20200237 Ver 1_6-P05187_Drainage and SW Calcs_100pct_20200214

Drainage & Stormwater Computations
Alamance Church Road Improvements
Guilford County, NC
City of Greensboro Project No. P05187
Contract 2011-067
September 30, 2019
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10/1 /2019
Prepared By:
SUNGATE DESIGN GROUP, P.A.
905 JONES FRANKLIN ROAD
` RALEIGH, NORTH CAROLINA 27606
TEL [phone]
ENG FIRM LICENSE NO. C-890

TABLE OF CONTENTS
Pre/Post Outfall Analysis Page 1-6
Stormwater Off -Site Analysis Map Page 7
Ditch Calculations Page 8
Pipe Data Sheet(s) Page 9
Drainage System Computations Page 10-27
Wet Pond Summary Table Page 28
Wet Pond HydroCAD Report Pre -Development Page 29-36
Wet Pond HydroCAD Report Post -Development Page 37-52
Wet Pond Anti -Float Computation Page 53

PRE/POST ANALYSIS @ STA. -L- 18+50 RT
10/11 /2018
PRE DA C Value
Open Water 1.0 0.90
CHANNEL AT
INLET OF EXISTING 2@66" RCP's
Pre -Construction
Post -Construction
% Increase
Drainage Area (Acres)
159
159
0.0
Composite C Value
0.629
0.631
0.4
Urban Development
147.1
0.65
Time of Concentration (minutes)
60
60
Grass & Shrubs
2.0
0.40
Wooded 8.9 0.30
(NLCD 2011 Values)
POST DA C Value
Open Water 1.0 0.90
Intensity 2-Year (in/hr)
1.58
1.58
Q2 (cubic feet per second)
158
159
0.4
Flow Depth (ft)
2.95
2.96
Velocity (fps)
5.41
5.42
Intensity 10-Year (in/hr)
2.18
2.18
Urban Development
145.5
0.65
Q10 (cubic feet per second)
218
219
0.4
Grass & Shrubs
2.0
0.40
Flow Depth (ft)
3.421
3.43
Wooded
8.9
0.30
Velocity (fps)
5.871
5.881
1 Added Impervious
1 1.6
0.90
Channel Slope = 0.8%
Channel 'n' Value = 0.035
Channel Base = 4'
Channel Side Slopes = 2:1
Comments: No significant increase in discharges.
0

PRE/POST ANALYSIS @ STA. -L- 51+75 RT
10/11/2018
PRE DA C Value
Impervious Roadway 0.48 0.90
Residential 0.62 0.40
Grass Areas 0.00 0.30
Wooded Areas 0.00 0.20
POST DA C Value
Impervious Roadway 0.53 0.90
Residential 0.57 0.40
Grass Areas 0.00 0.30
Wooded Areas 0.00 0.20
OUTLET 0805 - 15" RCP
Pre -Construction
Post -Construction
% Increase
Drainage Area (Acres)
1.100
1.100
0.0
Composite C Value
0.62
0.64
Time of Concentration (minutes)
10
10
Intensity 2-Year (in/hr)
4.35
4.35
Q2 (cubic feet per second)
2.96
3.07
3.7
Flow Depth (ft)
0.36
0.36
Velocity (fps)
2.30
2.32
Intensity 10-Year (in/hr)
5.49
5.49
Q10 (cubic feet per second)
3.73
3.87
3.7
Flow Depth (ft)
0.391
0.401
Velocitv (fps)
2.431
2.45
Channel Slope=4.8%
Channel 'n' Value=0.045
Channel Base=O'
Channel Side Slopes=10:1
Comments: No significant increase in discharge or velocities. Install riprap dissipator pad out pipe outlet.
2

PRE/POST ANALYSIS @ STA. -L- 54+75 RT
10/11 /2018
OUTLET 0818 - 24" RCP
Pre -Construction Post -Construction % Increase
PRE
DA
C Value
Drainage Area (Acres)
9.100 9.820 7.9 Impervious Roadway
0.24
0.90
Composite C Value
0.51 0.54
Residential
4.36
0.40
Time of Concentration (minutes)
15 15
Mt Zion Church
4.50
0.60
Wooded Areas
0.00
0.20
Intensity 2-Year (in/hr)
3.65
3.65
POST DA C Value
Impervious Roadway 0.90 0.90
Q2 (cubic feet per second)
17.01
19.26
13.3
Flow Depth (ft)
1.12
1.18
Velocity (fps)
2.85
2.94
Intensity 10-Year (in/hr)
4.63
4.63
Residential
4.42
0.40
Q10 (cubic feet per second)
21.58
24.44
13.3
Mt Zion Church
4.50
0.60
Flow Depth (ft)
1.24
1.31
Wooded Areas 0.00 0.20
Velocitv (fps)
3.03
3.13
Channel Slope=1.3%
Channel 'n' Value=0.045
Channel Base=2'
Channel Side Slopes=3:1
Comments: Increase in drainage are due to proposed curb and gutter. Minor increases in discharge and
velocities. Install riprap dissipator pad at pipe outlet.
3

PRE/POST ANALYSIS @ STA. -L- 61+70 RT
10/11 /2018
PRE DA C Value
Impervious Roadway 0.43 0.90
OUTLET 0904 - 24" RCP
Pre -Construction
Post -Construction
% Increase
Drainage Area (Acres)
5.750
5.750
0.0
Composite C Value
0.44
0.48
Residential
5.32
0.40
Time of Concentration (minutes)
10
10
Grass Areas
0.00
0.60
Wooded Areas 0.00 0.20
POST DA C Value
Impervious Roadway 0.88 0.90
Intensity 2-Year (in/hr)
4.35
4.35
Q2 (cubic feet per second)
10.94
11.92
8.9
Flow Depth (ft)
1.01
1.04
Velocity (fps)
5.36
5.48
Intensity 10-Year (in/hr)
5.49
5.49
Residential
4.87
0.40
Q10 (cubic feet per second)
13.81
15.04
8.9
Grass Areas
0.00
0.60
Flow Depth (ft)
1.101
1.14
Wooded Areas 0.00 0.20
Velocitv (fps)
5.681
5.81
Channel Slope=4.6%
Channel 'n' Value=0.035
Channel Base=O'
Channel Side Slopes=2:1 Comments: Minor increases in discharge and velocities. Install riprap dissi ator pad at pipe outlet.
4

PRE/POST ANALYSIS @ STA. -L- 73+50 RT
OUTLET 1008, 1037, & 1040 (Pre-BMP Analysis)
Pre -Construction Post -Construction % Increase
Drainage Area (Acres) 28.630 29.320 2.4
Composite C Value 0.42 0.44
Time of Concentration (minutes) 20 20
Intensity 2-Year (in/hr) 3.27 3.27
Q2 (cubic feet per second) 39.49 42.18 6.8
Flow Depth (ft) 2.06 1.95
Velocitv (fps) 3.50 3.40
Intensity 10-Year (in/hr) 4.20 4.20
Q10 (cubic feet per second) 50.72 54.17 6.8
Flow Depth (ft) 2.35 2.22
Velocitv (fps) 3.74 3.63
Channel Slope=0.9%
Channel 'n' Value=0.045
Channel Base=3'
Channel Side Slopes=1:1
10/11 /20181
PRE
DA
C Value
Impervious Roadway
1.25
0.90
Residential
27.38
0.40
Grass Areas
0.00
0.30
Wooded Areas
0.00
0.20
POST
DA
C Value
Impervious Roadway
2.34
0.90
Residential
26.98
0.40
Grass Areas
0.00
0.30
Wooded Areas
0.00
0.20
Comments: Increase in drainage area due to proposed curb and gutter.
Peak Q2 increase (before BMP) +2.7 cfs. BMP peak Q2 reduction -9.8 cfs. Net change -7.1 cfs.
Peak Q10 increase (before BMP) +3.5 cfs. BMP peak Q10 reduction -10.5 cfs. Net change -7.0 cfs.
5

PRE/POST ANALYSIS @ STA. -L- 84+25 RT
10/11 /2018
OUTLET 1105 - 24" RCP
Pre -Construction Post -Construction % Increase
PRE
DA
C Value
Drainage Area (Acres)
4.040 4.040 0.0 Impervious Roadway
0.70
0.90
Composite C Value
0.49 0.57 17.0
Residential
3.34
0.40
Time of Concentration (minutes)
10 10
Grass Areas
0.00
0.30
Wooded Areas
0.00
0.20
Intensity 2-Year (in/hr)
4.35
4.35
POST DA C Value
Impervious Roadway 1.37 0.90
Q2 (cubic feet per second)
8.55
10.01
17.0
Flow Depth (ft)
0.55
0.59
Velocity (fps)
2.79
2.91
Intensity 10-Year (in/hr)
5.49
5.49
Residential
2.67
0.40
Q10 (cubic feet per second)
10.79
12.63
17.0
Grass Areas
0.00
0.30
Flow Depth (ft)
0.47
0.64
Wooded Areas 0.00 0.20
Velocitv (fps)
2.50
3.08
Channel Slope=4.0%
Channel 'n' Value=0.045
Channel Base=O'
Channel Side Slopes=10:1
Comments: Moderate increases in discharge and velocities. Install riprap dissipator pad at pipe outlet.
Increase in Q2 and Q10 peak discharges at this outfall are negated at confluence with Wet Pond outfall due to
peak flow reductions achieved by Wet Pond.
6

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DITCH CALCULATION SHEET
DATE: 3/15/2019 SHEET-1-OF-1-
I.D. NO. P05187 PROJ. NO.: Alamance Church Rd. COUNTY: Guilford DESIGNED BY: RCH
DESCRIPTION: 10-YR DESIGN DITCH CALCS CHECKED BY: JGD
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FT/S
t
-L- 21+00 to 22+25 LT
0.40
0.40
5.00
7.00
1.12
0.30
0.61
1.01
0.11
Temp. Matting
-L- 28+80 to 30+25 LT
0.36
0.40
5.00
7.00
1.01
0.50
0.53
1.20
0.17
Temp. Matting
-L- 30+75 to 31+00 LT
0.13
0.40
5.00
7.00
0.36
6.00
0.09
1.82
0.32
Temp. Matting
-L- 31+00 to 31+90 LT
0.20
0.40
5.00
7.00
0.56
5.00
0.12
1.98
0.36
Temp. Matting
-L- 33+20 to 34+00 LT
0.37
0.40
5.00
7.00
1.04
4.00
0.36
2.63
0.91
Temp. Matting
-L- 37+00 to 37+50 LT
0.20
0.40
5.00
7.00
0.56
8.40
0.22
2.80
1.17
Temp. Matting
-L- 71+00 to 71+50 RT
0.50
0.40
5.00
7.00
1.40
8.00
0.36
3.67
1.78
Temp. Matting
-L- 71+50 to 71+70 RT
0.50
0.40
5.00
7.00
1.40
1.00
0.53
1.68
0.33
Temp. Matting
-L- 74+15 to 76+50 LT
1.77
0.40
10.00
5.60
3.96
1.601
0.72
2.61
0.71
Temp. Matting
-Y3- 11+25 to 12+50 LT
0.58
0.401
5.00
7.00
1.62
5.20
0.41
3.24
1.33
Temp. Matting
-Y3- 12+50 to 13+25 LT
0.681
0.401
5.001
7.00
1.90
4.40
0.451
3.171
1.231
Temp. Matting
-Y3- 13+25 to 13+64 LT
0.681
0.401
5.001
7.00
1.90
2.00
0.521
2.361
0.651
Temp. Matting

PIPE DATA SHEET
Date: 2/16/2018 Sheet 1 of 1
Project Number: P05187 I.D. No.: County: GUILFORD Designed By: RCH Reviewed By: JGD
CL Elev.: 739.4 ft
Plan Summary Data
Shoulder
Drainage Area:
12 AC
Alignment:
-L-
Elev.:
739.3 ft
Design Freq.:
25 YR
Station:
31+00
Design Disch.:
26 CFS
Skew:
90,
Design H.W. Elev.:
737.4 FT
Size/Type Pipe:
Type Entrance:
1 @ 36" RCP -IV
HW
H.W.
H
Q100 Discharg.:
Q100 Elev.:
28 CFS
737.5 FT
Direction of Flow:
L-R
LSo
T.W
Overtopping Freq.:
+100 YR
Hydrological Method.
RATIONAL EQ.
Inlet
Design ev. So 0.48%
Design Elev.
Overtopping Disch..
42 CFS
H.W. Control Elevation:
737.6
Invert Elev.:
734.0 ft L= 104 ft Outlet Inv. Elev. 733.5 ft
Overtopping Elev.:
737.6 FT
pecs. Slope: 0.025 Lt. Side Slope 2
PIPE CULVERT ANALYSIS (English) rcp=.012, cmp=.024 [Basf
n= 0.012 6 n= 0.045 Rt. Side Sloe 2
Size & Type TW Q Nat. Allow Inlet Control Outlet Control HWJ Vo Remarks
SIZE # FREQ ft ft^3/s H.W. H.W. HW/D HW (ft) Ke I d, j(d,+D)/21 ho I H I L*So I HW ELEV.
Pi es
36
1
10
3.1
23
3.60
0.8
2.25
0.2
1.51
2.26
3.10
0.302
0.50
2.90
736.90
7.0 FPS
OUTLET CONTROL
36
1
25
3.1
26
3.60
0.8
2.43
0.2
1.62
2.31
3.10
0.386
0.50
2.99
736.99
OUTLET CONTROL
36
1
50
3.1
27
3.60
0.8
2.49
0.2
1.66
2.33
3.10
0.416
0.50
3.02
737.02
OUTLET CONTROL
36
1
100
3.1
28
3.60
0.9
2.55
0.2
1.69
2.35
3.10
0.448
0.50
3.05
737.05
OUTLET CONTROL
36
1
200
3.1
65
3.60
1.8
5.40
0.2
2.70
2.85
3.10
2.412
0.50
5.01
739.40
INLET CONTROL
36
1
500
3.1
85
3.60
2.6
7.80
0.2
2.70
2.85
3.10
4.124
0.50
6.72
741.80
INLET CONTROL
36
1
OT
1 3.1
42
3.60
1.1
3.39
0.21
2.14
2.57
3.10
1.007
0.50
3.61
737.61
OUTLET CONTROL
HEM
RECOMMENDATION: 36" RCP -IV w/ HW
Overtops DA at +/- 30+50 -L- LT
Elevation = 737.6'
DESIGN HW/D = 1.2
HW EL = 1.2 * 3.0 + 734.0 = 737.6'
Tail water controlled by D/S driveway
overtopping elevation=736.6 at 29+50 -L- RT
YDROLOGY: Storm
Calculated Q
SAY
Drainage Area = 12 Ac Q10 =
23.124
23 cfs
C = 0.40 Q25 =
25.584
26 cfs
Tc = 15 Min Q50 =
26.568
27 cfs
Q100 =
28.044
28 cfs
Q200 =
Q10 x 2.80 = 64.75
65 cfs
Q500 =
Q10 x 3.66 = 84.634
85 cfs
Invert Not Buried
9

CREATE DATE
REV. DATE:
I.D. NO.:
DESCRIPTION:
9/30/2019
Alamance Church Road
INLET COMPUTATION SHEET
PROJ. NO.: P05187 COUNTY: Guilford
DESIGNED BY:
REVD BY:
RCH
JGD
LOCATION
ROADWAY
RUNOFF
INLET
REMARKS
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0402
L
12+27
29 Rt
CB
726.40
SAG
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0.18
0.90
5.0
5.5
0.9
0.2
1.0
5.9
N/A
N/A
401
0403
L
12+54
30 Rt
JB TO JB W MH
727.50
0.005
0.160
0.00
0.00
0.0
0.3
0.0
0.3
401
0406
L
12+53
45 Rt
JB w/ MH
729.00
0.005
0.050
0.15
0.40
5.0
4.0
0.2
0.0
0.2
401
0410
L
13+29
30 Rt
EX Cl
726.50
0.007
0.040
0.09
0.90
5.0
5.5
0.4
0.6
1.1
4.7
1.0
0.1
402
401
0407
L
12+91
45 Rt
TB 2GI
727.93
0.005
0.050
0.22
0.60
5.0
5.5
0.7
0.0
0.7
4.0
0.7
0.0
402
401
0404
L
12+23
44 Rt
2GI
727.70
SAG
0.100
0.15
0.40
5.0
5.5
0.3
0.0
0.3
1.0
N/A
N/A
401
0405
L
12+53
55 Rt
2GI
728.50
SAG
0.160
0.15
0.50
5.0
5.5
0.4
0.0
0.4
0.7
N/A
N/A
401
0411
L
13+99
30 Rt
EX CB
726.30
0.003
0.050
0.31
0.90
5.0
5.5
1.5
1.2
2.7
7.3
2.2
0.5
410
401
0408
L
13+24
44 Rt
CB
727.83
0.005
0.050
0.02
0.90
5.0
5.5
0.1
0.0
0.1
2.1
0.1
0.0
402
401
0413
L
14+28
42 Rt
ADJ Cl
727.35
0.075
0.050
0.78
0.60
5.0
5.5
2.6
0.0
2.6
3.9
2.2
0.3
411
401
0412
L
14+00
CL
DI
728.50
0.001
0.060
0.21
0.90
5.0
5.5
1.0
0.0
1.0
5.3
1.0
0.1
410
401
0409
L
13+58
44 Rt
CB
727.83
0.070
0.050
0.27
0.60
5.0
5.5
0.9
0.0
0.9
2.6
0.9
0.0
410
401
0414
L
14+60
44 Rt
ADJ Cl
727.40
0.075
0.050
0.22
0.90
5.0
5.5
1.1
0.0
1.1
2.8
1.0
0.0
411
506
0505
L
22+88
26 Rt
Ex Cl
731.00
0.005
0.050
0.52
0.90
5.0
5.5
2.5
0.1
2.7
6.2
2.3
0.4
EX07
506
0504
L
22+87
40 Lt
Collar
732.65
0.070
0.070
0.00
0.00
0.0
0.3
0.0
0.3
506
0503
L
22+88
44 Lt
CB
736.33
SAG
0.070
0.28
0.80
5.0
5.5
1.2
0.0
1.2
3.2
N/A
N/A
506
0502
L
22+45
45 Lt
CB
735.23
0.070
0.070
0.51
0.65
5.0
5.5
1.8
0.0
1.8
2.8
1.8
0.1
EX07
506
0507
L
23+67
44 Lt
CB
736.13
0.070
0.070
0.19
0.90
5.0
5.5
0.9
0.0
0.9
2.2
0.9
0.0
505
506
0501
L
22+25
52 Lt
2GI
732.90
SAG
0.330
0.37
0.40
5.0
5.5
0.8
0.0
0.8
0.6
N/A
N/A
506
0508
L
24+11
45 Lt
CB
735.33
0.070
0.070
0.56
0.80
5.0
5.5
2.5
0.0
2.5
3.1
2.3
0.1
505
509
0511
L
25+67
26 Rt
CB
734.03
0.005
0.065
0.04
0.90
5.0
5.5
0.2
0.0
0.2
2.1
0.2
0.0
505
509
0510
L
25+67
34 Lt
CB
733.07
0.005
0.025
0.05
0.90
5.0
5.5
0.2
0.0
0.2
2.6
0.2
0.0
514
10
Printed 9/30/2019

CREATE DATE
REV. DATE:
I.D. NO.:
DESCRIPTION:
9/30/2019
Alamance Church Road
INLET COMPUTATION SHEET
PROJ. NO.: P05187 COUNTY: Guilford
DESIGNED BY:
REVD BY:
RCH
JGD
LOCATION
ROADWAY
RUNOFF
INLET
REMARKS
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0514
L
26+78
34 Lt
CB
732.43
SAG
0.025
0.35
0.90
5.0
5.5
1.7
0.0
1.7
7.8
N/A
N/A
509
0512
L
25+67
53 Lt
CB
734.23
SAG
0.020
0.20
0.90
5.0
5.5
1.0
0.0
1.0
5.5
N/A
N/A
509
0515
L
27+50
34 Lt
CB
732.43
SAG
0.065
0.45
0.90
5.0
5.5
2.2
0.2
2.4
4.1
N/A
N/A
509
0513
L
26+64
56 Lt
CB
734.23
SAG
0.025
0.24
0.80
5.0
5.5
1.0
0.0
1.0
7.9
N/A
N/A
509
0517
Y3
13+25
15 Rt
MDCB
734.06
0.034
0.020
0.15
0.90
5.0
5.5
0.8
0.0
0.8
3.6
0.7
0.1
515
509
0524
L
28+65
27 Lt
CB
733.78
0.012
0.059
0.35
0.90
5.0
5.5
1.7
0.1
1.8
3.8
1.7
0.1
515
509
0519
Y3
12+00
15 Rt
MDCB
739.41
0.056
0.040
0.10
0.90
5.0
5.5
0.5
0.7
1.1
2.5
1.1
0.0
517
509
0516
Y3
13+25
40 Rt
DI
735.50
SAG
0.060
0.44
0.40
5.0
5.5
1.0
0.0
1.0
3.1
N/A
N/A
509
0523
L
28+80
46 Lt
2G1
733.40
SAG
0.250
1.04
0.40
5.0
5.5
2.3
0.0
2.3
1.3
N/A
N/A
509
0520
Y3
11+20
15 Rt
CB
744.46
0.066
0.036
0.77
0.80
5.0
5.5
3.4
0.0
3.4
4.7
2.7
0.7
519
509
0518
Y3
12+00
48 Rt
DI
741.00
SAG
0.030
0.11
0.40
5.0
5.5
0.2
0.0
0.2
3.1
N/A
N/A
509
0521
Y3
11+19
6 Rt
Adi MH
745.14
0.066
0.035
3.96
0.45
10.0
1.9
3.4
0.0
3.4
526
0525
Y4
10+70
15 Lt
CB
736.41
0.006
0.021
0.03
0.90
5.0
5.5
0.1
0.0
0.1
1.9
0.1
0.0
515
601
0602
L
31+10
24 Lt
MDCB
738.44
0.021
0.040
0.23
0.90
5.0
5.5
1.1
0.2
1.3
3.6
1.2
0.1
524
601
0604
L
32+50
24 Lt
CB
742.60
0.034
0.020
0.11
0.90
5.0
5.5
0.5
0.5
1.1
4.5
0.9
0.2
602
601
0603
L
32+84
47 Lt
2G1
745.00
SAG
0.100
2.68
0.40
10.0
5.5
5.9
0.0
5.9
6.8
N/A
N/A
601
0606
L
33+50
24 Lt
CB
746.55
0.041
0.020
0.28
0.90
5.0
5.5
1.4
0.0
1.4
4.9
1.1
0.2
604
601
0619
L
32+50
24 Rt
CB
743.51
0.034
-0.018
0.05
0.90
5.0
5.5
0.2
0.0
0.2
2.9
0.2
0.0
602
601
0605
L
33+20
40 Lt
2G1
745.30
SAG
0.250
0.37
0.40
5.0
5.5
0.8
0.0
0.8
0.6
N/A
N/A
601
0607
L
33+50
24 Rt
CB
746.73
0.041
0.012
0.24
0.90
5.0
5.5
1.2
0.0
1.2
6.3
0.9
0.3
604
601
0609
L
35+23
24 Lt
CB
753.64
0.041
0.020
0.12
0.70
5.0
5.5
0.5
0.0
0.5
2.3
0.5
0.0
606
601
0608
L
35+23
45 Lt
DI
11 754.50
SAG
0.100
0.19
0.40
5.0
5.5
0.4
0.0
0.4
2.1
N/A
N/A
11
Printed 9/30/2019

CREATE DATE
REV. DATE:
I.D. NO.:
DESCRIPTION:
9/30/2019
Alamance Church Road
INLET COMPUTATION SHEET
PROJ. NO.: P05187 COUNTY: Guilford
DESIGNED BY:
REVD BY:
RCH
JGD
LOCATION
ROADWAY
RUNOFF
INLET
REMARKS
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601
0611
L
36+20
24 Lt
CB
757.80
0.042
0.015
0.10
0.90
5.0
5.5
0.5
0.1
0.6
3.3
0.6
0.0
609
601
0610
L
36+20
43 Lt
DI
757.00
SAG
0.020
0.69
0.40
5.0
5.5
1.5
0.0
1.5
8.3
N/A
N/A
601
0613
L
37+00
24 Lt
CB
761.23
0.044
0.016
0.14
0.90
5.0
5.5
0.7
0.2
0.9
4.3
0.8
0.1
611
601
0612
L
37+00
52 Lt
OE Pipe
761.10
0.033
0.000
2.92
0.40
10.0
0.6
0.7
0.0
0.7
601
0614
L
37+85
24 Lt
CB
764.39
0.044
0.040
0.42
0.90
5.0
5.5
2.1
0.0
2.1
3.9
1.9
0.2
613
601
0617
L
37+00
24 Rt
CB
762.00
0.044
-0.016
0.01
0.60
2.0
5.5
0.0
0.0
0.0
1.5
0.0
0.0
607
601
0620
L
39+50
24 Lt
CB
772.10
0.044
0.020
0.13
0.90
2.0
5.5
0.6
0.2
0.8
3.3
0.7
0.0
614
601
0701
L
40+48
24 Lt
CB
776.40
0.044
0.020
0.06
0.90
5.0
5.5
0.3
0.9
1.2
4.3
1.0
0.2
620
601
0618
L
39+50
24 Rt
CB
773.01
0.044
-0.018
0.03
0.60
2.0
5.5
0.1
0.0
0.1
1.9
0.1
0.0
614
601
0702
L
40+48
24 Rt
CB
775.58
0.044
0.054
0.13
0.90
5.0
5.5
0.6
0.4
1.1
2.1
1.1
0.0
613
601
0703
L
41+20
24 Lt
CB
778.83
0.022
0.017
0.40
0.60
5.0
5.5
1.3
1.2
2.5
8.6
1.6
0.9
701
601
0719
L
40+65
42 Lt
DI
777.25
SAG
0.100
0.32
0.40
5.0
5.5
0.7
0.0
0.7
3.0
N/A
N/A
601
0704
Y6
10+52
15 Rt
CB
781.92
0.021
0.028
0.73
0.60
5.0
5.5
2.4
0.0
2.4
6.2
1.8
0.6
703
601
0705
L
42+07
24 Lt
MDCB
782.13
0.022
0.017
0.49
0.60
5.0
5.5
1.6
0.3
1.9
7.6
1.3
0.6
703
601
0706
L
42+07
24 Rt
CB
782.37
0.034
0.020
0.07
0.50
5.0
5.5
0.2
1.6
1.8
5.9
1.4
0.4
702
601
0708
L
43+57
34 Lt
JB w/ MH
788.50
0.022
0.100
0.00
0.00
0.0
3.1
0.0
3.1
601
0716
L
42+24
23 Rt
CB
782.96
0.034
0.020
1.21
0.60
10.0
5.5
4.0
0.0
4.0
8.6
2.4
1.6
706
601
0710
L
44+79
40 Lt
Ex MH
793.00
0.022
0.020
0.00
0.00
0.0
0.7
0.0
0.7
601
0707
L
43+57
45 Lt
DI
788.20
SAG
0.100
1.96
0.40
10.0
5.5
4.3
0.0
4.3
9.9
N/A
N/A
601
0709
L
43+57
24 Lt
CB
788.03
0.022
0.020
0.23
0.90
5.0
5.5
1.1
0.3
1.5
6.0
1.1
0.3
705
601
0718
L
46+48
31 Lt
MDCB
798.23
0.023
0.008
0.16
0.90
5.0
5.5
0.8
0.2
1.0
8.8
0.7
0.3
709
601
1 0714
rY7
1 13+20
18 Rt
MBCB
799.43
0.019
0.007
0.05
0.90
5.0
5.5
0.3
0.5
0.8
8.8
0.6
0.2
718
12
Printed 9/30/2019

CREATE DATE
REV. DATE:
I.D. NO.:
DESCRIPTION:
9/30/2019
Alamance Church Road
INLET COMPUTATION SHEET
PROJ. NO.: P05187 COUNTY: Guilford
DESIGNED BY:
REVD BY:
RCH
JGD
LOCATION
ROADWAY
RUNOFF
INLET
REMARKS
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601
0717
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47+25
26 Lt
Ex. MH
799.50
0.021
0.020
0.00
0.00
0.0
1.5
0.0
1.5
601
0713
Y7
12+57
18 Rt
MDCB
799.73
0.011
0.008
0.30
0.90
5.0
5.5
1.5
0.0
1.5
12.8
0.9
0.5
714
601
0711
L
47+42
34 Lt
Ex CI
800.20
0.022
0.033
0.08
0.90
5.0
5.5
0.4
0.0
0.4
3.2
0.4
0.0
709
601
0712
L
47+74
49 Lt
Ex DI
800.70
SAG
0.100
0.46
0.90
5.0
5.5
2.3
0.0
2.3
6.5
N/A
N/A
601
0715
Y7
13+04
19 Lt
Ex CB
799.60
SAG
0.020
0.36
0.90
5.0
5.5
1.8
0.0
1.8
11.0
N/A
N/A
616
0615
L
31 +05
55 Lt
H W
738.00
0.030
0.100
12.28
0.40
15.0
0.3
1.3
0.0
1.3
805
0804
L
51+50
24 Rt
CB
796.04
0.020
0.018
0.05
0.90
5.0
5.5
0.2
1.0
1.2
5.9
1.0
0.2
813
805
0802
L
51+50
33 Lt
CB
796.61
0.020
0.010
0.14
0.90
5.0
5.5
0.7
0.2
0.9
7.3
0.7
0.2
813
805
0803
L
50+90
24 Rt
CB
797.51
0.024
0.018
0.82
0.60
5.0
5.5
2.7
0.0
2.7
8.4
1.7
1.0
804
805
0801
L
50+00
33 Lt
CB
799.63
0.024
0.013
0.17
0.90
5.0
5.5
0.9
0.0
0.9
5.7
0.7
0.2
802
818
0815
L
54+69
24 Rt
CB
791.10
0.003
0.020
0.09
0.90
5.0
5.5
0.4
0.1
0.6
6.1
0.5
0.0
816
818
0814
L
54+10
24 Rt
CB
791.69
0.017
0.020
0.10
0.90
5.0
5.5
0.5
0.4
0.9
5.1
0.8
0.1
815
818
0816
L
54+82
24 Rt
CB
791.08
SAG
0.020
0.07
0.90
5.0
5.5
0.4
0.2
0.5
2.3
N/A
N/A
818
0822
L
54+72
19 Lt
ADJ MH
791.76
0.014
-0.020
0.00
0.00
0.0
0.1
0.0
0.1
818
0813
L
53+50
24 Rt
CB
792.47
0.017
0.031
0.35
0.90
5.0
5.5
1.7
0.4
2.2
5.8
1.7
0.4
814
818
0817
L
55+58
24 Rt
CB
791.74
0.017
0.020
0.18
0.90
5.0
5.5
0.9
0.0
0.9
4.9
0.8
0.1
816
818
0807
L
54+57
48 Lt
Adj CI
792.33
0.040
0.020
0.09
0.90
5.0
5.5
0.4
0.0
0.4
2.0
0.4
0.0
810
818
0810
L
54+75
25 Lt
CB
792.07
SAG
-0.020
0.02
0.90
5.0
5.5
0.1
0.0
0.1
-22.3
N/A
N/A
818
0806
L
54+27
47 Lt
Adj CI
792.53
0.040
0.020
0.13
0.90
5.0
5.5
0.7
0.0
0.7
3.0
0.6
0.0
810
818
0808
L
54+75
48 Lt
2G1
790.40
SAG
0.330
2.87
0.40
15.0
5.5
6.3
0.0
6.3
2.2
N/A
N/A
818
0812
L
56+25
24 Lt
CB
793.65
0.033
0.010
0.16
0.90
5.0
5.5
0.8
0.0
0.8
6.0
0.6
0.2
811
818
0809
L
55+00
48 Lt
I DI
790.50
SAG
1 0.100
0.12
0.40
5.0
5.5
0.3
0.0
0.3
1.6
1 N/A
N/A
13
Printed 9/30/2019

CREATE DATE
REV. DATE:
I.D. NO.:
DESCRIPTION:
9/30/2019
Alamance Church Road
INLET COMPUTATION SHEET
PROJ. NO.: P05187 COUNTY: Guilford
DESIGNED BY:
REVD BY:
RCH
JGD
LOCATION
ROADWAY
RUNOFF
INLET
REMARKS
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0821
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56+25
40 Lt
DI
793.40
SAG
0.250
0.46
0.40
5.0
5.5
1.0
0.0
1.0
1.5
N/A
N/A
818
0823
L
55+97
40 Lt
DI
793.00
SAG
0.250
0.05
0.40
5.0
5.5
0.1
0.0
0.1
0.3
N/A
N/A
818
0824
L
57+48
40 Lt
DI
798.00
SAG
0.250
0.58
0.40
5.0
5.5
1.3
0.0
1.3
1.8
N/A
N/A
904
0903
L
60+68
24 Rt
CB
793.45
0.006
0.020
0.22
0.90
5.0
5.5
1.1
0.0
1.1
7.1
0.9
0.2
905
904
0905
L
61+27
24 Rt
CB
793.27
SAG
0.020
0.11
0.90
5.0
5.5
0.5
0.3
0.8
4.6
N/A
N/A
904
0902
L
60+68
24 Lt
CB
793.45
0.006
0.020
0.08
0.90
5.0
5.5
0.4
0.2
0.6
5.3
0.6
0.1
907
904
0906
L
61+97
24 Rt
CB
793.52
0.007
0.020
0.18
0.90
5.0
5.5
0.9
0.0
0.9
6.2
0.8
0.1
905
904
0901
L
60+68
40 Lt
DI
792.70
SAG
0.250
1.87
0.40
5.0
5.5
4.1
0.0
4.1
6.7
N/A
N/A
904
0820
L
59+71
24 Lt
CB
794.53
0.016
0.020
0.33
0.70
5.0
5.5
1.3
0.0
1.3
6.0
1.0
0.2
902
904
0907
L
61+27
24 Lt
CB
793.27
SAG
0.020
0.42
0.50
5.0
5.5
1.2
0.2
1.3
7.6
N/A
N/A
904
0819
L
59+78
43 Lt
DI
794.50
SAG
0.100
0.36
0.40
5.0
5.5
0.8
0.0
0.8
3.2
N/A
N/A
904
0908
L
62+05
24 Lt
CB
793.58
0.008
0.020
0.10
0.90
5.0
5.5
0.5
0.3
0.8
5.7
0.7
0.1
907
904
0911
L
63+00
24 Lt
CB
794.68
0.013
0.020
0.50
0.50
5.0
5.5
1.4
0.0
1.4
6.6
1.1
0.3
908
904
0909
Y9
10+50
20 Rt
2G1
794.40
SAG
0.125
0.48
0.40
5.0
5.5
1.0
0.0
1.0
1.7
N/A
N/A
904
0910
Y9
10+50
20 Lt
2G1
794.70
SAG
0.140
1.10
0.50
5.0
5.5
3.0
0.0
3.0
3.1
N/A
N/A
1008
1007
L
73+20
26 Rt
JB w/ MH
769.00
0.025
0.000
0.00
0.00
0.0
1.5
0.0
1.5
1008
1006
L
72+99
17 Lt
CB to TBJB
766.48
0.016
0.030
0.00
0.00
0.0
1.5
0.0
1.5
1008
1033
L
74+15
24 Rt
CB
766.53
SAG
0.010
0.02
0.70
5.0
5.5
0.1
0.0
0.1
3.1
N/A
N/A
1008
1013
L
73+10
24 Lt
CB
765.85
0.014
0.030
0.05
0.90
5.0
5.5
0.2
1.0
1.2
4.7
1.1
0.1
1016
1 008
1005
L
72+87
58 Lt
HW
763.00
0.025
0.000
14.08
0.50
15.0
0.2
1.5
0.0
1.5
1008
1016
L
73+97
24 Lt
CB
765.13
0.003
0.030
0.18
0.80
5.0
5.5
0.8
0.6
1.4
7.0
1.2
0.2
1019
1008
1019
L
74+15
24 Lt
CB
765.02
SAG
0.030
0.11
0.90
5.0
5.5
0.6
0.3
0.9
3.3
N/A
N/A
14
Printed 9/30/2019

CREATE DATE
REV. DATE:
I.D. NO.:
DESCRIPTION:
9/30/2019
Alamance Church Road
INLET COMPUTATION SHEET
PROJ. NO.: P05187 COUNTY: Guilford
DESIGNED BY:
REVD BY:
RCH
JGD
LOCATION
ROADWAY
RUNOFF
INLET
REMARKS
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1034
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74+79
24 Lt
CB
765.62
0.009
0.020
0.17
0.90
5.0
5.5
0.8
0.0
0.8
5.7
0.7
0.1
1019
1008
1015
L
74+15
43 Lt
2G1
764.40
SAG
0.250
1.77
0.40
10.0
5.5
3.9
0.0
3.9
2.1
N/A
N/A
1008
1022
L
76+10
24 Lt
CB
767.91
0.026
0.020
0.10
0.90
5.0
5.5
0.5
0.0
0.5
2.9
0.5
0.0
1034
1008
1014
Y11
12+24
15 Lt
CB
765.31
0.011
0.020
0.06
0.80
5.0
5.5
0.3
1.6
1.8
7.9
1.3
0.5
1016
1008
1024
Y12
10+56
15 Rt
CB
769.42
0.005
0.013
0.01
0.90
5.0
5.5
0.0
0.0
0.0
1.2
0.0
0.0
1022
1008
1021
L
76+10
24 Rt
CB
767.91
0.026
0.020
0.15
0.90
5.0
5.5
0.7
0.3
1.0
4.6
0.9
0.1
1020
1008
1027
Y12
10+56
15 Lt
MDCB
770.00
0.005
0.020
0.01
0.80
5.0
5.5
0.1
0.0
0.1
1.3
0.1
0.0
1041
1008
1023
Y12
10+48
15 Rt
CB
769.46
SAG
0.010
0.51
0.50
5.0
5.5
1.4
1.1
2.5
27.0
N/A
N/A
1008
1020
L
75+57
24 Rt
CB
766.95
0.003
0.010
0.04
0.90
5.0
5.5
0.2
0.1
0.3
7.4
0.3
0.0
1019
1008
1028
L
77+25
24 Lt
CB
771.15
0.028
0.020
0.06
0.90
5.0
5.5
0.3
0.2
0.5
2.9
0.5
0.0
1022
1008
1041
Y12
10+48
15 Lt
MDCB
769.73
SAG
0.020
1.02
0.45
10.0
5.5
2.5
0.0
2.5
13.8
N/A
N/A
1008
1031
L
78+00
24 Lt
CB
773.28
0.028
0.020
0.24
0.60
5.0
5.5
0.8
0.5
1.3
5.2
1.0
0.2
1028
1008
1018
L
77+25
41 Lt
2G1
770.50
SAG
0.250
0.48
0.50
5.0
5.5
1.3
0.0
1.3
1.0
N/A
N/A
1008
1025
Y12
10+00
12 Lt
Ex CI
771.90
0.022
0.020
1.09
0.50
5.0
5.5
3.0
0.0
3.0
8.4
1.9
1.1
1023
1008
1029
L
79+00
24 Lt
CB
776.11
0.028
0.020
0.48
0.60
5.0
5.5
1.6
0.2
1.8
6.3
1.4
0.5
1031
1008
1032
L
78+00
24 Rt
CB
773.28
0.028
0.020
0.27
0.90
5.0
5.5
1.3
0.0
1.3
5.3
1.1
0.3
1021
1008
1030
L
79+88
24 Lt
CB
778.60
0.028
0.020
0.39
0.60
5.0
5.5
1.3
0.0
1.3
5.2
1.0
0.2
1029
1037
1036
L
72+50
24 Rt
CB
768.38
0.022
-0.030
0.01
0.80
5.0
5.5
0.1
0.0
0.1
3.3
0.1
0.0
1026
1037
1002
L
70+93
24 Rt
CB
772.58
0.043
0.010
0.24
0.60
5.0
5.5
0.8
0.2
1.0
6.4
0.8
0.3
1013
1037
1035
L
72+50
24 Lt
CB
766.94
0.022
0.030
0.24
0.90
5.0
5.5
1.2
0.0
1.2
4.0
1.0
0.1
1026
1037
0917
L
69+75
24 Rt
CB
778.20
0.052
0.020
0.42
0.50
5.0
5.5
1.2
0.3
1.4
4.7
1.2
0.2
1002
1037
1001
L
70+93
24 Lt
CB
772.34
0.043
0.020
0.59
0.65
5.0
5.5
2.1
0.3
2.4
6.4
1.7
0.7
1013
15
Printed 9/30/2019

CREATE DATE
REV. DATE:
I.D. NO.:
DESCRIPTION:
9/30/2019
Alamance Church Road
INLET COMPUTATION SHEET
PROJ. NO.: P05187 COUNTY: Guilford
DESIGNED BY:
REVD BY:
RCH
JGD
LOCATION
ROADWAY
RUNOFF
INLET
REMARKS
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24 Lt
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766.33
0.018
0.030
0.05
0.90
5.0
5.5
0.2
0.1
0.4
2.0
0.4
0.0
1013
1037
0916
L
69+28
24 Rt
CB
780.67
0.052
0.020
0.53
0.45
5.0
5.5
1.3
0.2
1.5
4.8
1.2
0.3
917
1037
0915
L
68+00
24 Rt
CB
787.39
0.052
0.020
0.50
0.50
5.0
5.5
1.4
0.0
1.4
4.5
1.1
0.2
916
1037
0914
L
68+00
24 Lt
CB
787.39
0.052
0.020
0.34
0.60
5.0
5.5
1.1
0.4
1.5
4.8
1.2
0.3
1001
1037
0913
L
66+35
24 Lt
CB
794.02
0.022
0.020
0.42
0.60
5.0
5.5
1.4
0.3
1.7
6.4
1.3
0.4
914
1037
0912
L
65+90
24 Lt
CB
794.81
0.012
0.020
0.50
0.50
5.0
5.5
1.4
0.0
1.4
6.7
1.1
0.3
913
1039
1038
L
73+58
242 Rt
RISER
763.50
SAG
-0.330
0.00
0.00
0.0
15.6
0.0
15.6
7.1
N/A
N/A
1040
1017
L
72+04
55 Rt
2G1
766.00
SAG
0.330
0.09
0.40
5.0
5.5
0.2
0.0
0.2
0.2
N/A
N/A
1040
1003
L
71+70
55 Rt
2G1-A
767.80
SAG
0.125
0.97
0.40
5.0
5.5
2.1
0.0
2.1
2.8
N/A
N/A
1105
1104
L
84+44
24 Rt
CB
777.69
SAG
0.020
0.13
0.90
5.0
5.5
0.6
0.1
0.8
4.0
N/A
N/A
1105
1102
L
84+44
24 Lt
CB
777.65
SAG
0.020
0.24
0.60
5.0
5.5
0.8
0.1
0.9
4.9
N/A
N/A
1105
1103
L
83+65
24 Rt
CB
778.16
0.012
0.020
0.11
0.90
5.0
5.5
0.5
0.0
0.5
3.9
0.5
0.0
1104
1105
1115
L
85+25
24 Rt
CB
778.18
0.011
0.020
0.13
0.90
5.0
5.5
0.6
0.2
0.8
5.2
0.7
0.1
1104
1105
1116
L
85+25
24 Lt
CB
778.14
0.011
0.020
0.11
0.60
5.0
5.5
0.4
0.0
0.4
3.0
0.3
0.0
1102
1105
1114
L
83+65
24 Lt
CB
778.12
0.012
0.020
0.20
0.60
5.0
5.5
0.6
0.0
0.7
4.7
0.6
0.1
1102
1105
1110
L
86+89
24 Lt
CB
780.01
0.011
0.020
0.24
0.70
5.0
5.5
0.9
0.5
1.4
7.0
1.1
0.3
1107
1105
1101
L
82+50
24 Lt
CB
779.87
0.016
0.020
0.16
0.70
5.0
5.5
0.6
0.0
0.6
4.0
0.6
0.0
1114
1105
1112
L
88+82
28 Lt
DI to JB
783.10
0.011
0.020
0.00
0.00
0.0
1.5
0.0
1.5
1105
1111
L
86+89
24 Rt
CB
780.05
0.011
0.020
0.15
0.90
5.0
5.5
0.8
0.3
1.0
5.9
0.9
0.2
1115
1105
1117
L
82+50
42 Lt
DI
779.50
SAG
0.250
0.47
0.40
5.0
5.5
1.0
0.0
1.0
1.5
N/A
N/A
1105
1113
L
89+70
24 Lt
CB
783.22
0.011
0.020
0.77
0.40
5.0
5.5
1.7
0.0
1.7
7.6
1.3
0.4
1110
1105
1119
L
88+82
24 Lt
CB
782.25
0.011
0.020
0.28
0.50
5.0
1 5.5
0.8
0.0
0.8
5.0
0.7
0.1
1110
16
Printed 9/30/2019

CREATE DATE
REV. DATE:
I.D. NO.:
DESCRIPTION:
9/30/2019
Alamance Church Road
INLET COMPUTATION SHEET
PROJ. NO.: P05187 COUNTY: Guilford
DESIGNED BY:
REVD BY:
RCH
JGD
LOCATION
ROADWAY
RUNOFF
INLET
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CU
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D.A.
C
T,
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QB
+
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1105
1202
L
91+00
24 Lt
CB
784.70
0.011
0.020
0.10
0.90
5.0
5.5
0.5
0.0
0.5
3.8
0.5
0.0
1113
1105
1118
L
88+82
24 Rt
CB
782.25
0.011
0.020
0.27
0.90
5.0
5.5
1.3
0.0
1.3
6.7
1.1
0.3
1111
1105
1201
L
91+00
45 Lt
DI
784.00
SAG
0.050
0.69
0.40
5.0
5.5
1.5
0.0
1.5
9.9
N/A
N/A
1205
1206
L
95+38
24 Lt
MDCB
780.66
0.028
0.020
0.06
0.90
5.0
5.5
0.3
0.3
0.6
3.0
0.5
0.0
1205
1204
L
94+60
24 Lt
CB
783.14
0.025
0.020
0.40
0.60
5.0
5.5
1.3
0.0
1.3
5.5
1.1
0.3
1206
1205
1203
L
94+60
24 Rt.
MDCB
783.14
0.025
0.020
0.40
0.60
5.0
5.5
1.3
0.0
1.3
5.5
1.1
0.3
17
Printed 9/30/2019

CREATE DATE: 9/30/2019 STORM DRAIN DESIGN COMPUTATIONS
REV. DATE
I.D. NO.:
PROJ. NO.: P05187 COUNTY: Guilford
DESCRIPTION: Alamance Church Road
DESIGNED BY
REVD BY
RCH
JGD
LOCATION
RUNOFF
PIPE
DESIGN
STRUCTURE
.-.
_
TIME OF
C7
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w
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5.6
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14.8
5.6
5.65
722.13
720.75
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2.57
1.72
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7
10
5.6
9.6
727.50
726.40
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13.0
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6.40
722.73
721.10
720.75
401
116
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0403
0.96
0.51
12
5
7
10
5.6
2.9
729.00
727.50
0.082
15
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9.0
9.4
5.68
724.36
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1.61
723.32
722.35
13.0
7.7
401
119
0410
1.21
73
5
6
10
5.6
6.8
726.50
727.50
0.015
0.004
18
C
E
4.30
723.27
722.20
721.10
727.93
729.00
401
126
0407
0406
0.51
0.32
34
5
6
10
5.6
1.8
0.005
15
C
4.9
3.7
3.62
724.91
724.31
724.14
401
127
0404
0406
0.15
0.06
28
5
5
10
5.6
0.3
727.70
729.00
0.005
15
C
4.9
2.3
2.75
725.26
724.95
724.81
401
128
0405
0406
0.15
0.08
7
5
5
10
5.6
0.4
728.50
729.00
0.059
15
C
9.0
5.4
2.75
726.22
725.75
725.35
401
120
0411
0410
1.52
1.13
65
5
6
10
5.6
6.3
726.30
726.50
0.009
0.008
15
C
E
6.7
6.2
3.50
724.30
722.80
722.20
401
125
0408
0407
0.30
0.19
30
5
6
10
5.6
1.0
727.83
727.93
0.005
15
C
4.9
3.2
3.27
725.00
724.56
724.41
401
121
0413
0411
0.99
0.66
28
5
6
10
5.6
3.7
727.35
726.30
0.037
15
C
E
9.0
8.6
2.80
725.57
0412
0.21
724.55
723.50
9.0
8.8
401
123
0411
0.19
27
5
5
10
5.6
1.1
728.50
726.30
0.091
15
C
3.25
725.91
725.25
722.80
727.83
727.83
401
124
0409
0408
0.27
0.16
31
5
5
10
5.6
0.9
0.005
15
C
4.9
3.1
3.00
725.34
724.83
724.66
401
122
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0413
0.22
0.19
26
5
5
10
5.6
1.1
727.40
727.35
0.029
15
C
E
9.0
5.9
2.10
725.87
725.30
724.55
506
129
0505
0506
2.43
1.79
20
5
6
10
5.6
10.0
731.00
0.00
0.055
0.081
15
S
E
#8.2#
8.3
5.30
727.62
725.70
724.60
506
130
0504
0505
1.91
1.32
64
6
10
5.6
7.4
732.65
731.00
0.058
0.045
15
S
E
8.4
7.7
2.35
731.49
730.30
726.60
506
133
0503
0504
1.91
1.32
4
5
6
10
5.6
7.4
736.33
732.65
0.028
0.045
15
S
#5.9#
6.2
5.93
732.26
730.40
730.30
18
Printed 9/30/2019

CREATE DATE: 9/30/2019 STORM DRAIN DESIGN COMPUTATIONS
REV. DATE
I.D. NO.:
PROJ. NO.: P05187 COUNTY: Guilford
DESCRIPTION: Alamance Church Road
DESIGNED BY
REVD BY
RCH
JGD
LOCATION
RUNOFF
PIPE
DESIGN
STRUCTURE
.-.
_
TIME OF
C7
H
W
p
C�
w
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p
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NUMBER
Q
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506
132
0502
0503
0.88
0.48
43
5
6
10
5.6
2.7
735.23
736.33
0.003
15
C
4.1
2.2
4.58
732.36
730.65
730.50
506
134
0507
0503
0.75
0.62
82
5
5
10
5.6
3.5
736.13
736.33
0.005
15
C
4.9
4.5
4.10
732.86
732.03
731.62
506
131
0501
0502
0.37
0.15
19
5
5
10
5.6
0.8
732.90
735.23
0.005
15
C
4.9
0.7
1.95
732.37
730.95
730.85
506
135
0508
0507
0.56
0.45
41
5
5
10
5.6
2.5
735.33
736.13
0.005
15
C
4.9
4.0
3.00
733.27
732.33
732.13
509
115
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0509
10.98
6.38
26
5
12
12
5.3
33.8
734.03
0.00
0.029
0.006
30
C
43.0
11.5
9.48
726.58
724.55
723.80
509
114
0510
0511
10.94
6.35
56
5
12
12
5.3
33.7
733.07
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30
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12.8
6.77
729.04
726.30
724.65
509
111
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7.96
4.48
106
5
11
11
5.4
24.1
732.43
733.07
0.005
30
C
31.4
7.0
4.78
729.58
727.65
727.12
509
112
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0510
2.94
1.82
18
5
10
10
5.6
10.2
734.23
733.07
0.066
0.008
18
C
13.0
11.5
3.25
732.95
730.98
729.82
509
110
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7.37
3.98
66
5
11
11
5.4
21.6
732.43
732.43
0.005
30
C
31.4
6.9
4.25
730.23
728.18
727.85
509
113
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0514
0.24
0.19
25
5
5
10
5.6
1.1
734.23
732.43
0.073
15
C
9.0
8.1
3.00
731.90
731.23
729.43
509
108
0517
0515
5.54
2.85
89
5
11
11
5.5
15.6
734.06
732.43
0.021
0.004
24
C
25.0
10.4
3.85
732.04
730.21
728.38
509
109
0524
0515
1.39
0.73
107
5
5
10
5.6
4.1
733.78
732.43
0.009
0.003
15
C
6.5
5.6
3.42
731.45
730.36
729.43
509
106
0519
0517
4.94
2.53
117
5
10
10
5.6
14.1
739.41
734.06
0.048
0.003
24
C
25.0
14.1
3.35
737.55
736.06
730.41
509
107
0516
0517
0.44
0.18
23
5
5
10
5.6
1.0
735.50
734.06
0.094
15
C
9.0
8.7
2.25
733.94
733.25
731.06
509
103
0523
0524
1.04
0.42
22
5
5
10
5.6
2.3
733.40
733.78
0.004
15
C
4.6
2.5
2.75
731.58
730.65
730.56
509
104
0520
0519
4.74
2.40
72
5
10
10
5.6
13.4
744.46
739.41
0.061
0.014
18
C
#13#
14.7
3.51
743.06
740.95
736.56
19
Printed 9/30/2019

CREATE DATE: 9/30/2019 STORM DRAIN DESIGN COMPUTATIONS
REV. DATE
I.D. NO.:
PROJ. NO.: P05187 COUNTY: Guilford
DESCRIPTION: Alamance Church Road
DESIGNED BY
REVD BY
RCH
JGD
LOCATION
RUNOFF
PIPE
DESIGN
STRUCTURE
.-.
_
TIME OF
C7
H
w
W
p
C�
w
�
g
p
w
NUMBER
Q
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CONCENTRATION
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2
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a
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w
a
z
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Cl
INV
INV
2
w
LU >
00
509
105
0518
0519
0.11
0.04
31
5
5
10
5.6
0.2
741.00
739.41
0.076
15
C
9.0
5.4
2.25
739.16
738.75
736.41
509
137
0521
0520
3.96
1.78
6
10
10
10
5.6
10.0
745.14
744.46
0.007
0.008
18
C
#9.8#
5.7
3.94
743.62
741.20
741.16
736.41
0.00
526
102
0525
0526
0.03
0.03
20
5
5
10
5.6
0.1
0.021
15
C
9.0
2.9
3.00
733.62
733.41
733.00
601
138
0602
0601
15.70
8.66
71
5
22
22
4.1
35.2
738.44
0.00
0.005
36
C
51.1
7.8
4.58
736.46
733.86
733.50
742.60
738.44
601
75
0604
0602
15.47
8.45
133
5
22
22
4.1
34.5
0.029
0.020
24
C
#25#
14.3
4.69
740.67
737.91
734.10
601
76
0603
0604
3.05
1.22
40
10
10
10
5.6
6.8
745.00
742.60
0.062
0.010
15
C
9.0
12.1
2.95
743.64
742.05
739.60
746.55
742.60
601
78
0606
0604
12.26
7.09
97
5
22
22
4.1
29.1
0.037
0.014
24
C
#25#
14.8
4.07
744.66
742.48
738.85
601
151
0619
0604
0.05
0.04
44
5
5
10
5.6
0.2
743.51
742.60
0.021
15
C
9.0
3.4
3.00
740.78
740.51
739.60
601
77
0605
0603
0.37
0.15
34
5
5
10
5.6
0.8
745.30
745.00
0.009
15
C
6.6
0.7
2.75
743.66
742.55
742.25
601
79
0607
0606
0.24
0.22
44
5
5
10
5.6
1.2
746.73
746.55
0.005
15
C
4.9
1.0
3.19
744.69
743.55
743.33
601
80
0609
0606
11.74
6.62
170
5
22
22
4.1
27.3
753.64
746.55
0.041
0.012
24
C
#25#
15.8
3.85
751.80
749.79
742.80
754.50
753.64
601
81
0608
0609
0.19
0.07
19
5
5
10
5.6
0.4
0.084
15
C
9.0
6.5
2.25
752.75
752.25
750.64
601
82
0611
0609
11.44
6.46
95
5
21
21
4.1
26.8
757.80
753.64
0.042
0.012
24
C
#25#
15.0
3.99
755.92
753.81
749.89
601
83
0610
0611
0.69
0.27
17
5
5
10
5.6
1.5
757.00
757.80
0.005
15
C
4.9
1.3
2.25
755.95
754.75
754.66
601
84
0613
0611
10.65
6.10
77
5
21
21
4.2
25.4
761.23
757.80
0.042
0.011
24
C
#25#
14.5
3.97
759.23
757.26
754.05
761.10
761.
601
85
0612
0613
2.92
1.17
27
10
10
10
5.6
6.5
0.005
24
C
17.5
2.9
3.10
759.39
758.00
757.86
20
Printed 9/30/2019

CREATE DATE: 9/30/2019 STORM DRAIN DESIGN COMPUTATIONS
REV. DATE
I.D. NO.:
PROJ. NO.: P05187 COUNTY: Guilford
DESCRIPTION: Alamance Church Road
DESIGNED BY
REVD BY
RCH
JGD
LOCATION
RUNOFF
PIPE
DESIGN
STRUCTURE
.-.
_
TIME OF
C7
H
w
W
p
C�
w
�
g
p
w
NUMBER
Q
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CONCENTRATION
z
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a
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INV
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w
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00
601
86
0614
0613
7.58
4.80
81
5
12
12
5.2
24.9
764.39
761.23
0.038
0.010
24
C
25.0
14.1
3.85
762.53
760.54
757.48
601
152
0617
0613
0.01
0.01
44
2
2
10
5.6
0.0
762.00
761.23
0.017
15
C
9.0
0.0
3.00
759.23
759.00
758.23
772.10
764.39
601
87
0620
0614
7.16
4.42
158
2
12
11
5.5
24.1
0.048
0.010
24
C
25.0
16.2
3.95
770.19
768.15
760.64
601
153
0701
0620
7.00
4.29
94
5
11
11
5.5
23.4
776.40
772.10
0.034
0.009
24
C
25.0
13.5
4.89
773.50
771.51
768.35
601
154
0618
0620
0.03
0.02
44
2
2
10
5.6
0.1
773.01
772.10
0.021
15
C
9.0
2.6
3.00
770.21
770.01
769.10
601
88
0702
0701
0.13
0.11
44
5
5
10
5.6
0.6
775.58
776.40
0.005
15
C
4.9
0.5
3.00
773.51
772.58
772.36
601
89
0703
0701
6.50
4.00
69
5
11
11
5.5
21.9
778.83
776.40
0.035
0.008
24
C
25.0
13.1
3.75
777.21
775.08
772.65
601
147
0719
0701
0.32
0.13
23
5
5
10
5.6
0.7
777.25
776.40
0.068
15
C
9.0
7.1
2.25
775.55
775.00
773.40
601
90
0704
0703
0.73
0.44
40
5
5
10
5.6
2.4
781.92
778.83
0.077
15
C
9.0
10.5
3.00
779.90
778.92
775.83
782.13
778.83
601
91
0705
0703
5.37
3.32
84
5
10
10
5.5
18.3
0.036
0.006
24
C
25.0
13.0
3.93
779.99
778.20
775.18
601
92
0706
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1.29
0.76
44
5
10
10
5.6
4.3
782.37
782.13
0.005
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15
C
4.9
3.9
3.20
780.33
779.17
778.95
788.50
782.13
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3.60
2.26
148
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5.6
12.6
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18
C
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13.0
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786.59
784.50
779.30
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1.21
0.73
14
10
10
10
5.6
4.1
782.96
782.37
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15
C
9.0
8.3
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781.25
779.97
779.37
601
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1.41
1.27
120
7
10
5.6
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793.00
788.50
0.034
0.004
18
C
E
13.0
10.7
4.40
789.76
788.60
784.50
601
96
0707
0708
1.96
0.78
8
10
10
10
5.6
4.4
788.20
788.50
0.100
0.004
15
C
9.0
10.0
2.66
786.91
785.54
784.75
788.03
788.50
601
97
0709
0708
0.23
0.21
8
5
5
10
5.6
1.2
0.035
15
C
9.0
0.9
3.00
786.61
785.03
784.75
21
Printed 9/30/2019

CREATE DATE: 9/30/2019 STORM DRAIN DESIGN COMPUTATIONS
REV. DATE
I.D. NO.:
PROJ. NO.: P05187 COUNTY: Guilford
DESCRIPTION: Alamance Church Road
DESIGNED BY
REVD BY
RCH
JGD
LOCATION
RUNOFF
PIPE
DESIGN
STRUCTURE
.-.
_
TIME OF
C7
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5
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5.6
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798.23
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C
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2.45
797.65
796.98
795.98
601
146
0717
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0.91
0.82
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6
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5.6
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799.50
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13.0
9.4
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797.49
796.50
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601
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0.30
0.27
60
5
5
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5.6
1.5
799.73
799.43
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C
4.9
3.5
2.25
798.16
797.48
797.18
601
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0711
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0.91
0.82
16
5
6
10
5.6
4.6
800.20
799.50
0.019
18
C
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13.0
6.7
3.40
797.90
796.80
796.50
601
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0712
0711
0.46
0.42
33
5
5
10
5.6
2.3
800.70
800.20
0.046
15
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9.0
8.5
2.40
799.20
798.30
796.80
601
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0715
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0.36
0.32
61
5
5
10
5.6
1.8
799.60
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4.7
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798.97
798.20
797.60
616
139
0615
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12.28
4.91
104
15
15
15
4.7
23.1
738.00
0.00
0.005
36
C
51.1
7.0
3.98
736.32
734.02
733.50
805
70
0804
0805
1.18
0.82
38
5
9
10
5.6
4.6
796.04
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0.021
0.004
15
C
9.0
7.7
3.24
794.02
792.80
792.00
796.61
796.04
805
68
0802
0804
0.32
0.28
53
5
9
10
5.6
1.6
0.011
15
C
7.5
4.8
3.00
794.28
793.61
793.00
805
69
0803
0804
0.82
0.49
57
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5
10
5.6
2.8
797.51
796.04
0.026
15
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9.0
7.4
3.04
795.46
794.47
793.00
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0.17
0.16
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5
5
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5.6
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797.14
796.63
793.61
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60
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9.83
5.47
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5
15
15
4.7
25.6
791.10
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0.007
0.011
24
C
E
#20.9#
8.7
5.93
787.57
785.17
784.92
818
72
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0.54
0.48
57
5
6
10
5.6
2.7
791.69
791.10
0.009
15
C
6.5
5.0
3.10
789.30
788.59
788.10
818
73
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0.25
0.23
10
5
7
10
5.6
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791.08
791.10
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15
C
4.9
3.4
3.10
788.47
787.98
787.93
818
148
0822
0815
8.96
4.68
40
15
15
4.7
21.9
791.76
791.10
0.007
0.008
24
C
E
#20.2#
7.0
6.32
787.98
785.44
785.17
22
Printed 9/30/2019

CREATE DATE: 9/30/2019 STORM DRAIN DESIGN COMPUTATIONS
REV. DATE
I.D. NO.:
PROJ. NO.: P05187 COUNTY: Guilford
DESCRIPTION: Alamance Church Road
DESIGNED BY
REVD BY
RCH
JGD
LOCATION
RUNOFF
PIPE
DESIGN
STRUCTURE
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_
TIME OF
C7
H
w
W
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NUMBER
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0.39
55
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792.47
791.69
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C
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5.7
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790.33
789.47
788.69
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0.18
0.16
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5
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5.6
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791.08
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3.8
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789.25
788.74
788.08
792.33
791.76
818
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4.69
2.88
31
5
10
10
5.6
16.1
0.026
0.020
18
C
E
#13#
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6.08
789.39
786.25
785.44
818
66
0810
0822
4.26
1.80
4
5
15
15
4.7
8.4
792.07
791.76
0.100
0.022
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*C*
13.0
4.8
5.77
788.28
786.29
785.94
792.53
792.33
818
59
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4.61
2.80
26
5
10
10
5.6
15.7
0.017
0.019
18
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5.83
791.15
786.70
786.25
818
63
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2.99
1.20
21
15
15
15
4.7
5.6
790.40
792.07
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18
C
8.0
4.6
3.00
788.70
787.40
787.30
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1.25
0.58
147
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11
11
5.5
3.2
793.65
792.07
0.008
15
C
6.3
5.1
3.41
791.21
790.24
789.07
818
62
0809
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0.12
0.05
23
5
5
10
5.6
0.3
790.50
790.40
0.027
15
C
9.0
0.2
2.25
788.70
788.25
787.65
818
141
0821
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1.09
0.43
14
5
11
11
5.5
2.4
793.40
793.65
0.005
15
C
4.9
3.0
2.89
791.38
790.51
790.44
818
149
0823
0821
0.05
0.02
28
5
5
10
5.6
0.1
793.00
793.40
0.005
15
C
4.9
0.1
2.25
791.38
790.75
790.61
818
150
0824
0821
0.58
0.23
121
5
5
10
5.6
1.3
798.00
793.40
0.038
15
C
9.0
7.0
2.25
796.39
795.75
791.15
793.45
0.00
904
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0903
0904
5.75
2.94
31
5
7
10
5.6
16.5
0.021
0.005
24
C
25.0
9.5
4.79
790.43
788.66
788.00
904
57
0905
0903
0.29
0.26
56
5
7
10
5.6
1.5
793.27
793.45
0.005
15
C
4.9
3.5
3.18
790.61
790.09
789.81
904
58
0902
0903
5.24
2.48
44
5
7
10
5.6
13.9
793.45
793.45
0.005
0.003
24
C
17.3
5.3
4.37
790.93
789.08
788.86
904
56
0906
0905
0.18
0.16
67
5
5
10
5.6
0.9
793.52
793.27
0.005
15
C
4.9
3.1
3.00
791.03
790.52
790.19
904
49
0901
0902
1.87
0.75
14
5
5
10
5.6
4.2
792.70
793.45
0.005
0.004
15
C
4.9
4.3
2.63
791.38
790.07
790.00
23
Printed 9/30/2019

CREATE DATE: 9/30/2019 STORM DRAIN DESIGN COMPUTATIONS
REV. DATE
I.D. NO.:
PROJ. NO.: P05187 COUNTY: Guilford
DESCRIPTION: Alamance Church Road
DESIGNED BY
REVD BY
RCH
JGD
LOCATION
RUNOFF
PIPE
DESIGN
STRUCTURE
.-.
_
TIME OF
C7
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793.45
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C
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3.20
792.13
791.33
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2.60
1.29
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7
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5.6
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793.27
793.45
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0.004
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C
8.0
4.3
3.41
791.13
789.86
789.58
904
48
0819
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0.36
0.14
18
5
5
10
5.6
0.8
794.50
794.53
0.039
15
C
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6.0
2.25
792.78
792.25
791.53
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52
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2.18
1.08
75
5
6
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5.6
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793.27
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18
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790.33
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5
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793.58
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792.33
791.68
790.58
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55
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1.58
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5
5
10
5.6
4.2
794.40
793.58
0.016
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15
C
9.0
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2.95
792.54
791.45
790.58
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54
0910
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1.10
0.55
38
5
5
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794.70
794.40
0.008
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C
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2.75
793.02
791.95
791.65
1008
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1008
21.28
10.98
53
35
15
4.7
51.5
769.00
0.00
0.004
42
C
66.9
7.9
13.30
758.13
755.70
755.50
1008
45
1006
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21.26
10.97
45
15
15
4.7
51.4
766.48
769.00
0.015
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759.56
756.50
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157
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0.01
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5
5
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5.6
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769.00
0.006
15
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5.3
1.5
3.00
763.71
763.53
763.00
1008
34
1013
1006
7.18
3.93
10
5
13
12
5.2
20.5
765.85
766.48
0.100
30
C
43.0
12.2
7.06
760.78
758.79
757.80
1008
44
1005
1006
14.08
7.04
41
15
15
15
4.7
33.1
763.00
766.48
0.017
0.018
24
C
#25#
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4.50
760.95
758.50
757.80
1008
33
1016
1013
7.13
3.89
83
5
12
12
5.2
20.2
765.13
765.85
0.005
30
C
31.4
6.8
5.39
761.29
759.74
759.32
1008
30
1019
1016
6.96
3.75
16
5
12
12
5.2
19.5
765.02
765.13
0.005
30
C
31.4
6.7
5.11
761.74
759.91
759.84
1008
29
1034
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5.02
2.89
60
5
12
12
5.3
15.3
765.62
765.02
0.008
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C
40.5
7.4
4.35
762.63
761.27
760.77
1008
31
1015
1019
1.83
0.75
17
10
10
10
5.6
4.2
764.40
765.02
0.005
0.004
15
C
4.9
4.9
2.95
762.65
761.45
761.36
24
Printed 9/30/2019

CREATE DATE: 9/30/2019 STORM DRAIN DESIGN COMPUTATIONS
REV. DATE
I.D. NO.:
PROJ. NO.: P05187 COUNTY: Guilford
DESCRIPTION: Alamance Church Road
DESIGNED BY
REVD BY
RCH
JGD
LOCATION
RUNOFF
PIPE
DESIGN
STRUCTURE
.-.
_
TIME OF
C7
H
w
W
p
C�
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NUMBER
Q
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CONCENTRATION
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1008
158
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4.85
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11
5.4
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765.62
0.005
30
C
31.8
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5.88
763.44
762.03
761.37
1008
32
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0.06
0.05
40
5
5
10
5.6
0.3
765.31
764.40
0.017
15
C
9.0
0.3
3.00
762.64
762.31
761.65
769.42
767.91
1008
26
1024
1022
4.56
2.48
63
5
10
10
5.6
13.8
0.021
0.003
24
C
25.0
9.9
3.95
767.13
765.47
764.16
1008
28
1021
1022
0.19
0.17
44
5
10
10
5.6
1.0
767.91
767.91
0.005
15
C
4.9
3.1
4.41
764.02
763.50
763.28
1008
25
1027
1024
4.04
2.22
27
5
10
10
5.6
12.4
770.00
769.42
0.029
24
C
25.0
9.6
3.55
768.18
766.45
765.67
1008
136
1023
1024
0.51
0.26
5
5
5
10
5.6
1.4
769.46
769.42
0.008
15
C
6.2
2.0
3.00
767.20
766.46
766.42
766.95
767.91
1008
27
1020
1021
0.04
0.04
50
5
5
10
5.6
0.2
0.005
15
C
4.9
0.8
3.00
764.19
763.95
763.70
1008
24
1028
1027
1.92
1.20
36
5
7
10
5.6
6.7
771.15
770.00
0.008
24
C
21.4
2.6
4.23
768.21
766.92
766.65
1008
169
1041
1027
2.11
1.00
5
10
10
10
5.6
5.6
769.73
770.00
0.019
0.006
15
C
9.0
6.8
2.23
768.61
767.50
767.40
773.28
771.15
1008
23
1031
1028
1.38
0.91
72
5
7
10
5.6
5.1
0.024
0.005
15
C
9.0
8.5
3.42
771.14
769.85
768.15
1008
43
1018
1028
0.48
0.24
16
5
5
10
5.6
1.3
770.50
771.15
0.005
15
C
4.9
3.4
2.75
768.38
767.75
767.67
1008
20
1025
1041
1.09
0.54
89
5
5
10
5.6
3.0
771.90
769.73
0.031
15
C
E
9.0
8.3
1.55
771.41
X
770.35
767.60
1008
155
1029
1031
0.87
0.52
97
5
6
10
5.6
2.9
776.11
773.28
0.028
15
C
9.0
7.9
3.10
773.83
773.01
770.28
1008
156
1032
1031
0.27
0.24
44
5
5
10
5.6
1.4
773.28
773.28
0.005
15
C
4.9
1.2
3.00
771.19
770.28
770.05
1008
22
1030
1029
0.39
0.23
85
5
5
10
5.6
1.3
778.60
776.11
0.029
15
C
9.0
6.4
3.00
776.24
775.60
773.11
1037
167
1036
1037
3.84
2.20
69
5
8
10
5.6
12.3
768.
0
0.005
-t
---t0.0
24
C
17.3
6.0
5.73
764.20
762.65
72.362.30
25
Printed 9/30/2019

CREATE DATE: 9/30/2019 STORM DRAIN DESIGN COMPUTATIONS
REV. DATE
I.D. NO.:
PROJ. NO.: P05187 COUNTY: Guilford
DESCRIPTION: Alamance Church Road
DESIGNED BY
REVD BY
RCH
JGD
LOCATION
RUNOFF
PIPE
DESIGN
STRUCTURE
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10.8
772.58
768.38
0.023
0.009
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10.2
3.91
770.20
768.67
765.13
1037
166
1035
1036
0.28
0.25
44
5
8
10
5.6
1.4
766.94
768.38
0.005
15
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4.9
1.2
3.96
764.24
762.97
762.75
1037
40
0917
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2.71
1.41
115
5
8
10
5.6
7.9
778.20
772.58
0.048
0.013
15
C
9.0
12.5
3.10
776.36
775.10
769.58
1037
41
1001
1002
0.59
0.38
44
5
5
10
5.6
2.2
772.34
772.58
0.005
15
C
4.9
1.9
3.00
770.30
769.34
769.12
1037
165
1026
1035
0.05
0.04
27
5
5
10
5.6
0.2
766.33
766.94
0.005
15
C
4.9
0.2
3.00
764.25
763.33
763.20
1037
39
0916
0917
2.29
1.19
44
5
8
10
5.6
6.7
780.67
778.20
0.054
0.009
15
C
9.0
11.6
3.10
778.82
777.57
775.20
1037
38
0915
0916
1.76
0.96
127
5
7
10
5.6
5.4
787.39
780.67
0.048
0.006
15
C
9.0
11.4
3.62
785.14
783.77
777.67
1037
37
0914
0915
1.26
0.71
44
5
7
10
5.6
4.0
787.39
787.39
0.005
0.003
15
C
4.9
3.3
3.20
785.41
784.19
783.97
1037
36
0913
0914
0.92
0.50
162
5
6
10
5.6
2.8
794.02
787.39
0.040
15
C
9.0
8.9
3.10
791.76
790.92
784.39
794.81
794.02
1037
35
0912
0913
0.50
0.25
42
5
5
10
5.6
1.4
0.019
15
C
9.0
5.5
3.00
792.46
791.81
791.02
1039
168
1038
1039
56
15.6
763.50
0.00
0.008
0.016
24
S
22.0
7.5
6.50
759.33
757.00
756.60
1040
1
1017
1040
1.06
0.42
73
5
5
10
5.6
2.4
766.00
0.00
0.005
15
C
5.0
4.0
2.83
763.89
763.17
762.80
1040
21
1003
1017
0.97
0.39
31
5
5
10
5.6
2.2
767.80
766.00
0.018
15
C
9.0
6.0
4.00
764.66
763.80
763.25
1105
18
1104
1105
4.04
2.32
36
5
9
10
5.6
13.0
777.69
0.00
0.041
0.011
24
S
24.9
8.0
4.91
774.44
772.78
771.30
1105
16
1102
1104
3.68
1.99
44
5
9
10
5.6
11.2
777.65
777.69
0.005
24
C
17.3
4.5
4.45
774.81
773.20
772.98
778.16
777.69
rC
1105
17
1103
1104
0.11
0.09
76
5
5
10
5.6
0.5
0.006
5.5
2.8
3.00
775.55
775.16
774.69
26
Printed 9/30/2019

CREATE DATE: 9/30/2019 STORM DRAIN DESIGN COMPUTATIONS
REV. DATE
I.D. NO.:
PROJ. NO.: P05187 COUNTY: Guilford
DESCRIPTION: Alamance Church Road
DESIGNED BY
REVD BY
RCH
JGD
LOCATION
RUNOFF
PIPE
DESIGN
STRUCTURE
.-.
_
TIME OF
C7
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W
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775.61
775.18
774.69
1105
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1116
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2.61
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78
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778.14
777.65
0.009
0.005
18
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10.8
6.7
3.74
775.53
774.40
773.70
778.12
777.65
1105
142
1114
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0.83
0.42
76
5
7
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5.6
2.3
0.005
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5.0
4.1
3.10
775.68
775.02
774.63
1105
160
1110
1116
2.50
1.36
161
5
8
10
5.6
7.6
780.01
778.14
0.008
0.004
18
C
E
10.2
6.3
4.21
777.05
775.80
774.50
1105
15
1101
1114
0.63
0.30
112
5
5
10
5.6
1.7
779.87
778.12
0.014
15
C
8.2
5.3
3.20
777.36
776.67
775.12
1105
13
1112
1110
2.11
1.06
190
7
10
5.6
5.9
783.10
780.01
0.015
0.007
15
C
E
8.5
7.5
4.20
780.27
778.90
776.10
1105
19
1111
1110
0.15
0.14
44
5
5
10
5.6
0.8
780.05
780.01
0.005
15
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4.9
2.9
3.00
777.52
777.05
776.83
1105
161
1117
1101
0.47
0.19
16
5
5
10
5.6
1.1
779.50
779.87
0.024
15
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9.0
5.3
2.25
777.82
777.25
776.87
1105
12
1113
1112
1.56
0.67
86
5
7
10
5.6
3.8
783.22
783.10
0.008
15
C
6.2
5.3
3.10
781.00
780.12
779.45
782.25
783.10
1105
163
1119
1112
0.55
0.38
2
5
6
10
5.6
2.1
0.005
15
C
4.9
1.7
3.32
780.28
778.93
778.92
1105
11
1202
1113
0.79
0.36
127
5
5
10
5.6
2.0
784.70
783.22
0.010
15
C
6.9
4.9
3.25
782.21
781.45
780.22
1105
162
1118
1119
0.27
0.24
44
5
5
10
5.6
1.4
782.25
782.25
0.005
15
C
4.9
1.1
3.00
780.32
779.25
779.03
1105
10
1201
1202
0.69
0.28
19
5
5
10
5.6
1.5
784.00
784.70
0.005
15
C
4.9
3.5
2.25
782.45
781.75
781.65
1205
143
1206
1205
0.86
0.54
51
5
6
10
5.6
3.0
780.66
0.00
0.010
15
C
7.0
5.4
2.36
779.04
778.30
777.80
1205
9
1204
1206
0.80
0.48
75
5
6
10
5.6
2.7
783.14
780.66
0.017
15
C
9.0
6.5
3.42
780.63
779.72
778.41
783.14
783.14
1205
8
1203
1204
0.40
0.24
44
5
5
10
5.6
1.3
0.022
15
C
9.0
5.8
2.25
781.53
780.89
779.92
27
Printed 9/30/2019

Wet Pond Summary Table
Design Storm
Pre -Development Peak
Flow
Post -Development Peak
Flow
Wet Pond Peak
WS Elevation
(cfs)
(cfs)
(feet)
1 inch
0.22
0.06
761.20
2-yr
13.88
7.19
762.88
5-yr
20.16
14.69
762.20
10-yr
24.94
18.14
763.43
25-yr
32.22
26.26
763.71
50-yr
37.89
32.40
763.83
100-yr
43.76
37.77
763.94
500-yr
58.81
48.54
764.38
28

Wet Pond Type 1124-hr WQV Rainfall=1.00"
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD® 10.00-20 s/n 01918 ©2017 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 5S: Pre -Development Condition
Runoff = 0.22 cfs @ 12.10 hrs, Volume= 0.036 af, Depth= 0.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs
Type II 24-hr WQV Rainfall=1.00"
Area (ac)
CN
Description
0.510
98
Impervious Roadway
5.700
77
2 acre lots, 12% imp, HSG C
6.210
79
Weighted Average
5.016
80.77% Pervious Area
1.194
19.23% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.0
50
0.0250
0.17
Sheet Flow, Sheet
Grass: Short n= 0.150 P2= 3.38"
1.0
150
0.0250
2.55
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
2.1
750
0.0300
5.94
53.45
Channel Flow, Channel
Area= 9.0 sf Perim= 12.4' r= 0.73' n= 0.035
0.8
210
0.0090
4.22
76.02
Channel Flow, Outfall
Area= 18.0 sf Perim= 11.5' r= 1.57' n= 0.045
8.9 1,160 Total
Subcatchment 5S: Pre -Development Condition
Hydrograph
Time (hours)
— Runoff
29

Wet Pond Type 11 24-hr 2-YR Rainfall=3.38"
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD® 10.00-20 s/n 01918 © 2017 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 5S: Pre -Development Condition
Runoff = 13.88 cfs @ 12.00 hrs, Volume= 0.762 af, Depth= 1.47"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs
Type II 24-hr 2-YR Rainfall=3.38"
Area (ac)
CN
Description
0.510
98
Impervious Roadway
5.700
77
2 acre lots, 12% imp, HSG C
6.210
79
Weighted Average
5.016
80.77% Pervious Area
1.194
19.23% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.0
50
0.0250
0.17
Sheet Flow, Sheet
Grass: Short n= 0.150 P2= 3.38"
1.0
150
0.0250
2.55
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
2.1
750
0.0300
5.94
53.45
Channel Flow, Channel
Area= 9.0 sf Perim= 12.4' r= 0.73' n= 0.035
0.8
210
0.0090
4.22
76.02
Channel Flow, Outfall
Area= 18.0 sf Perim= 11.5' r= 1.57' n= 0.045
8.9 1,160 Total
1
1
1
1
1
1
N
V
3
0
LL
Subcatchment 5S: Pre -Development Condition
Hydrograph
13.88 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 12
Time (hours)
— Runoff
30

Wet Pond Type 11 24-hr 5-YR Rainfall=4.21 "
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD® 10.00-20 s/n 01918 © 2017 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 5S: Pre -Development Condition
Runoff = 20.16 cfs @ 12.00 hrs, Volume= 1.105 af, Depth= 2.14"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs
Type II 24-hr 5-YR Rainfall=4.21"
Area (ac)
CN
Description
0.510
98
Impervious Roadway
5.700
77
2 acre lots, 12% imp, HSG C
6.210
79
Weighted Average
5.016
80.77% Pervious Area
1.194
19.23% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.0
50
0.0250
0.17
Sheet Flow, Sheet
Grass: Short n= 0.150 P2= 3.38"
1.0
150
0.0250
2.55
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
2.1
750
0.0300
5.94
53.45
Channel Flow, Channel
Area= 9.0 sf Perim= 12.4' r= 0.73' n= 0.035
0.8
210
0.0090
4.22
76.02
Channel Flow, Outfall
Area= 18.0 sf Perim= 11.5' r= 1.57' n= 0.045
8.9 1,160 Total
Subcatchment 5S: Pre -Development Condition
Hydrograph
Time (hours)
— Runoff
31

Wet Pond Type 11 24-hr 10-YR Rainfall=4.82"
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD® 10.00-20 s/n 01918 © 2017 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 5S: Pre -Development Condition
Runoff = 24.94 cfs @ 12.00 hrs, Volume= 1.370 af, Depth= 2.65"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs
Type II 24-hr 10-YR Rainfall=4.82"
Area (ac)
CN
Description
0.510
98
Impervious Roadway
5.700
77
2 acre lots, 12% imp, HSG C
6.210
79
Weighted Average
5.016
80.77% Pervious Area
1.194
19.23% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.0
50
0.0250
0.17
Sheet Flow, Sheet
Grass: Short n= 0.150 P2= 3.38"
1.0
150
0.0250
2.55
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
2.1
750
0.0300
5.94
53.45
Channel Flow, Channel
Area= 9.0 sf Perim= 12.4' r= 0.73' n= 0.035
0.8
210
0.0090
4.22
76.02
Channel Flow, Outfall
Area= 18.0 sf Perim= 11.5' r= 1.57' n= 0.045
8.9 1,160 Total
1 24.94 cfs
N
V
3
0
LL
Subcatchment 5S: Pre -Development Condition
Hydrograph
Type 1124-h
10-YR Rainfall=4.82"
low Length 1'160'
Tc=8.9 min
5 50 55 60 65 70 75 80 85 90 95 100 105 110 115 12(
Time (hours)
— Runoff
32

Wet Pond Type 11 24-hr 25-YR Rainfall=5.73"
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD® 10.00-20 s/n 01918 © 2017 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 5S: Pre -Development Condition
Runoff = 32.22 cfs @ 12.00 hrs, Volume= 1.780 af, Depth= 3.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs
Type II 24-hr 25-YR Rainfall=5.73"
Area (ac)
CN
Description
0.510
98
Impervious Roadway
5.700
77
2 acre lots, 12% imp, HSG C
6.210
79
Weighted Average
5.016
80.77% Pervious Area
1.194
19.23% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.0
50
0.0250
0.17
Sheet Flow, Sheet
Grass: Short n= 0.150 P2= 3.38"
1.0
150
0.0250
2.55
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
2.1
750
0.0300
5.94
53.45
Channel Flow, Channel
Area= 9.0 sf Perim= 12.4' r= 0.73' n= 0.035
0.8
210
0.0090
4.22
76.02
Channel Flow, Outfall
Area= 18.0 sf Perim= 11.5' r= 1.57' n= 0.045
8.9 1,160 Total
Subcatchment 5S: Pre -Development Condition
Hydrograph
Time (hours)
— Runoff
33

Wet Pond Type 11 24-hr 50-YR Rainfall=6.43"
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD® 10.00-20 s/n 01918 © 2017 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 5S: Pre -Development Condition
Runoff = 37.89 cfs @ 12.00 hrs, Volume= 2.104 af, Depth= 4.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs
Type II 24-hr 50-YR Rainfall=6.43"
Area (ac)
CN
Description
0.510
98
Impervious Roadway
5.700
77
2 acre lots, 12% imp, HSG C
6.210
79
Weighted Average
5.016
80.77% Pervious Area
1.194
19.23% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.0
50
0.0250
0.17
Sheet Flow, Sheet
Grass: Short n= 0.150 P2= 3.38"
1.0
150
0.0250
2.55
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
2.1
750
0.0300
5.94
53.45
Channel Flow, Channel
Area= 9.0 sf Perim= 12.4' r= 0.73' n= 0.035
0.8
210
0.0090
4.22
76.02
Channel Flow, Outfall
Area= 18.0 sf Perim= 11.5' r= 1.57' n= 0.045
N
V
3
0
LL
8.9 1,160 Total
Subcatchment 5S: Pre -Development Condition
Hydrograph
37.89 cfs
0
0 5 10 15 20 25 30 35
off
50 55 60 65 70 75 80 85 90 95 100 105 110 115 12
Time (hours)
— Runoff
34

Wet Pond Type 11 24-hr 100-YR Rainfall=7.15"
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD® 10.00-20 s/n 01918 © 2017 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 5S: Pre -Development Condition
Runoff = 43.76 cfs @ 12.00 hrs, Volume= 2.444 af, Depth= 4.72"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs
Type II 24-hr 100-YR Rainfall=7.15"
Area (ac)
CN
Description
0.510
98
Impervious Roadway
5.700
77
2 acre lots, 12% imp, HSG C
6.210
79
Weighted Average
5.016
80.77% Pervious Area
1.194
19.23% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.0
50
0.0250
0.17
Sheet Flow, Sheet
Grass: Short n= 0.150 P2= 3.38"
1.0
150
0.0250
2.55
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
2.1
750
0.0300
5.94
53.45
Channel Flow, Channel
Area= 9.0 sf Perim= 12.4' r= 0.73' n= 0.035
0.8
210
0.0090
4.22
76.02
Channel Flow, Outfall
Area= 18.0 sf Perim= 11.5' r= 1.57' n= 0.045
N
U
3
0
LL
8.9 1,160 Total
Subcatchment 5S: Pre -Development Condition
Hydrograph
43.76 cfs
2_L� •� 0-
0 5 10 15 20 25 30 35
Runoff Depth=4.72"
Flow Length 1164'
To=8.9 min
50 55 60 65 70 75 80 85 90 95 100 105 110 115 12
Time (hours)
— Runoff
35

Wet Pond Type 11 24-hr 500-YR Rainfall=8.99"
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD® 10.00-20 s/n 01918 © 2017 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 5S: Pre -Development Condition
Runoff = 58.81 cfs @ 11.99 hrs, Volume= 3.331 af, Depth= 6.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs
Type II 24-hr 500-YR Rainfall=8.99"
Area (ac)
CN
Description
0.510
98
Impervious Roadway
5.700
77
2 acre lots, 12% imp, HSG C
6.210
79
Weighted Average
5.016
80.77% Pervious Area
1.194
19.23% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.0
50
0.0250
0.17
Sheet Flow, Sheet
Grass: Short n= 0.150 P2= 3.38"
1.0
150
0.0250
2.55
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
2.1
750
0.0300
5.94
53.45
Channel Flow, Channel
Area= 9.0 sf Perim= 12.4' r= 0.73' n= 0.035
0.8
210
0.0090
4.22
76.02
Channel Flow, Outfall
Area= 18.0 sf Perim= 11.5' r= 1.57' n= 0.045
8.9 1,160 Total
Subcatchment 5S: Pre -Development Condition
Hydrograph
Time (hours)
— Runoff
36

Wet Pond Type/1 24-hr WQV Rainfall=1.00"
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD®10.00-20 s/n 01918 ©2017 HydroCAD Software Solutions LLC Page 1
Summary for Pond 1 P: Future Condition w/ Wet Pond
Inflow Area = 6.210 ac, 37.95% Impervious, Inflow Depth = 0.14" for WQV event
Inflow = 0.97 cfs @ 12.02 hrs, Volume= 0.072 of
Outflow = 0.06 cfs @ 15.03 hrs, Volume= 0.072 af, Atten= 93%, Lag= 180.1 min
Primary = 0.06 cfs @ 15.03 hrs, Volume= 0.072 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs
Peak Elev= 761.20' @ 15.03 hrs Surf.Area= 6,897 sf Storage= 1,328 cf
Plug -Flow detention time= 490.7 min calculated for 0.072 of (100% of inflow)
Center -of -Mass det. time= 489.8 min ( 1,402.0 - 912.2 )
Volume Invert
Avail.Storage Storage Description
#1 761.00'
40,698 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
761.00
6,427
0 0
762.00
8,786
7,607 7,607
763.00
10,244
9,515 17,122
764.00
11,771
11,008 28,129
765.00
13,367
12,569 40,698
Device Routing
Invert
Outlet Devices
#1 Primary
757.00'
24.0" Round DIP _Round 24"
L= 56.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet / Outlet Invert= 757.00' / 756.60' S= 0.0071 T Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
#2 Device 1
761.00'
3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
762.50'
108.0" W x 6.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1
763.50'
18.0' 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
#5 Primary
764.00'
Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00
Width (feet) 14.00 20.00
Primary OutFlow Max=0.06 cfs @ 15.03 hrs HW=761.20' (Free Discharge)
1=DIP_Round 24" (Passes 0.06 cfs of 27.06 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.06 cfs @ 1.52 fps)
3=Orifice/Grate ( Controls 0.00 cfs)
4=Broad -Crested Rectangular Weir ( Controls 0.00 cfs)
5=Custom Weir/Orifice ( Controls 0.00 cfs)
37

Wet Pond Type 1124-hr WQV Rainfall=1.00"
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD® 10.00-20 s/n 01918 © 2017 HydroCAD Software Solutions LLC Page 2
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V
3
0
LL
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
— Inflow
Primary
38

Wet Pond Type 11 24-hr 2-YR Rainfall=3.38"
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD®10.00-20 s/n 01918 ©2017 HydroCAD Software Solutions LLC Page 3
Summary for Pond 1 P: Future Condition w/ Wet Pond
Inflow Area = 6.210 ac, 37.95% Impervious, Inflow Depth = 1.77" for 2-YR event
Inflow = 16.96 cfs @ 12.00 hrs, Volume= 0.918 of
Outflow = 7.19 cfs @ 12.15 hrs, Volume= 0.918 af, Atten= 58%, Lag= 9.5 min
Primary = 7.19 cfs @ 12.15 hrs, Volume= 0.918 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs
Peak Elev= 762.88' @ 12.15 hrs Surf.Area= 10,076 sf Storage= 15,949 cf
Plug -Flow detention time= 379.8 min calculated for 0.918 of (100% of inflow)
Center -of -Mass det. time= 379.4 min ( 1,207.5 - 828.1 )
Volume Invert Avail.Storage Storage Description
#1 761.00' 40,698 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
761.00 6,427 0 0
762.00 8,786 7,607 7,607
763.00 10,244 9,515 17,122
764.00 11,771 11,008 28,129
765.00 13,367 12,569 40,698
Device Routing Invert Outlet Devices
#1 Primary 757.00' 24.0" Round DIP _Round 24"
L= 56.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet / Outlet Invert= 757.00' / 756.60' S= 0.0071 T Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
#2 Device 1 761.00' 3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 762.50' 108.0" W x 6.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 763.50' 18.0' 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
#5 Primary 764.00' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00
Width (feet) 14.00 20.00
Primary OutFlow Max=6.90 cfs @ 12.15 hrs HW=762.87' (Free Discharge)
1=DIP_Round 24" (Passes 6.90 cfs of 33.39 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.31 cfs @ 6.37 fps)
3=Orifice/Grate (Orifice Controls 6.59 cfs @ 1.96 fps)
4=Broad -Crested Rectangular Weir ( Controls 0.00 cfs)
5=Custom Weir/Orifice ( Controls 0.00 cfs)
39

Wet Pond Type 11 24-hr 2-YR Rainfall=3.38"
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD® 10.00-20 s/n 01918 © 2017 HydroCAD Software Solutions LLC Page 4
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LL
Pond 1 P: Future Condition w/ Wet Pond
Hydrograph
Time (hours)
— Inflow
Primary
40

Wet Pond Type/1 24-hr 5-YR Rainfall=4.21 "
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD®10.00-20 s/n 01918 ©2017 HydroCAD Software Solutions LLC Page 5
Summary for Pond 1 P: Future Condition w/ Wet Pond
Inflow Area = 6.210 ac, 37.95% Impervious, Inflow Depth = 2.49" for 5-YR event
Inflow = 23.62 cfs @ 11.99 hrs, Volume= 1.286 of
Outflow = 14.69 cfs @ 12.12 hrs, Volume= 1.286 af, Atten= 38%, Lag= 7.3 min
Primary = 14.69 cfs @ 12.12 hrs, Volume= 1.286 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs
Peak Elev= 763.20' @ 12.11 hrs Surf.Area= 10,547 sf Storage= 19,187 cf
Plug -Flow detention time= 291.0 min calculated for 1.286 of (100% of inflow)
Center -of -Mass det. time= 290.6 min ( 1,109.2 - 818.6 )
Volume Invert Avail.Storage Storage Description
#1 761.00' 40,698 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
761.00 6,427 0 0
762.00 8,786 7,607 7,607
763.00 10,244 9,515 17,122
764.00 11,771 11,008 28,129
765.00 13,367 12,569 40,698
Device Routing Invert Outlet Devices
#1 Primary 757.00' 24.0" Round DIP _Round 24"
L= 56.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet / Outlet Invert= 757.00' / 756.60' S= 0.0071 T Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
#2 Device 1 761.00' 3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 762.50' 108.0" W x 6.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 763.50' 18.0' 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
#5 Primary 764.00' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00
Width (feet) 14.00 20.00
Primary OutFlow Max=14.25 cfs @ 12.12 hrs HW=763.18' (Free Discharge)
1=DIP_Round 24" (Passes 14.25 cfs of 34.41 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.34 cfs @ 6.89 fps)
3=Orifice/Grate (Orifice Controls 13.92 cfs @ 3.09 fps)
4=Broad -Crested Rectangular Weir ( Controls 0.00 cfs)
5=Custom Weir/Orifice ( Controls 0.00 cfs)
Cy

Wet Pond Type 11 24-hr 5-YR Rainfall=4.21 "
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD® 10.00-20 s/n 01918 © 2017 HydroCAD Software Solutions LLC Page 6
N
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3
0
LL
Pond 1 P: Future Condition w/ Wet Pond
Hydrograph
Time (hours)
— Inflow
Primary
42

Wet Pond Type 11 24-hr 10-YR Rainfall=4.82"
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD®10.00-20 s/n 01918 ©2017 HydroCAD Software Solutions LLC Page 7
Summary for Pond 1 P: Future Condition w/ Wet Pond
Inflow Area = 6.210 ac, 37.95% Impervious, Inflow Depth = 3.03" for 10-YR event
Inflow = 28.59 cfs @ 11.99 hrs, Volume= 1.567 of
Outflow = 18.14 cfs @ 12.10 hrs, Volume= 1.567 af, Atten= 37%, Lag= 6.5 min
Primary = 18.14 cfs @ 12.10 hrs, Volume= 1.567 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs
Peak Elev= 763.43' @ 12.10 hrs Surf.Area= 10,903 sf Storage= 21,683 cf
Plug -Flow detention time= 241.5 min calculated for 1.565 of (100% of inflow)
Center -of -Mass det. time= 244.8 min ( 1,057.9 - 813.0 )
Volume Invert Avail.Storage Storage Description
#1 761.00' 40,698 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
761.00 6,427 0 0
762.00 8,786 7,607 7,607
763.00 10,244 9,515 17,122
764.00 11,771 11,008 28,129
765.00 13,367 12,569 40,698
Device Routing Invert Outlet Devices
#1 Primary 757.00' 24.0" Round DIP _Round 24"
L= 56.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet / Outlet Invert= 757.00' / 756.60' S= 0.0071 T Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
#2 Device 1 761.00' 3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 762.50' 108.0" W x 6.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 763.50' 18.0' 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
#5 Primary 764.00' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00
Width (feet) 14.00 20.00
Primary OutFlow Max=18.11 cfs @ 12.10 hrs HW=763.43' (Free Discharge)
1=DIP_Round 24" (Passes 18.11 cfs of 35.25 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.36 cfs @ 7.31 fps)
3=Orifice/Grate (Orifice Controls 17.76 cfs @ 3.95 fps)
4=Broad -Crested Rectangular Weir ( Controls 0.00 cfs)
5=Custom Weir/Orifice ( Controls 0.00 cfs)
43

Wet Pond Type 11 24-hr 10-YR Rainfall=4.82"
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD® 10.00-20 s/n 01918 © 2017 HydroCAD Software Solutions LLC Page 8
N
w
V
3
0
LL
Pond 1 P: Future Condition w/ Wet Pond
Hydrograph
Time (hours)
— Inflow
Primary
44

Wet Pond Type/1 24-hr 25-YR Rainfall=5.73"
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD®10.00-20 s/n 01918 ©2017 HydroCAD Software Solutions LLC Page 9
Summary for Pond 1 P: Future Condition w/ Wet Pond
Inflow Area = 6.210 ac, 37.95% Impervious, Inflow Depth = 3.86" for 25-YR event
Inflow = 36.08 cfs @ 11.99 hrs, Volume= 1.997 of
Outflow = 26.26 cfs @ 12.09 hrs, Volume= 1.996 af, Atten= 27%, Lag= 6.1 min
Primary = 26.26 cfs @ 12.09 hrs, Volume= 1.996 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs
Peak Elev= 763.71' @ 12.09 hrs Surf.Area= 11,326 sf Storage= 24,766 cf
Plug -Flow detention time= 195.6 min calculated for 1.995 of (100% of inflow)
Center -of -Mass det. time= 198.9 min ( 1,005.1 - 806.2 )
Volume Invert Avail.Storage Storage Description
#1 761.00' 40,698 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
761.00 6,427 0 0
762.00 8,786 7,607 7,607
763.00 10,244 9,515 17,122
764.00 11,771 11,008 28,129
765.00 13,367 12,569 40,698
Device Routing Invert Outlet Devices
#1 Primary 757.00' 24.0" Round DIP _Round 24"
L= 56.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet / Outlet Invert= 757.00' / 756.60' S= 0.0071 T Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
#2 Device 1 761.00' 3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 762.50' 108.0" W x 6.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 763.50' 18.0' 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
#5 Primary 764.00' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00
Width (feet) 14.00 20.00
Primary OutFlow Max=25.73 cfs @ 12.09 hrs HW=763.70' (Free Discharge)
1=DIP_Round 24" (Passes 25.73 cfs of 36.10 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.38 cfs @ 7.72 fps)
3=Orifice/Grate (Orifice Controls 21.00 cfs @ 4.67 fps)
4=Broad -Crested Rectangular Weir (Weir Controls 4.35 cfs @ 1.24 fps)
5=Custom Weir/Orifice ( Controls 0.00 cfs)
45

Wet Pond Type 11 24-hr 25-YR Rainfall=5.73"
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD® 10.00-20 s/n 01918 ©2017 HydroCAD Software Solutions LLC Page 10
N
w
V
3
0
LL
— Inflow
Primary
46

Wet Pond Type/1 24-hr 50-YR Rainfall=6.43"
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD®10.00-20 s/n 01918 ©2017 HydroCAD Software Solutions LLC Page 11
Summary for Pond 1 P: Future Condition w/ Wet Pond
Inflow Area = 6.210 ac, 37.95% Impervious, Inflow Depth = 4.51" for 50-YR event
Inflow = 41.86 cfs @ 11.99 hrs, Volume= 2.333 of
Outflow = 32.40 cfs @ 12.08 hrs, Volume= 2.333 af, Atten= 23%, Lag= 5.3 min
Primary = 32.40 cfs @ 12.08 hrs, Volume= 2.333 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs
Peak Elev= 763.83' @ 12.07 hrs Surf.Area= 11,512 sf Storage= 26,154 cf
Plug -Flow detention time= 171.1 min calculated for 2.331 of (100% of inflow)
Center -of -Mass det. time= 174.3 min ( 976.1 - 801.8 )
Volume Invert Avail.Storage Storage Description
#1 761.00' 40,698 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
761.00 6,427 0 0
762.00 8,786 7,607 7,607
763.00 10,244 9,515 17,122
764.00 11,771 11,008 28,129
765.00 13,367 12,569 40,698
Device Routing Invert Outlet Devices
#1 Primary 757.00' 24.0" Round DIP _Round 24"
L= 56.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet / Outlet Invert= 757.00' / 756.60' S= 0.0071 T Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
#2 Device 1 761.00' 3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 762.50' 108.0" W x 6.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 763.50' 18.0' 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
#5 Primary 764.00' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00
Width (feet) 14.00 20.00
Primary OutFlow Max=30.86 cfs @ 12.08 hrs HW=763.80' (Free Discharge)
1=DIP_Round 24" (Passes 30.86 cfs of 36.42 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.39 cfs @ 7.87 fps)
3=Orifice/Grate (Orifice Controls 22.12 cfs @ 4.92 fps)
4=Broad -Crested Rectangular Weir (Weir Controls 8.35 cfs @ 1.56 fps)
5=Custom Weir/Orifice ( Controls 0.00 cfs)
47

Wet Pond Type 11 24-hr 50-YR Rainfall=6.43"
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD® 10.00-20 s/n 01918 © 2017 HydroCAD Software Solutions LLC Page 12
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Pond 1 P: Future Condition w/ Wet Pond
Hydrograph
Time (hours)
— Inflow
Primary
48

Wet Pond Type 11 24-hr 100-YR Rainfall=7.15"
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD®10.00-20 s/n 01918 ©2017 HydroCAD Software Solutions LLC Page 13
Summary for Pond 1 P: Future Condition w/ Wet Pond
Inflow Area = 6.210 ac, 37.95% Impervious, Inflow Depth = 5.19" for 100-YR event
Inflow = 47.81 cfs @ 11.99 hrs, Volume= 2.684 of
Outflow = 37.77 cfs @ 12.06 hrs, Volume= 2.683 af, Atten= 21 %, Lag= 4.3 min
Primary = 37.77 cfs @ 12.06 hrs, Volume= 2.683 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs
Peak Elev= 763.94' @ 12.06 hrs Surf.Area= 11,673 sf Storage= 27,373 cf
Plug -Flow detention time= 155.8 min calculated for 2.683 of (100% of inflow)
Center -of -Mass det. time= 155.3 min ( 953.2 - 797.9 )
Volume Invert Avail.Storage Storage Description
#1 761.00' 40,698 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
761.00 6,427 0 0
762.00 8,786 7,607 7,607
763.00 10,244 9,515 17,122
764.00 11,771 11,008 28,129
765.00 13,367 12,569 40,698
Device Routing Invert Outlet Devices
#1 Primary 757.00' 24.0" Round DIP _Round 24"
L= 56.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet / Outlet Invert= 757.00' / 756.60' S= 0.0071 T Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
#2 Device 1 761.00' 3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 762.50' 108.0" W x 6.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 763.50' 18.0' 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
#5 Primary 764.00' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00
Width (feet) 14.00 20.00
Primary OutFlow Max=36.35 cfs @ 12.06 hrs HW=763.89' (Free Discharge)
1=DIP_Round 24" (Passes 36.35 cfs of 36.72 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.39 cfs @ 8.01 fps)
3=Orifice/Grate (Orifice Controls 23.10 cfs @ 5.13 fps)
4=Broad -Crested Rectangular Weir (Weir Controls 12.85 cfs @ 1.82 fps)
5=Custom Weir/Orifice ( Controls 0.00 cfs)
49

Wet Pond Type 11 24-hr 100-YR Rainfall=7.15"
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD® 10.00-20 s/n 01918 © 2017 HydroCAD Software Solutions LLC Page 14
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Pond 1 P: Future Condition w/ Wet Pond
Hydrograph
Time (hours)
— Inflow
Primary
50

Wet Pond Type/1 24-hr 500-YR Rainfall=8.99"
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD®10.00-20 s/n 01918 ©2017 HydroCAD Software Solutions LLC Page 15
Summary for Pond 1 P: Future Condition w/ Wet Pond
Inflow Area = 6.210 ac, 37.95% Impervious, Inflow Depth = 6.94" for 500-YR event
Inflow = 62.98 cfs @ 11.99 hrs, Volume= 3.593 of
Outflow = 48.54 cfs @ 12.07 hrs, Volume= 3.593 af, Atten= 23%, Lag= 4.8 min
Primary = 48.54 cfs @ 12.07 hrs, Volume= 3.593 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.10 hrs
Peak Elev= 764.38' @ 12.06 hrs Surf.Area= 12,374 sf Storage= 32,691 cf
Plug -Flow detention time= 120.2 min calculated for 3.590 of (100% of inflow)
Center -of -Mass det. time= 123.2 min ( 913.0 - 789.9 )
Volume Invert Avail.Storage Storage Description
#1 761.00' 40,698 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
761.00 6,427 0 0
762.00 8,786 7,607 7,607
763.00 10,244 9,515 17,122
764.00 11,771 11,008 28,129
765.00 13,367 12,569 40,698
Device Routing Invert Outlet Devices
#1 Primary 757.00' 24.0" Round DIP _Round 24"
L= 56.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet / Outlet Invert= 757.00' / 756.60' S= 0.0071 T Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
#2 Device 1 761.00' 3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 762.50' 108.0" W x 6.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 763.50' 18.0' 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
#5 Primary 764.00' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00
Width (feet) 14.00 20.00
Primary OutFlow Max=46.64 cfs @ 12.07 hrs HW=764.32' (Free Discharge)
1=DIP_Round 24" (Inlet Controls 38.02 cfs @ 12.10 fps)
12=Orifice/Grate (Passes < 0.42 cfs potential flow)
3=Orifice/Grate (Passes < 27.09 cfs potential flow)
4=Broad -Crested Rectangular Weir (Passes < 43.88 cfs potential flow)
5=Custom Weir/Orifice (Weir Controls 8.63 cfs @ 1.82 fps)
51

Wet Pond Type 11 24-hr 500-YR Rainfall=8.99"
Prepared by Hewlett-Packard Company Printed 10/16/2018
HydroCAD® 10.00-20 s/n 01918 © 2017 HydroCAD Software Solutions LLC Page 16
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— Inflow
Primary
52

Flotation for Rectangular Concrete Stucture
Structure Type: Wet Basin -L- 73+50 RT
Project: P05187 - Alamance Church Rd
Location: City of Greensboro
Exterior Length of Structure
Exterior Width of Structure
Height of Structure (to invert)
Wall and Standard Base Thickness
Pipe Volume Deductions
Volume of Concrete
Weight of Structure
Unit Weight of Water
Unit Weight of concrete
Uplift force
Safety factor
Uplift Force with safety factor
Additional Weight Required
Additional Volume of Concrete Required
Minimum Additional Base Thickness Required
Additional Base Provided
Total Weight of Structure
Antifloat Requirements Satisfied
5.00 (feet)
5.00 (feet)
6.50 (feet)
0.50 (feet)
4.60 (cubic feet)
66.4 (cubic feet)
9960 (Ibs)
62.4 (Ibs/cf)
150.0 (Ibs/cf)
10920 (Ibs)
1.2
13104 (Ibs)
3144 (Ibs)
21.0
0.84 (feet)
1.0 (feet)
13710 (Ibs)
YES
User Inputs
53