107 cf
3
2
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045 SCM4 Calculation_121222 Type 11 24-hr 1 -yr Rainfall=2.80"
Prepared by Labella Associates Printed 12/14/2022
HvdroCAD®10.20-2 s/n 09581 ©2022 HvdroCAD Software Solutions LLC Page 13
Stage -Area -Storage for Pond 3: SCM #4
Elevation
(feet)
Storage
(cubic -feet)
Elevation
(feet)
Storage
(cubic -feet)
Elevation
(feet
Storage
cubic -feet
780.63
0
785.83
598
791.03
1,854
780.73
5
785.93
612
791.13
2,000
780.83
14
786.03
627
791.23
2,157
780.93
24
786.13
641
791.33
2,326
781.03
33
786.23
655
791.43
2,548
781.13
43
786.33
669
791.53
2,852
781.23
53
786.43
684
791.63
3,176
781.33
63
786.53
698
791.73
3,521
781.43
73
786.63
713
791.83
3,884
781.53
83
786.73
728
791.93
4,267
781.63
93
786.83
743
792.03
4,669
781.73
103
786.93
758
792.13
5,089
781.83
113
787.03
773
792.23
5,529
781.93
123
787.13
788
792.33
5,985
782.03
134
787.23
803
792.43
6,459
782.13
144
787.33
818
792.53
6,951
782.23
155
787.43
833
792.63
7,459
782.33
166
787.53
849
792.73
7,984
782.43
177
787.63
864
792.83
8,524
782.53
187
787.73
880
792.93
9,079
782.63
198
787.83
896
793.03
9,648
782.73
210
787.93
912
793.13
10,230
782.83
221
788.03
928
793.23
10,825
782.93
232
788.13
944
793.33
11,431
783.03
243
788.23
960
793.43
12,047
783.13
255
788.33
976
793.53
12,672
783.23
266
788.43
992
793.63
13,299
783.33
278
788.53
1,009
793.73
13,927
783.43
290
788.63
1,025
793.83
14,557
783.53
302
788.73
1,042
793.93
15,193
783.63
313
788.83
1,058
794.03
15,840
783.73
325
788.93
1,075
794.13
16,497
783.83
338
789.03
1,092
794.23
17,165
783.93
350
789.13
1,109
794.33
17,845
784.03
362
789.23
1,126
794.43
18,497
784.13
374
789.33
1,143
794.53
19,102
784.23
387
789.43
1,160
794.63
19,717
784.33
399
789.53
1,177
794.73
20,344
784.43
412
789.63
1,195
794.83
20,982
784.53
425
789.73
1,212
784.63
438
789.83
1,230
784.73
450
789.93
1,247
784.83
463
790.03
1,265
784.93
477
790.13
1,283
785.03
490
790.23
1,301
785.13
503
790.33
1,319
785.23
516
790.43
1,337
785.33
530
790.53
1,355
785.43
543
790.63
1,374
785.53
557
790.73
1,479
785.63
571
790.83
1,595
785.73
585
790.93
1,719

2212045 SCM4 Calculation_121222 Type // 24-hr 10-yr Rainfall=4.88"
Prepared by Labella Associates Printed 12/14/2022
HydroCAD®10 20-2g s/n 09581 ©2022 HvdroCAD 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=2.080 ac 100.00% Impervious Runoff Depth>4.26"
Tc=6.0 min CN=98 Runoff=14.05 cfs 0.739 of
Pond 3: SCM #4 Peak Elev=794.48' Storage=18,775 cf Inflow=14.05 cfs 0.739 of
Outflow=1.24 cfs 0.388 of

2212045 SCM4 Calculation_121222 Type II 24-hr 10-yr Rainfall=4.88"
Prepared by Labella Associates Printed 12/14/2022
HydroCADG 10 20-2g s/n 09581 © 2022 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/secl
(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
9 17 cfs
g- Type II 24-hr
10-yr Rainfall=4.88"
z
Runoff Area=5.040 ac
Runoff Volume=0.486 of
o .
Runoff Depth>1.16"
.2 Flow Length=510"
4 Tc=10.6 min
3 CN=61
2
1
r - -
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Runoff