SW4220201_Design Calculations_20230103

0., LaBeLta
December 15, 2022
Hanes Lake- Phase 2 -Stormwater Calculations
Table of Contents:
1. Stormwater Control Measures (SCM) 1-5, Existing SCM A
2. Permanent Vegetated Channel Calculations
3. Energy Dissipators
Respectfully submitted,
LABELLA Associates.. PC i iCAr ►►►��� f,
AL
2 052 � � v
Arc I
Vif 7—
A. S7iO?
Pau1AVStimpsun, PE ►►►riii10
Regional Civil Leader/Office Manager
C#0430 Firm number
939 Burke Street, Suite H Winston-Salem, NC 27101 p [phone]

///ADS,.
Project Name: Hanes Lake Phase 2
Location: Winston-Salem, NC
Site Designation: SCM 1
SITE CONDITIONS
Rainfall Depth
Impervious Acreage
Total Acreage
Time of Concentration
I
R (Runoff Coefficient)
WQ
75% WQv (Treatment Volume)
q„ (Unit Peak Discharge)
QP(Water Quality Storm)
VOLUME BASED SIZING
Volume per cartridge
Cartridge Type
Min. Number of cartridge required
Cartridge Flow rate
System Flow Rate
Release time
SEDIMENT 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
2.50
5.83
6
42.9
0.44
9226
6919
1000
3.97
1250
522
6
11.25
0.15
12.8
60
45
1396
30%
977
830
522
131
7
1.10
522
7
6'x14'
approx outlet orifice 2.67 in
in
ac
ac
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 12/14/2022
years (must be greater than 1 year)

Project: Hanes
Lake Phase 2
SCM-1
4 M
�+CQ T��
Chamber Model
-
MC_3500
1-
Units -
Number of Chambers
Imper ai
Ch Y He a [or hr�¢
,.. a,-,:
frvisinn f'
-
+g
LL
Number of End Caps -
�4
Voids in
the stone (porosity)
-
40
Base of
Stone Elevation -
796.86
y
ft
Amount
of Stone Above Chambers
-
72
in
[rxlUdaPcrlmele Spas mCalcuaepns
Amount
of Stone Below Chambers -
g
in
Amount
of Stone Between Chambers -
6
Irr
Area of system -
479p :
sf Min. Area -
4144 sf min -area
Height of
System
Incremerrtal Single
Cllamt
h}al
ncre�End
incremental
Increments{
I7!r---ental
Incremental Ch, Cumulative
ri+ahe&
er
(ctiGlc fee
Sfngle Cap
auh
Chambers
End Cap
Stone
EC Arid Slone
System
Elevation
0-00
et
[ct+bir. fee!]
cola c fee1J
cugln fCef
u0i66 fee
cubic feat} {iset)
65
0-00
000
0-00
0.00
159-67
F59 67
15$75.13
802-36
64
0-00
0.00
000
0.00
159.67
159.67
15715.46
80228
63
0-00
0.00
0.00
0.00
0.00
159.67
159-67
15555,79
802.19
62
0.00
O.00
0.00
0.00
159.67
159.67
15396.13
802.11
61
0.00
0.00
000
0.00
159.67
159-67
15236-46
802.03
60
0.00
0.00
0.00
0.00
159.67
15967
15076.79
801.94
59
0.00
0.00
0.00
0.00
159.67
159,67
14917.13
801,86
58
0.00
000
0.00
159.67
159.67
14757.46
801-78
57
0.00
0.00
0-00
000
0.00
159-67
159-67
14597.79
801.69
56
0.00
0.00
0.00
0.00
159-67
159.67
14438.13
801.61
55
0.00
0.00
0-00
0.00
159.67
159.67
14278.46
801.53
54
0.06
0.00
000
0.00
159.67
159.67
14118.79
801.44
53
0.19
0.02
4.59
0.00
157.83
162.42
13959-13
801.36
52
0.29
0-04
15.33
0,33
153.40
169,07
13796,71
801.28
51
0.40
0.05
23.22
0.53
150.17
173.92
13627.64
801.19
50
0.69
0.07
31.89
0.72
146.62
179.23
13453.72
801.11
49
1.03
0,09
54.29
0.95
137,57
192.81
13274.49
801.03
48
1.25
0.11
81.24
1.24
126.68
209.15
13081.68
800.94
47
1.42
0.13
98.71
1.50
119.58
219.79
12872.54
800.86
46
1-57
0.14
112.36
1-77
114.02
228.14
12652.74
800.78
45
1.71
0.16
124.28
2.02
109.15
235.45
12424.60
800.69
44
1.83
0.18
134.87
2.28
104.81
241.95
12189.15
800-61
43
1.94
0.20
144.45
2.54
100,87
247.86
11947.20
800.53
42
2.04
0.22
153.08
2.81
97.31
253,20
11699.34
800-44
41
2.13
0.23
161,23
3,06
93.95
258.24
11446.13
800.36
40
2.22
0,25
168.64
3.29
90.89
262.82
11187.90
800.28
39
2.31
0.27
175,71
3-51
87.98
267.20
10925,07
800.19
38
2.38
0.28
182.24
3.72
85.28
271-24
10657.88
800.11
37
2.46
0.29
188.40
3.92
82.74
275.06
10386,64
800.03
36
2.53
0.31
194.27
4.12
80.31
278.70
10111.58
799.94
35
2.59
0.32
199.73
4.31
78.05
282.09
9832.88
799.86
34
2-66
0,33
204.91
209.83
4.50
75.91
285.31
9550.79
799.78
33
2.72
0.35
4.68
73.86
288.37
9265.49
799,69
32
2.77
0.36
214.49
4.86
71.93
291.28
8977.11
799-61
31
2.82
0.37
218.93
5.04
70,08
294.05
8685.84
799.53
30
2.88
0,38
223.15
5.21
68.32
296,68
8391.79
799.44
29
2.92
0.40
227.16
5.38
66.65
299.19
8095.10
799.36
28
2.97
0.41
231.01
5.54
65.05
301.60
7795.91
799.28
27
3.01
0.42
234.62
5.71
63.54
303-86
7494.31
799.19
26
3.05
237.98
5.86
62.13
305.97
7190.45
799.11
25
3.09
0,43
241.21
6.02
60.78
308-00
6884.48
799.03
24
3.13
0.44
0.45
244.45
6,17
59.42
310.03
6576.48
798.94
23
3.17
0.46
247.31
6.31
5822
311.84
6266.44
798.86
22
3.20
0.47
250.09
6.45
57.05
313.59
5954.60
798.78
21
3,23
0.48
252.76
255.26
6.59
55.93
31527
5641.01
798-69
20
3.26
0.49
6.72
54.87
316.85
5325-74
798.61
19
3.29
0.50
257.65
6.85
53.87
318.37
5008-88
798,53
18
3.32
0.51
259,93
6.97
52.91
319.81
4690.52
798.44
17
3.34
0.51
262.12
7.09
51.98
321.19
4370.71
798.36
16
3.37
264-19
7,20
51.11
322.50
4049.52
798.28
15
3.39
0.52
0.53
266.12
7.31
50.29
323.73
3727.02
798.19
14
3-41
0.54
268.01
7.41
49.50
324.92
3403.29
798.11
13
3.44
0-54
269,75
7.51
48.76
326.02
3078.37
798.03
12
3.46
0.55
271.52
7.60
48.02
327.14
2752,35
797.94
11
348
0.56
273.16
7.69
47.33
328.18
2425.20
797.86
10
3.51
0.59
274.82
7.77
46,63
329.22
2097.03
797.78
9
000
0.00
276-90
8.33
45.57
330.81
1767.81
797.69
8
000
0.00
0.00
159.67
159.67
1437.00
797.61
7
0.00
0.00
0.00
0.00
0,00
159.67
159.67
1277.33
797.53
6
0.00
0.00
0.00
0.00
159.67
159.67
1117.67
797.44
5
0.00
0.00
0.00
0.00
159,67
159.67
958.00
797.36
4
0.00
0.00
0.00
0.00
159,67
159.67
798.33
797.28
3
0.00
0.00
0.00
0.00
159.67
159.67
638.67
797-19
2
0-00
0.00
0.00
0.00
159,67
159.67
479.00
797.11
1
0.00
0,00
0.00
0.00
159.67
159.67
319-33
797.03
0.00
0.00
159.67
159.67
159.67
796.94
WQv = 6919 cf
WQv elevation achieved at 799.04

BAYSAV E R
T E C H N 0 L 0 G I E S "
BayFilterTM Sizinr Form
Project Contact Information
Company Name LaBel la & Associates, PC Date 12/ 14/22
Contact Name Brandon Sherrill FJl;n_iMeer ❑er Develo
p ❑C'ontractor
Project Name Hanes Lake Phase 2 SCM #1 Email [e-mail]
Telephone [phone]
City Winston-Salem
Fax
State NC Zip 27101
Site Characteristics
®Residential ❑Commercial ❑lndusthal Mixed
Additional comments/project information
Due Date
Design and Sizing Parameters
Total Drainage Area (acres) 5.83 111]en-ious Area (acres) 2.50
Required Treatment Flow CFS (if applicable) I Water Quality Volume to be Detained
X 75% LJ 100% Other
Water Quality Volume O t3) 6919 Ps o'ect Location: C'it Winston-Salem ST NC
Regulatory Requirements
% Total Suspended Solids Removal % Total Phosphorus Removal (ex. 50%)
(ex. 80%) Meet NCDEQ Standards Meet NCDEQ Standards
Project Stage ❑C'once teal Design ❑Preliminary Design NFinal Desi+gin Othc r
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)
MKTG0013A#
Please email this form and any drawings to [e-mail]
Phone 800-BAYSAVER (800.229.7283) Fax [phone]

PROJECT 26-5 t oo� �i-f>tSG SHEET OF
� LaBeRa
PROJECT NO. Z-q-(-Z-0 1 CALL. BY JRW'S DATE K ZZ
Powered by partnership, SUBJECT --5cm I- $40-V15e-D CAZCS SCALE
- - J CHECKED BY
Vc:� ;
v%1Pt:�gvco,)5 AVc_ct=
1�?U a05 4 0. `l0 (0,47-1)
9✓ — Q, 4�36
VQL-Uvvt C-, ;
(5.83e-)
CF
(Q. -1�5 X q zz 7 co, Co�Za G�
r2 E-���l�Za�M k�
p,11� r = 5r& cr
P sr - t)67VejC) 011-
or`��6 Qom; ` 35��'F6GF

Hanes Lake Phase 2
scm #1
C�
2
PRE -DEVELOPMENT POST-DEV LOPMENT
47
/3\
Suh4
Reach ❑n Llfli{

2212045_SCM1 Calculation_121222 Table of Contents
Prepared by Labella Associates Printed 12/14/2022
HvdroCADC?+ 10.20-2a s/n 09581 © 2022 HvdroCAD Softwwe Solutions LLC
TABLE OF CONTENTS
Pro6ect 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 #1
10-yr Event
15 Node Listing
16 Subcat 1: PRE -DEVELOPMENT
17 Subcat 2: POST -DEVELOPMENT
18 Pond 3: SCM #1

2212045 SCM1 Calculation_121222
Prepared by Labella Associates Printed 12/14/2022
HvdroCADO 10.20-2a s/n 09581 © 2022 HydroCAD 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 SCM1 Calculation_121222
Prepared by Labella Associates
HvdroCADD 10.20-2a s/n 09581 © 2022 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
5.830 61 >75% Grass cover, Good, HSG B (1)
2.500 98 Paved roads w/curbs & sewers, HSG B (2)
Printed 12/14/2022

2212045 SCM1 Calculation_121222
Prepared by Labella Associates Printed 12/14/2022
HvdroCAD® 10.20-2 s/n 09581 © 2022 HvdroCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000
HSG A
8.330
HSG B 1,2
0.000
HSG C
0.000
HSG D
0.000
Other

2212045 SCM1 Calculation 121222
Prepared by Labella Associates Printed 12/14/2022
HydroCAD® 10 20-2g 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 5.830 0.000 0.000 0.000 5.830 >75% Grass cover, Good 1
0.000 2.500 0.000 0.000 0.000 2.500 Paved roads w/curbs & sewers 2

2212045 SCM1 Calculation 121222
Prepared by Labella Associates Printed 12/14/2022
H droCAD® 10.20-2 s/n 09581 © 2022 HvdroCAD 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 3 795.19 794.69 49.9 0.0100 0.013 0.0 15.0 0.0

2212045 SCM1 Calculation_121222 Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Labella Associates Printed 12/14/2022
H droCAD@ 10.20-2 s/n 09581 © 2022 HvdroCAD Sn€tware 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=5.830 ac 0.00% Impervious Runoff Depth>0.25"
Flow Length=687' Tc=11.6 min CN=61 Runoff=1.39 cfs 0.119 of
Subcatchment2: POST -DEVELOPMENT Runoff Area=2.500 ac 100.00% Impervious Runoff Depth>2.38"
Tc=6.0 min CN=98 Runoff=9.59 cfs 0.496 of
Pond 3: SCM #1 Peak Elev=799.11' Storage=13,946 cf Inflow=9.59 cfs 0.496 of
Outflow=0.38 cfs 0.237 of

2212045 SCM1 Calculation_121222 Type Il 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 Pa e 8
Summary for Subcatchment 1: PRE -DEVELOPMENT
Runoff = 1.39 cfs @ 12.08 hrs, Volume= 0.119 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
5.830 61 >75% Grass cover, Good. HSG B
5.830 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.3
100
0.0546
0.18
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.41"
2.3
587
0.0796
4.23
Shallow Concentrated Flow, Shallow Concentrated
Grassed Waterwav Kv= 15.0 fps
11.6 687 Total
w
3
0
U.
Subcatchment 1: PRE -DEVELOPMENT
Hydrograph
1
Type 11 24-h r
1-yr Rainfall=2.80"
Runoff Area=5.830 ac
Runoff Volume=0.119 of
Runoff Depth>0.25"
Flow Length=687'
Tc=11.6 min
CN=61
p
5 fi 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
c7 Runoff

2212045_SCM1 Calculation_121222 Type 1l 24-hr 1-yr Rainfall=2.80"
Prepared by Labella Associates Printed 12/14/2022
N droCADIE> 10.20-2 s/n 09581 © 2022 HvdroCAD Software Solutions LLC Page 9
Summary for Subcatchment 2: POST -DEVELOPMENT
Runoff = 9.59 cfs @ 11.96 hrs, Volume= 0.496 af, Depth> 2.38"
Routed to Pond 3 : SCM #1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-yr Rainfall=2.80"
Area (ac) CN Description
2.500 98 Paved roads w/curbs & sewers, HSG B
2.500 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 2: POST -DEVELOPMENT
Hydrograph
[-] Runoff
Type 11 24-hr
1-yr Rainfall=2.80"
8: Runoff Area=2.500 ac
Runoff Volume=0.496 of
Runoff Depth>2.38"
0 5 Tc=6.0 min
LL
11� CN=98
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045 SCM1 Calculation_121222 Type // 24-hr 1-yr Rainfall=2.80"
Prepared by Labella Associates Printed 12/14/2022
HvdroCAD® 10.20-2q s/n 09581 [c7 2022 H droCAD Software Solutions LLC Page 10
Summary for Pond 3: SCM #1
Inflow Area = 2.500 ac,100.00% Impervious, Inflow Depth > 2.38" for 1-yr event
Inflow = 9.59 cfs @ 11.96 hrs, Volume= 0.496 of
Outflow = 0.38 cfs @ 13.34 hrs, Volume= 0.237 af, Atten= 96%, Lag= 82.7 min
Primary = 0.38 cfs @ 13.34 hrs, Volume= 0.237 of
Routing by Stor-Ind method. Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 799.11' @ 13.34 hrs Surf.Area= 4,380 sf Storage= 13,946 cf
Plug -Plow detention time= 234.6 min calculated for 0.237 of (48% of inflow)
Center -of -Mass det. time= 143.1 min ( 877.6 - 734.5 )
Volume Invert Avail.Stora a Storage Description
#1 797.03' 15,875 cf Custom Stage DataListed below
#2A 796.86' 6,130 cf 44.25'W x 98.98'L x 5.50'H BASE STONE
24,088 cf Overall - 8,763 cf Embedded = 15,325 cf x 40.0% Voids
#3A 797.61' 8,763 cf ADS _StormTech MC-3500 c +Capx 78 Inside #2
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf
Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap
78 Chambers in 6 Rows
Ca0 Stora e= 15.6 cf x 2 x 6 rows = 187.2 cf
30,768 cf Total Available Storage
Storage Group A created with Chamber Wizard

2212045 SCM1 Calculation_121222 Type // 24-hr 1-yrRainfall=2.80"
Prepared by Labella Associates Printed 12/14/2022
H droCAD® 10.20-2q s/n 09581 © 2022 HvdroCAD Software Solutions LLC Page 11
Elevation
Cum.Store
(feet)
(cubic -feet)
797.03
0
797.11
479
797.19
639
797.28
798
797.36
958
797.44
1,118
797.53
1,277
797.61
1,437
797.69
1,768
797.78
2,097
797.86
2,425
797.94
2,752
798.03
3,078
798.11
3,403
798.19
3,727
798.28
4,050
798.36
4,371
798.44
4,691
798.53
5,009
798.61
5,326
798.69
5,641
798.78
5,955
798.86
6,266
798.94
6,576
799.03
6,884
799.11
7,190
799.19
7,494
799.28
7,796
799.36
8,095
799.44
8,392
799.53
8,686
799.61
8,977
799.69
9,265
799.78
9,551
799.86
9,833
799.94
10,112
800.03
10,387
800.11
10,658
800.19
10,925
800.28
11,188
800.36
11,446
800.44
11,699
800.53
11,947
800.61
12,189
800.69
12,425
800.78
12,653
800.86
12,873
800.94
13,082
801.03
13,274
801.11
13,454

2212045 SCM1 Calculation_121222 Type // 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 Page 12
801.19
13,628
801.28
13,797
801.36
13,959
801.44
14,119
801.53
14,278
801.61
14,438
801.69
14,598
801.78
14,757
801.86
14,917
801.94
15,077
802.03
15,236
802.11
15,396
802.19
15,556
802.28
15,715
802.36
15,875
Device Routing Invert Outlet Devices
#1 Primary 795.19' 15.0" Round BF1 TO DMH2 L= 49.9' Ke= 0.250
Inlet / Outlet Invert= 795.19' / 794.69' S= 0.0100'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf
#2 Device 1 796.86' 2.7" Vert. EQUIVALENT ORIFICE C= 0.600
Limited to weir flow at low heads
#3 Device 1 799.05' 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=0.38 cfs @ 13.34 hrs HW=799.11' (Free Discharge)
L1=BF1 TO D M H 2 (Passes 0.38 cfs of 11.28 cfs potential flow)
�2=EQUIVALENT ORIFICE (Orifice Controls 0.28 cfs @ 7.04 fps)
__3=Broad -C rested Rectangular We! r(Wei r Controls 0.10 cfs @ 0.67 fps)

2212045 SCM1 Calculation_121222 Type // 24-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 13
Pond 3: SCM #1
Hydrograph
f 1 Inflow
C] Primary
F° Inflow Area=2.500 ac
9 Peak Elev=799.11'
8 Storage=13,946 cf
7
4
3
2-
1 f3.36 cFs
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045 SCM1 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 14
Elevation
Storage
(feet)
(cubic -feet)
796.86
0
796.91
88
796.96
175
797.01
263
797.06
530
797.11
917
797.16
1,105
797.21
1,287
797.26
1,463
797.31
1,646
797.36
1,834
797.41
2,022
797.46
2,204
797.51
2,380
797.56
2,563
797.61
2,751
797.66
3,146
797.71
3,531
797.76
3,901
797.81
4,284
797.86
4,676
797.91
5,067
797.96
5,448
798.01
5,814
798.06
6,194
798.11
6,582
798.16
6,969
798.21
7,346
798.26
7,709
798.31
8,084
798.36
8,468
798.41
8,850
798.46
9,222
798.51
9,580
798.56
9,950
798.61
10,329
798.66
10,705
798.71
11,072
798.76
11,425
798.81
11,789
798.86
12,161
798.91
12,531
798.96
12,892
799.01
13,238
799.06
13,596
799.11
13,961
799.16
14,324
799.21
14,677
799.26
15,017
799.31
15,367
799.36
15,723
799.41
16,078
Stage -Area -Storage for Pond 3: SCM #1
Elevation
Storage
(feet)
(cubic -feed
799.46
16,423
799.51
16,753
799.56
17,094
799.61
17,441
799.66
17,785
799.71
18,120
799.76
18,441
799.81
18,771
799.86
19,107
799.91
19,440
799.96
19,763
800.01
20,072
800.06
20,389
800.11
20,712
800.16
21,031
800.21
21,340
800.26
21,635
800.31
21,937
800.36
22,244
800.41
22,546
800.46
22,838
800.51
23,115
800.56
23,399
800.61
23,686
800.66
23,967
800.71
24,237
800.76
24,492
800.81
24,751
800.86
25,010
800.91
25,259
800.96
25,493
801.01
25,707
801.06
25,920
801.11
26,132
801.16
26,337
801.21
26,535
801.26
26,722
801.31
26,911
801.36
27,101
801.41
27,288
801.46
27,471
801.51
27,647
801.56
27,830
801.61
28,018
801.66
28,205
801.71
28,388
801.76
28,564
801.81
28,747
801.86
28,935
801.91
29,122
801.96
29,305
802.01
29,481
Elevation
Storage
(feet)
(cubic -feet)
_
802.06
29,664
802.11
29,851
802.16
30,039
802.21
30,222
802.26
30,398
802.31
30,581
802.36
30,768

2212045 SCM1 Calculation_121222 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by Labella Associates Printed 12/14/2022
HvdroCAD(Ra 10.20-2a s/n O9581 2022 HvdroCAD Software Solutions LLC Page 15
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=5.830 ac 0.00% Impervious Runoff Depth>1.16"
Flow Length=687' Tc=11.6 min CN=61 Runoff=10.22 cfs 0.562 of
Subcatchment2: POST -DEVELOPMENT Runoff Area=2.500 ac 100.00% Impervious Runoff Depth>4.26"
Tc=6.0 min CN=98 Runoff=16.88 cfs 0.888 of
Pond 3: SCM #1 Peak Elev=799.93' Storage=19,605 cf Inflow=16.88 cfs 0.888 of
Outflow=7.21 cfs 0.591 of

2212045 SCM1 Calculation_121222 Type ll 24-hr 10-yr Rainfall=4.88"
Prepared by Labella Associates Printed 12/14/2022
H droCAD® 10.20-2a s/n 09581 © 2022 HvdroCAD Software Solutions LLC Page 16
Summary for Subcatchment 1: PRE -DEVELOPMENT
Runoff = 10.22 cfs @ 12.05 hrs, Volume= 0.562 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
5.830 61 >75% Grass cover. Good, HSG B
5.830 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
ft/ft)
ftlsec
(cfs)
9.3
100
0.0546
0.18
Sheet Flow, Sheet Flow
Grass: Dense n= 0.240 P2= 3.41"
2.3
587
0.0796
4.23
Shallow Concentrated Flow, Shallow Concentrated
Grassed Waterwav Kv= 15.0 fps
11.6 687 Total
Subcatchment 1: PRE -DEVELOPMENT
Hydrograph
11
to.x�s
Type II 24-hr
10-yr Rainfall=4.88"
Runoff Area=5.830 ac
7. Runoff Volume=0.562 of
Runoff Depth>1.16"
0 5- Flow Length=687'
U.
4 Tc=11.6 min
CN=61
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
® Runoff

2212045 SCM1 Calculation_121222 Type/1 24-hr 10-yr Rainfall=4.88"
Prepared by Labella Associates Printed 12/14/2022
HvdroCAD® 10.20-2 s/n 09581 © 2022 HvdroCAD Software Solutions LLC Page 17
Summary for Subcatchment 2: POST -DEVELOPMENT
Runoff = 16.88 cfs @ 11.96 hrs, Volume= 0.888 af, Depth> 4.26"
Routed to Pond 3 : SCM #1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=4.88"
Area (ac) CN Description
2.500 98 Paved roads w/curbs & sewers. HSG B
2.500 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) feet fUft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 2: POST -DEVELOPMENT
Hydrograph
• 1
17 Type II 24-hr
,s.
10-yr Rainfall=4.88"
14- Runoff Area=2.500 ac
13:
� Runoff' Volume=0.888 of
;o Runoff. Depth>4.26"
9 Tc=6.0 min
LL 8
7. CN=98
1
5 6 T 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
� Runoff

2212045 SCM1 Calculation121222 Type/1 24-hr 10-yr Rainfall=4.88"
Prepared by Labella Associates_Printed 12/14/2022
HvdroCADO 10 20-29 s/n 09581 © 2022 H droCAD Software Solutions LLC Page 18
Summary for Pond 3: SCM #1
Inflow Area = 2.500 ac,100.00% Impervious, Inflow Depth > 4.26" for 10-yr event
Inflow = 16.88 cfs @ 11.96 hrs, Volume= 0.888 of
Outflow = 7.21 cfs @ 12.08 hrs, Volume= 0.591 af, Atten= 57%, Lag= 7.0 min
Primary = 7.21 cfs @ 12.08 hrs, Volume= 0.591 of
Routing by Star -Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 799.93' @ 12.08 hrs Surf.Area= 4,380 sf Storage= 19,605 cf
Plug -Flow detention time=142.2 min calculated for 0.591 of (67% of inflow)
Center -of -Mass det. time= 72.2 min ( 802.4 - 730.2 )
Volume
Invert
Avail Stora a
Storage Description
#1
797.03'
15,875 cf
Custom Stage DataListed below
#2A
796.86'
6,130 cf
44.25'W x 98.98'L x 5.50'H BASE STONE
24,088 cf Overall - 8,763 cf Embedded = 15,325 cf x 40.0% Voids
#3A
797.61'
8,763 cf
ADS MC-3500 c +Capx 78 Inside #2
_StormTech
Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.171 = 110.0 cf
Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap
78 Chambers in 6 Rows
Cap Stora e= 15.6 cf x 2 x 6 rows = 187.2 cf
30,768 cf
Total Available Storage
Storage Group A created with Chamber Wizard

2212045 SCM1 Calculation_121222 Type // 24-hr 10-yr Rainfall=4.88"
Prepared by Labella Associates Printed 12/14/2022
HvdroCADO 1020-2 s/n 09581 © 2022 HvdroCAD Software Solutions LLC Page 19
Elevation Cum.Store
(feet) (cubic -feet)
797.03
0
797.11
479
797.19
639
797.28
798
797.36
958
797.44
1,118
797.53
1,277
797.61
1,437
797.69
1,768
797.78
2,097
797.86
2,425
797.94
2,752
798.03
3,078
798.11
3,403
798.19
3,727
798.28
4,050
798.36
4,371
798.44
4,691
798.53
5,009
798.61
5,326
798.69
5,641
798.78
5,955
798.86
6,266
798.94
6,576
799.03
6,884
799.11
7,190
799.19
7,494
799.28
7,796
799.36
8,095
799.44
8,392
799.53
8,686
799.61
8,977
799.69
9,265
799.78
9,551
799.86
9,833
799.94
10,112
800.03
10,387
800.11
10,658
800.19
10,925
800.28
11,188
800.36
11,446
800.44
11,699
800.53
11,947
800.61
12,189
800.69
12,425
800.78
12,653
800.86
12,873
800.94
13,082
801.03
13,274
801.11
13,454

2212045 SCM1 Calculation121222 Type // 24-hr 10-yr Rainfall=4.88"
Prepared by Labella Associates_Printed 12/14/2022
HvdroCAD® 10.20-2a s/n 09581 © 2022 HvdroCAD Software Solutions LLC Page 20
801.19
13,628
801.28
13,797
801.36
13,959
801.44
14,119
801.53
14,278
801.61
14,438
801.69
14,598
801.78
14,757
801.86
14,917
801.94
15,077
802.03
15,236
802.11
15,396
802.19
15,556
802.28
15,715
802.36
15,875
_Device Routing Invert Outlet Devices
#1 Primary 795.19' 15.0" Round BF1 TO DMH2 L= 49.9' Ke= 0.250
Inlet / Outlet Invert= 795.19' / 794.69' S= 0.0100'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf
#2 Device 1 796.86' 2.7" Vert. EQUIVALENT ORIFICE C= 0.600
Limited to weir flow at low heads
#3 Device 1 799.05' 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=7.10 cfs @ 12.08 hrs HW=799.93' (Free Discharge)
L1=BF1 TO DMH2 (Passes 7.10 cfs of 12.65 cfs potential flow)
12=EQUIVALENT ORIFICE (Orifice Controls 0.33 cfs @ 8.27 fps)
3=Broad-Crested Rectangular Weir(Weir Controls 6.77 cfs @ 3.09 fps)

22120451
SCM1 Calculation_121222 Type 11 24-hr 90-yr Rainfall=4.88"
Prepared by Labella Associates Printed 12/14/2022
H droCADD 10.20-2 s/n 09581 ©2022 H droCAU Software Solutions LLC page 21
Pond 3: SCM #1
Hydrograph
a Inflow
€3 Primary
17 Inflow Area=2.500 ac
le-
i rx- Peak Elev=799.93'
14-
137 Storage=19,605 cf
72
� 11
0 9;
LL
7'
6
4
2-
1 -
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045_SCMI Calculation 121222
Prepared by Labella Associates
H draCADO 10.20-2 s/n 0958
Elevation
Storage
feet
cubic -feet
796.86
0
796.91
88
796.96
175
797.01
263
797.06
530
797.11
917
797.16
1,105
797.21
1,287
797.26
1,463
797.31
1,646
797.36
1,834
797.41
2.022
797.46
2,204
797.51
2,380
797.56
2,563
797.61
2,751
797.66
3,146
797.71
3.531
797.76
3,901
797.81
4,284
797.86
4,676
797.91
5,067
797.96
5.448
798.01
5,814
798.06
6,194
798.11
6,582
798.16
6,969
798.21
7.346
798.26
7,709
798.31
8,084
798.36
8,468
798.41
8,850
798.46
9,222
798.51
9,580
798.56
9,950
798.61
10,329
798.66
10,705
798.71
11,072
798.76
11.425
798.81
11,789
798.86
12,161
798.91
12,531
798.96
12,892
799.01
13,238
799.06
13,596
799.11
13,961
799.16
14,324
799.21
14,677
799.26
15,017
799.31
15,367
799.36
15,723
799.41
16,078
Type 1124-hr 10 yr Rainfall=4. 88"
1 2022 H droCAD Software Solutions LLC Printed 12/14/2022
Stage -Area -Storage for Pond 3: SCM #1
Elevation
'feet
799.46
799.51
799.56
799.61
799.66
799.71
799.76
799.81
799.86
799.91
799.96
800.01
800.06
800.11
800.16
800.21
800.26
800.31
800.36
800.41
800.46
800.51
800.56
800.61
800.66
800.71
800.76
800.81
800.86
800.91
800.96
801.01
801.06
801.11
801.16
801.21
801.26
801.31
801.36
801.41
801.46
801.51
801.56
801.61
801.66
801.71
801.76
801.81
801.86
801.91
801.96
802.01
Storage
R cu� b'
16,423
16,753
17,094
17,441
17,785
18,120
18,441
18,771
19,107
19,440
19,763
20,072
20,389
20,712
21,031
21,340
21,635
21,937
22,244
22,546
22,838
23,115
23,399
23,686
23,967
24,237
24,492
24,751
25,010
25,259
25,493
25,707
25,920
26,132
26,337
26,535
26,722
26,911
27,101
27,288
27,471
27,647
27,830
28,018
28,205
28,388
28,564
28,747
28,935
29,122
29,305
29,481
Elevation
Storage
feet
cul,ic-feet
802.06
29,664
802.11
29,851
802.16
30,039
802.21
30,222
802.26
30,398
802.31
30,581
802.36
30,768

Project Name: Hanes Lake Phase 2 Date
Location: Winston-Salem, NC
Site Designation: SCM-2
SITE CONDITIONS
Rainfall Depth
1
in
Impervious Acreage
1.48
ac
Total Acreage
4.11
ac
Time of Concentration
6
min
1
36.0
%
R,(Runoff Coefficient)
0.37
WQV
5581
cf
75% WQv (Treatment Volume)
4186
cf
q,(Unit Peak Discharge)
1000
csm/in
From Type II Chart
QP(Water Quality Storm)
2.40
cfs
VOLUME BASED SIZING
Volume per cartridge
1250
CF
Cartridge Type
522
Min. Number of cartridge required
4
Cartridge Flow rate
11.25
gpm
(0.25 gpm/SF)
System Flow Rate
0.10
cfs
Release time
11.6
hours
SEDIMENT BASED SIZING
Influent Concentration
60
mg/L
Annual Rainfall (P)
45
in
Annual Sediment Load
844
Ibs
Pretreatment reduction
30%
Sediment Load to BayFilter
591
Ibs
85% Capture Capacity
502
Ibs
Cartridge Type
522
Sediment load per cartridge
131
lips
Min. Number of cartridge required
4
Anticipated Maintenance Cycle
1.04
years (must be greater than 1 year)
FINAL DESIGN
Cartridge Type
522
Number of Cartridges
4
Precast Size
6'x10'
approx outlet orifice 1.53 in
12/13/2022

Project: Hanes Lake Phase 2 SCM-2 1
StvrmTdIb h-
Chamber Model - ❑G-780 =� Y
Units - imperial �x er. r� sANnc L »r^ "
.YLLYi'
Number of chambers - 112
Voids in the stone (porosity) - 40 ° a
Base of Stone Elevation - 784.85 fl
Amount of Stone Above Chambers - 12 . ird �caer Stone in [aleuWtfnns
Amount of Stone Below Chambers - 9 lin
Area of system - 4451 sf Min. Area - 3786 sf min. area
Height of
Incremental Smgie
IncreZ2'
IncrcgnenUd
Incremental Ch CumufAl ve
System
Chamber
Total hamber
Slane
I
& St Chamber
Ele�stian
incises
(cubic f6ef)
feubic feels
fcubk Ise+
fcub+t fee c+ahfc ISO
faaf
51 0.00
000
148.37
149.37
1ubtb.93
my-w
50 0-00
0.00
148.37
148.37
10527.56
789.02
49 0.00
000
148.37
148.37
10379.20
788.93
48 0.00
000
148.37
148.37
10230.83
788.85
47 0-00
000
148.37
148.37
10082.46
788.77
46 0-00
0.00
148.37
148.37
9934.10
788.68
45 000
0.00
148.37
148.37
9785.73
788.60
44 0,00
0-00
148.37
148.37
9637-36
788.52
43 0.00
0.00
148,37
148.37
9489.00
788.43
42 0.00
0.00
148.37
148.37
9340.63
788.35
41 0.00
0.00
148.37
148.37
919226
788.27
40 0-00
0.00
148.37
148-37
9043.90
788-18
39 0.06
6.48
145.77
152.26
8895.53
788.10
38 0-17
18.67
140-90
159.57
8743.27
788.02
37 0.29
32-10
135.53
167.63
8583.70
787.93
36 0.61
68.44
120.99
189A3
8416.08
787.85
35 0.81
90.76
112.06
202.83
8226.65
787.77
34 0.96
107.41
105.40
212.81
8023.82
787,68
33 1.08
121.29
99.85
221.14
7811.01
787.60
32 1.19
133.02
95.16
228.18
7589.86
787.52
31 127
142.68
91.29
233.98
7361.69
787-43
30 1.36
152.78
87-26
240-03
7127.71
787.35
29 1.45
162.89
83.21
246.10
6887.68
787.27
28 1.53
171.03
79.95
25098
6641.57
787.18
27 1.59
178.20
77 09
255.29
6390-59
787.10
26 1.65
184.97
7438
259.35
6135.30
787.02
25 1.71
191.39
71.81
263.20
5875.96
786.93
24 1.76
197-41
69.40
266.81
5612.75
786-85
23 1.81
203.06
67A4
270.20
5345.94
786.77
22 1.86
208-35
65.03
273.37
5075.74
786,68
21 1,90
213.31
63.04
276.35
4802.36
786.60
20 1.95
217.97
61.18
279.15
4526.01
786-52
19 1.99
222.35
59.43
281.77
4246.86
786.43
18 2.02
226.45
57.79
284.24
3995.09
786.35
17 2.06
230-30
56.25
286.55
3680.85
78627
16 2.09
23391
54.80
288,71
3394.30
786.18
15 2.12
237.28
53.46
290.73
3105.59
786.10
14 2.15
240.42
52.20
292.62
281486
786.02
13 2.17
243-34
51.03
294.37
2522.24
785.93
12 2.20
246.05
49.95
296.00
2227.87
785.85
11 2.22
248.55
48.95
297.50
1931.87
785.77
10 2.24
251.18
47.90
299.07
1634.37
785.68
9 0.00
0-00
148.37
148.37
1335.30
785.60
8 0.00
0-00
148.37
148.37
1186-93
785.52
7 0.00
0.00
148.37
148.37
1038.57
785.43
6 0.00
0.00
148.37
148.37
890.20
785.35
5 0.00
0.00
148.37
148,37
741-83
785.27
4 0.00
0.00
148.37
148.37
593.47
785.18
3 0.00
0.00
148.37
148.37
445.10
785.10
2 0.00
0-00
148.37
148.37
296.73
785.02
1 0.00
0.00
148,37
148.37
148.37
784.93
WQv = 4186 cf
WQv elevation achieved at 786.41

BAYSAV E R
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 #2
Email [e-mail]
Telephone [phone]
Fax
City Winston-Salem
State NC Zip 27101
Site Characteristics
Due Date
Residential ❑Commercial FlIndustrial LjMixed
Additional comments/project information
Design and Sizing Parameters
Total Drainage Area (acres) 4.11 Impervious Area acres 1.48
Required Treatment Flow CFS (if applicable) Water Quality Volume to be Detained
75% 100% Other
Water Quality Volume ft)4186 Project Location: City Winston-Salem ST NC
RegulatoryRe uirements
% Total Suspended Solids Removal
I
% Total Phosphorus Removal (ex. 50%)
(ex. 80%) Meet NCDEQ Standards
Meet NCDEQ Standards
Project Stage EConceptual Design[]Preliminary Desi m NFinal 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
tilt N
�A 1t At,
2y = C), p a 4-t>
3�4 �{
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by = 5o
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(Z�v� CF= 3056t F /V& CFJ
c
SHEET OF
CALC. BY DATE
SCALE

Manes Lake Phase 2
S CM #2
C2
PRE -DEVELOPMENT POST-DEV LOPMENT
/3\,
SCM #2
Bob4 Beach Link

2212045 SCM2 Calculation_121222 Table of Contents
Prepared by Labella Associates Printed 12/14/2022
HvdroCADO 10.20-2q s/n 09581 © 2022 HvdroCAD Software Solutions LLC
TABLE OF CONTENTS
Pro'ect Re arts
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 #2
10-yr Event
14 Node Listing
15 Subcat 1: PRE -DEVELOPMENT
16 Subcat 2: POST -DEVELOPMENT
17 Pond 3: SCM #2

2212045 SCM2 Calculation 121222
Prepared by Labella Associates Printed 12/14/2022
HydroCAD@ 10 20-2g s/n 09581 ©2022 HvdroCAD 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_SCM2 Calculation_121222
Prepared by Labella Associates Printed 12/14/2022
H droCAD@ 10.20-2 s/n 09581 D 2022 H droCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
4.110 61 >75% Grass cover, Good, HSG B (1)
1.480 98 Paved roads w/curbs & sewers, HSG B (2)

2212045 SCM2 Calculation_121222
Prepared by Labella Associates Printed 12/14/2022
H droCAD® 1020-2 s/n 09581 © 2022 H droCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000
HSG A
5.590
HSG B 1,2
0.000
HSG C
0.000
HSG D
0.000
Other

2212045 SCM2 Calculation_121222
Prepared by Labella Associates Printed 12/14/2022
H droCAD® 1020-2 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
4.110
0.000
0.000 0.000 4.110
>75% Grass cover, Good
1
0.000
1.480
0.000
0.000 0.000 1.480
Paved roads w/curbs & sewers
2

2212045 SCM2 Calculation 121222
Prepared by Labella Associates Printed 12/14/2022
HydroCAM, 10 20-2g s/n 09581 © 2022 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 3 783.18 782.21 96.5 0.0101 0.013 0.0 15.0 0.0

2212045_SCM2 Calculation_121222 Type/1 24-hr 1-yr Rainfall=2.80"
Prepared by Labella Associates Printed 12/14/2022
HvdroCAD®10.20-2q 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=4.110 ac 0.00% Impervious Runoff Depth>0.24"
Flow Length=791' Tc=13.8 min CN=61 Runoff=0.89 cfs 0.084 of
Subcatchment2: POST -DEVELOPMENT Runoff Area=1.480 ac 100.00% Impervious Runoff Depth>2.38"
Tc=5.0 min CN=98 Runoff=5.90 cfs 0.294 of
Pond 3: SCM #2 Peak Elev=786.45' Storage=8,212 cf Inflow=5.90 cfs 0.294 of
Outflow=0.16 cfs 0.118 of

2212045_SCM2 Calculation_121222 Type 1124-hr 1-yrRainfall=2.80"
Prepared by Labella Associates Printed 12/14/2022
HvdroCADOk 10.20-2q s/n 09581 © 2022 H droCAD Software Solutions LLC Page 8
Summary for Subcatchment 1: PRE -DEVELOPMENT
Runoff = 0.89 cfs @ 12.11 hrs, Volume= 0.084 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
4.110 61 >75% Grass cover. Good. HSG B
4.110 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
min (feet)
(ft/ft)
(ft/sec)
(cfs)
10.7 100
0.0377
0.16
Sheet Flow, SHEET FLOW
Grass: Dense n= 0.240 P2= 3.41"
3.1 691
0.0622
3.74
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Grassed Waterway Kv= 15.0 fps
13.8 791 Total
Subcatchment 1: PRE -DEVELOPMENT
Hydrograph
0.95
0.9
D.es da
Type II 24-hr
0.85
0-8
1-yr Rainfall=2.80"
0.75
0.7
Runoff Area=4.110 ac
:1.65-.
Runoff Volume=0.084 of
0.6
U 0.55
Runoff Depth>0.24"
0.5
0 0.45
Flow Length=791'
04
Tc=13.8 min
o.3s
0.3_
CN=61
0,251
0.1E
0.1
0.0E
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045_SCM2 Calculation_121222 Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Labella Associates Printed 12/14/2022
HydroCADO 10.20-2 s/n 09581 © 2022 H droCAD Software Solutions LLC Page 9
Summary for Subcatchment 2: POST -DEVELOPMENT
Runoff = 5.90 cfs @ 11.95 hrs, Volume= 0.294 af, Depth> 2.38"
Routed to Pond 3 : SCM #2
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
1.480 98 Paved roads w/curbs & sewers, HSG B
1.480 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
6
5
4--
N
3
0 3
LL
2
1
0
5
Subcatchment 2: POST -DEVELOPMENT
Hydrograph
Type II 24-hr
1-yr Rainfall=2.80"
Runoff Area=1.480 ac
Runoff Volume=0.294 of
Runoff Depth>2.38"
Tc=5.0 min
CN=98
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

2212045 SCM2 Calculation_121222 Type 11 24-hr 1-yr Rainfall=2.80"
Prepared by Labella Associates Printed 12/14/2022
H droCADO 10.20-2 s/n 09581 © 2022 HvdroCAD Software Solutions LLC Page 10
Summary for Pond 3: SCM #2
Inflow Area = 1.480 ac,100.00% Impervious, Inflow Depth > 2.38" for 1-yr event
Inflow = 5.90 cfs @ 11.95 hrs, Volume= 0.294 of
Outflow = 0.16 cfs @ 14.07 hrs, Volume= 0.118 af, Atten= 97%, Lag= 127.2 min
Primary = 0.16 cfs @ 14.07 hrs, Volume= 0.118 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 786.45' @ 14.07 hrs Surf.Area= 3,953 sf Storage= 8,212 cf
Plug -Flow detention time=182.3 min calculated for 0.118 of (40% of inflow)
Center -of -Mass det. time= 78.6 min ( 812.3 - 733.7 )
Volume
Invert
Avail.Stora a
Storage Description
#1
785.02'
9,786 cf
Custom Stage DataListed below
#2A
784.85'
3,932 cf
30.00'W x 131.78'L x 3.75'H STONE
14,825 cf Overall - 4,994 cf Embedded = 9,831 cf x 40.0% Voids
#3A
785.60'
4,994 cf
ADS DC-780 +Capx 108 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
108 Chambers in 6 Rows
18,712 cf
Total Available Storage
Storage Group A created with Chamber Wizard

2212045 SCM2 Calculation_121222 Type // 24-hr 1-yr Rainfall=2.80"
Prepared by Labella Associates Printed 12/14/2022
H droCADO 10.20-2 s/n 09581 © 2022 H droCAD Software Solutions LLC page 11
Elevation Cum.Store
(feet)
(cubic -feet)
785.02
0
785.10
445
785.18
593
785.27
742
785.35
890
785.43
1,039
785.52
1,187
785.60
1,335
785.68
1,634
785.77
1,932
785.85
2,228
785.93
2,522
786.02
2,815
786.10
3,106
786.18
3,394
786.27
3,681
786.35
3,965
786.43
4,247
786.52
4,526
786.60
4,802
786.68
5,076
786.77
5,346
786.85
5,613
786.93
5,876
787.02
6,135
787.10
6,391
787.18
6,642
787.27
6,888
787.35
7,128
787.43
7,362
787.52
7,590
787.60
7,811
787.68
8,024
787.77
8,227
787.85
8,416
787.93
8,584
788.02
8,743
788.10
8,896
788.18
9,044
788.27
9,192
788.35
9,341
788.43
9,489
788.52
9,637
788.60
9,786
Device Routing Invert Outlet Devices
#1 Primary 783.18' 15.0" Round BF2 TO DMH6 L= 96.5' Ke= 0.500
Inlet / Outlet Invert= 783.18' / 782.21' S= 0.0101 T Cc= 0.900
n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 1.23 sf
#2 Device 1 783.18' 1.5" Vert. EQUIVALENT ORIFICE C= 0.600

2212045 SCM2 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 Page 12
Limited to weir flow at low heads
#3 Device 1 786.41' 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=0.15 cfs @ 14.07 hrs HW=786.45' (Free Discharge)
'�-1=BF2 TO DMH6 (Passes 0.15 cfs of 8.79 cfs potential flow)
12=EQUIVALENT ORIFICE (Orifice Controls 0.11 cfs @ 8.62 fps)
3=Broad-Crested Rectangular Weir(Weir Controls 0.05 cfs @ 0.53 fps)
Pond 3: SCM #2
Hydrograph
3 inflow
G Prir..ary
n Inflow Area=1.480 ac
Peak Elev=786.45'
Storage=8,212 cf
4
2
0
0" _
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045 SCM2 Calculation_121222 Type 1124-hr 1-yrRainfall=2.80"
Prepared by Labella Associates Printed 12/14/2022
H droCADD 10.20-2a s/n 09581 © 2022 HvdroCAD Software Solutions LLC Page 13
Elevation
Storage
(feet)
(cubic -feet)
784.85
0
784.90
79
784.95
158
785.00
237
785.05
483
785.10
840
785.15
1,012
785.20
1,180
785.25
1,341
785.30
1,509
785.35
1,681
785.40
1,853
785.45
2,021
785.50
2,182
785.55
2,349
785.60
2,521
785.65
2,874
785.70
3,218
785.75
3,549
785.80
3,891
785.85
4,241
785.90
4,588
785.95
4,927
786.00
5,252
786.05
5,588
786.10
5,931
786.15
6,271
786.20
6,603
786.25
6,921
786.30
7,250
786.35
7,585
786.40
7,918
786.45
8,241
786.50
8,551
786.55
8,870
786.60
9,195
786.65
9,518
786.70
9,831
786.75
10,131
786.80
10,439
786.85
10,754
786.90
11,064
786.95
11,365
787.00
11,652
787.05
11,947
787.10
12,247
787.15
12,543
787.20
12,829
787.25
13,101
787.30
13,379
787.35
13,661
787.40
13,936
Stage -Area -Storage for Pond 3: SCM #2
Elevation
Storage
(feet)
(cubic -feet
787.45
14,202
787.50
14,454
787.55
14,710
787.60
14,968
787.65
15,219
787.70
15,458
787.75
15,681
787.80
15,902
787.85
16,120
787.90
16,319
787.95
16,506
788.00
16,680
788.05
16,856
788.10
17,032
788.15
17,203
788.20
17,371
788.25
17,532
788.30
17,700
788.35
17,872
788.40
18,043
788.45
18,211
788.50
18,372
788.55
18,540
788.60
18,712

2212045 SCM2 Calculation_121222 Type // 24-hr 10-yr Rainfall=4.88"
Prepared by Labella Associates Printed 12/14/2022
iivdroCADC 10.20-2q 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=4.110 ac 0.00% Impervious Runoff Depth>1.15"
Flow Length=791' Tc=13.8 min CN=61 Runoff=6.61 cfs 0.395 of
Subcatchment2: POST -DEVELOPMENT Runoff Area=1.480 ac 100.00% Impervious Runoff Depth>4.26"
Tc=5.0 min CN=98 Runoff=10.39 cfs 0.526 of
Pond 3: SCM #2 Peak Elev=787.02' Storage=11,764 cf Inflow=10.39 cfs 0.526 of
Outflow=3.78 cfs 0.340 of

2212045_SCM2 Calculation_121222 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by Labella Associates Printed 12/14/2022
H droCAD®10.20-2 s/n 09581 ©2022 fi draCAD Software Solutions LLC Page 15
Summary for Subcatchment 1: PRE -DEVELOPMENT
Runoff = 6.61 cfs @ 12.07 hrs, Volume= 0.395 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
4.110 61 >75% Grass cover, Good, HSG B
4.110 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
ft/sec)
(cfs)
10.7
100
0.0377
0.16
Sheet Flow, SHEET FLOW
Grass: Dense n= 0.240 P2= 3.41"
3.1
691
0.0622
3.74
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Grassed Waterway Kv= 15.0 fps
13.8 791 Total
Subcatchment 1: PRE -DEVELOPMENT
Hydrograph
Runoff
7 f,-63 Cfs
Type II 24-hr
10-yr Rainfall=4.88"
Runoff Area=4.110 ac
Runoff Volume=0.395 of
4- Runoff Depth>1.15"
.2 Flow Length=791'
3 Tc=13.8 min
2 CN=61
G
o-
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045 SCM2 Calculation_121222 Type/1 24-hr 10-yr Rainfall=4.88"
Prepared by Labella Associates Printed 12/14/2022
HvdroCADO 10.20-2q s/n 09581 © 2022 H droCAD Software Solutions LLC Pacie 16
Summary for Subcatchment 2: POST -DEVELOPMENT
Runoff = 10.39 cfs @ 11.95 hrs, Volume= 0.526 at, Deptn> 4.Zb"
Routed to Pond 3 : SCM #2
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
1.480 98 Paved roads w/curbs & sewers. HSG B
1.480 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 1Direct Entry,
Subcatchment 2: POST -DEVELOPMENT
Hydrograph
� Runoff
Type II 24-hr
10-yr Rainfall=4.88"
Runoff Area=1.480 ac
7 Runoff Volume=0.,526 of
Runoff Depth>4.26"
Tc=5.0 min
U. /
s CN=98
r
. f
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2212045 SCM2 Calculation_121222 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by Labella Associates Printed 12/14/2022
HydroCAD0 10 20-2g s/n 09581 ©2022 HvdroCAD Software Solutions LLC Page 17
Summary for Pond 3: SCM #2
Inflow Area = 1.480 ac,100.00% Impervious, Inflow Depth > 4.26" for 10-yr event
Inflow = 10.39 cfs @ 11.95 hrs, Volume= 0.526 of
Outflow = 3.78 cfs @ 12.07 hrs, Volume= 0.340 af, Atten= 64%, Lag= 7.3 min
Primary = 3.78 cfs @ 12.07 hrs, Volume= 0.340 of
Routing by Stor-Ind method. Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 787.02' @ 12.07 hrs Surf.Area= 3,953 sf Storage= 11,764 cf
Plug -Flow detention time=128.6 min calculated for 0.339 of (65% of inflow)
Center -of -Mass det. time= 57.8 min ( 787.3 - 729.5 )
Volume
Invert
Avail.Stora a
Storage Description
#1
785.02'
9,786 cf
Custom Stage DataListed below
#2A
784.85'
3,932 cf
30.00'W x 131.78'L x 3.75'H STONE
14,825 cf Overall - 4,994 cf Embedded = 9,831 cf x 40.0% Voids
#3A
785.60'
4,994 cf
ADS DC-780 +Capx 108 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
108 Chambers in 6 Rows
18,712 cf Total Available Storage
Storage Group A created with Chamber Wizard

2212045 SCM2 Calculation121222 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by Labella Associates_Printed 12/14/2022
H droCAD® 10.20-2a s/n 09581 © 2022 H droCAD Software Solutions LLC Paae 18
Elevation Cum.Store
{feet}
(cubic -feet
785.02
0
785.10
445
785.18
593
785.27
742
785.35
890
785.43
1,039
785.52
1,187
785.60
1,335
785.68
1,634
785.77
1,932
785.85
2,228
785.93
2,522
786.02
2,815
786.10
3,106
786.18
3,394
786.27
3,681
786.35
3,965
786.43
4,247
786.52
4,526
786.60
4,802
786.68
5,076
786.77
5,346
786.85
5,613
786.93
5,876
787.02
6,135
787.10
6,391
787.18
6,642
787.27
6,888
787.35
7,128
787.43
7,362
787.52
7,590
787.60
7,811
787.68
8,024
787.77
8,227
787.85
8,416
787.93
8,584
788.02
8,743
788.10
8,896
788.18
9,044
788.27
9,192
788.35
9,341
788.43
9,489
788.52
9,637
788.60
9,786
Device Routing Invert Outlet Devices
#1 Primary 783.18' 15.0" Round BF2 TO DMH6 L= 96.5' Ke= 0.500
Inlet / Outlet Invert= 783.18' / 782.21' S= 0.0101 T Cc= 0.900
n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 1.23 sf
#2 Device 1 783.18' 1.5" Vert. EQUIVALENT ORIFICE C= 0.600

2212045 SCM2 Calculation_121222 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by Labella Associates Printed 12/14/2022
HvdroCAD® 10.20-2 s/n 09581 © 2022 H droCAD Software Solutions LLC Page 19
Limited to weir flow at low heads
#3 Device 1 786.41' 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=3.65 cfs @ 12.07 hrs HW=787.01' (Free Discharge)
't-1=BF2 TO DMH6 (Passes 3.65 cfs of 9.58 cfs potential flow)
�__3=Broad-C
2=EQUIVALENT 0RIFICE (Crifice Controls 0.11 cfs @ 9.34 fps)
rested Rectangular Weir(Weir Controls 3.54 cfs @ 2.37 fps)
Pond 3: SCM #2
Hydrograph
i Inflow
Primary
" Inflow Area=1.480 ac
t,
Peak Elev=787.02'
3 Storage=11,764 cf
N
w
3
O
LL 5
37E l:
i
1-
0
5 6 7 S 9 10 11 12 13 14 15 16 17 16 19 20
Time (hours)

2212045 SCM2 Calculation_121222 Type 1124-hr 10-yr Rainfall=4.88"
Prepared by Labella Associates Printed 12/14/2022
HvdroCAD® 10.20-2 s/n 09581 © 2022 HvdroCAD Software Solutions LLC Page 20
Stage -Area -Storage for Pond 3: SCM #2
Elevation
(feet)
Storage
(cubic -feet)
Elevation
(feet)
Storage
cubic -Feet
_
784.85
0
787.45
14,202
784.90
79
787.50
14,454
784.95
158
787.55
14,710
785.00
237
787.60
14,968
785.05
483
787.65
15,219
785.10
840
787.70
15,458
785.15
1,012
787.75
15,681
785.20
1,180
787.80
15,902
785.25
1,341
787.85
16,120
785.30
1,509
787.90
16,319
785.35
1,681
787.95
16,506
785.40
1,853
788.00
16,680
785.45
2,021
788.05
16,856
785.50
2,182
788.10
17,032
785.55
2,349
788.15
17,203
785.60
2,521
788.20
17,371
785.65
2,874
788.25
17,532
785.70
3,218
788.30
17,700
785.75
3,549
788.35
17,872
785.80
3,891
788.40
18,043
785.85
4,241
788.45
18,211
785.90
4,588
788.50
18,372
785.95
4,927
788.55
18,540
786.00
5,252
788.60
18,712
786.05
5,588
786.10
5,931
786.15
6,271
786.20
6,603
786.25
6,921
786.30
7,250
786.35
7,585
786.40
7,918
786.45
8,241
786.50
8,551
786.55
8,870
786.60
9,195
786.65
9,518
786.70
9,831
786.75
10,131
786.80
10,439
786.85
10,754
786.90
11,064
786.95
11,365
787.00
11,652
787.05
11,947
787.10
12,247
787.15
12,543
787.20
12,829
787.25
13,101
787.30
13,379
787.35
13,661
787.40
13,936

Project Name: Hanes Lake Phase 2 Date
Location: Winston-Salem, NC
Site Designation: SCM-3
SITE CONDITIONS
Rainfall Depth
1
in
Impervious Acreage
4.72
ac
Total Acreage
11.27
ac
Time of Concentration
6
min
1
41.9
%
R„(Runoff Coefficient)
0.43
WQ„
17466
cf
75% WQv (Treatment Volume)
13099
cf
qu(Unit Peak Discharge)
1000
csm/in
From Type II Chart
Qp(Water Quality Storm)
7.52
cfs
VOLUME BASED SIZING
Volume per cartridge
1250
CF
Cartridge Type
522
Min. Number of cartridge required
11
Cartridge Flow rate
11.25
gpm
(0.25 gpm/SF)
System Flow Rate
0.28
cfs
Release time
13.2
hours
SEDIMENT BASED SIZING
Influent Concentration
60
mg/L
Annual Rainfall (P)
45
in
Annual Sediment Load
2642
Ibs
Pretreatment reduction
30%
Sediment Load to BayFilter
1850
Ibs
85% Capture Capacity
1572
Ibs
Cartridge Type
522
Sediment load per cartridge
131
Ibs
Min. Number of cartridge required
13
— >
► V)-s`"-
Anticipated Maintenance Cycle
1.08
years
(must be greater than 1 year)
FINAL DESIGN
Cartridge Type
522
Number of Cartridges
13
��✓
Precast Size
6'x14'
approx outlet orifice 4.97 in
12/13/2022

Project: Hanes Lake Phase 2 : SCM3 & BF3
e •�
StarmTech
Chamber Model -
❑G730
Units-
Imperial
'YLES
Number of chambers -
Voids in the stone (porosity) -Base
ofStone Elevation -
EO,
It qFrldr*P 0Slm shxw irti cbuk sAmount
of Stone Above Chambers -
m
Amount of Slone Below Chambers -
in
Area of system - 1$458 sf Min Area - 14333 sf min area
t s
$p51em
f 1
lnrr2menEa[ Single
Chamber
fW� rasa
Indernenlal Tpla
Chamber
foabx mot.
Ir1crPJrl8rilai
S[vne
jcub;c reun
llldet[14ttfaf Cli um Uv9
& St Chamber pevalbn
r� rea1� r a i 4
45 O.OD
0.00
515.27
51527
34957.65
768.92
44 000
0.00
515.27
515.27
3444239
768.84
43 000
000
515.27
515.27
3392712
768.75
42 0.00
000
515.27
515.27
33411.85
768.67
41 0.00
0.00
51527
51527
3289659
76B.59
40 0.00
0.00
515.27
515.27
32381.32
76850
39 0.06
24.54
505.45
529.99
3186605
76842
38 017
70.68
486.99
557.68
3133606
76834
37 029
121 52
466.66
588.18
30778.39
76825
36 061
25908
411.63
670.72
3019020
76817
35 0.81
343.61
377.82
721.43
2951949
76809
34 0.96
406.64
352.61
759.25
28798.06
76800
33 1.08
459.19
331.59
790.78
28038.81
76792
32 1.19
503.58
313.84
817.41
27248.03
767 84
31 1.27
54016
299.20
839.36
26430.62
76775
30 1.36
57836
283.92
862.28
25591.25
76767
29 1.45
616.67
268.60
885.27
24728.97
76759
28 1 53
64747
256.26
903.75
23643.70
76750
27 1 59
674.60
245.42
920.03
22939-95
76742
26 165
700.24
235.17
935.41
22019.92
767.34
25 1.71
72456
225.44
950.00
21084.52
76725
24 176
747.35
216.33
96367
20134.51
767 17
23 1.81
768.72
207.78
976.50
19170.84
76709
22 186
788.74
199.77
988.51
18194.34
767.00
21 1.90
80754
192.25
999.79
17205,83
766.92
20 195
825 17
18520
1010.37
162D6 04
76684
19 199
84174
17B.57
102031
15195.67
766.75
18 2.02
857.29
172.35
102964
14175.36
too--
17 2.06
871.86
166.52
1038.39
13145.72
Tali .
16 2.09
88551
161.06
1046.57
1210734
76650
15 212
89826
155.96
1054.22
11060.76
766.42
14 215
91016
151.20
1061.36
10006.54
766.34
13 2.17
92122
14678
1068.00
894518
766.25
12 2.20
93147
142.68
1074.15
787718
76617
11 2.22
940-94
13889
107983
6803.03
76609
10 2.24
950.89
134.91
1085.80
5723.20
766.00
9 0.00
0.00
515.27
515.27
4637.40
765.92
6 0.00
D DO
515.27
515.27
412213
765.84
7 0,00
0.00
515.27
515.27
3606.87
765.75
6 000
0.00
51527
515.27
3091.60
765,67
5 0.00
0.00
51527
515.27
2576.33
765.59
4 0.00
0.00
515.27
515.27
2061 07
76550
3 0.00
0.00
515.27
515.27
154580
765.42
2 0.00
0.00
515.27
515.27
1030.53
765.34
1 0.00
0.00
515-27
515.27
515.27
765.25
W Q Volume: 13347cf
W0y %0VAv8d aKeinylFtldn 766 81

BAYSAV ER
TECHNOLOGIES®
Ba FilterTM 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 #3 Email [e-mail]
Telephone [phone] Fax
City Winston-Salem State NC Zip 27101
Site Characteristics Due Date
®Residential ❑Commercial n1ndustrial ❑Mixed
Additional comments/project information
Design and Sizing Parameters
Total Drainage Area (acres) 11.27 Impervious Area (acres) 4.72
Required Treatment Flow CFS (if applicable) Water Quality Volume to be Detained
75% 100% Other
Water Quality Volume ft) 13099 Froject Location: City Winston-Salem ST NC
RegulatoryRe uirements
% Total Suspended Solids Removal % Total Phosphorus Removal (ex. 50%)
(ex. 80%) Meet NCDEQ Standards I Meet NCDEQ Standards
Project Stage Conceptual Design [jPrehiiiinaa Design Final 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)
nnuTrnn i z aye
Please email this form and any drawings to [e-mail]
Phone 800-BAYSAVER (800.229.7283) Fax [phone]

PROJECT-�efS� �'�� SHEET j OF
LaBeRa PROJECT NO. Z1Z21 CALC. BY TWS DATE 3'Z
Powered by partnership. SUBJECT ge-na rr'''f �'� 63rL-5s4 t__*r P� SCALE
CHECKED BY
��7F4 DQ,Iu� rra scar fi(�
CF -
�5), 0_�164,Gp)
i— /3102 G�
4 ,
3 DL-7",�1�►�7a �On�v�rt-s ;
0, 5= �15 Lr

PROJECT
SHEET 2- OF
LaBeLLa
Powered by partnership.
PROJECT NO.
SUBJECT
CHECKED BY
'A"I
. 7"C r -
g9-18
339'25 U�
scAk 4 ,;;
CALC. BY DATE
SCALE —

Vanes Lake Phase 2
SCM #3
2
PRE -DEVELOPMENT POST-DEV LOPMENT
3
SCM #3
0ubcat Reach on QUk

2212045 SCM3 Calculation_090122 Table of Contents
Prepared by Labella Associates Printed 12/13/2022
HV(IroCADE! 10.20-2q s/n 09581 © 2022 Fl droCAD 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_090122
Prepared by Labella Associates Printed 12/13/2022
H droCAD® 10.20 s/n 09581 © 2022 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_090122
Prepared by Labella Associates Printed 12/13/2022
H droCADO 10.20-2 s/n 09581 © 2022 H droCAD Software Solutions LLC Pacle 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
11.270 61 >75% Grass cover, Good, HSG B (1)
4.720 98 Paved roads w/curbs & sewers, HSG B (2)