SW3170902 - Wingate University Student Housing Apartments (3)

P G 0 2017
September 18, 2017
NC Dept. of Environmental Quality
DEMLR Stormwater Program
512 N. Salisbury Street
1612 Mail Service Center
Raleigh, NC 27699-1612
Re: Stormwater Narrative
Dear Robert,
Enclosed are the design plans and calculations for the Wingate University Student
Housing area to be located along E. Wilson Street within the Town of Wingate. The site
is located at approximately 34d59'08" N and 80d26'31" W and consists of the
construction of two student housing apartments and associated parking. A storm water
dry detention basin and sand filter has been designed to treat the proposed impervious
and a portion of the existing impervious for site A. A SCM is not proposed for site B due
to the removal of existing impervious within site A and B along with the treatment of
existing impervious contained in site A. Please see to enclosed storm calculations for a
detailed breakdown of these areas.
The site is owned and maintained by Wingate University. Please see the enclosed design
plans, calculations, and application for additional information regarding the project. The
proposed stormwater dry detention basin and sand filter have been designed using
NCDENR's stormwater BMP manual and meets all the provisions within the manual.
Please feel free to contact me with any questions or comments.
Sincerely,
Clinton D. La nce, PE, PLS, CPESC
Principal
p: 704-289-1013 www.lawrencesurveying.com 106 W. Jefferson St.
f: 704-283-9035 Monroe, NC 28112

4X" LAWRENCEI ASSOCIATES
Storm Drainage and
Erosion Control Calculations
for
Wingate University
Student Housing Apartments
Wingate, North Carolina
Project No.: 0538
Storm Drainage
RipRap Calculations
Tc Sediment Basin
Sediment Basin
Sand Filter Calculations
Detention Pond Calculations
p: 704-289-1013 www. LawrenceSurveying.com
f: 704-283-9035
��F ? 0 eon
106 W. Jefferson St.
Monroe, NC 28112

Site A
Pre DA#1=5.4 Acres
Ex Imp=1.84 acres
Grassed (assumed gravel lot does not exist and is grass) =3.56 Acres
0.15 Ac C Soils 74 Good Condition Grass
3.41 Ac B Soils 61 Good Condition Grass
Post DA#1=5.4 Acres
Imp=3.32 acres B Soils 62% Imp BUA
Grassed
0.15 Ac C Soils 74 Good Condition Grass
1.93 Ac B Soils 61 Good Condition Grass
0.91 acres existing impervious being treated in SCM (cafeteria and parking)
0.93 acres existing impervious to be removed
Site B
Pre DA#2=4.02 Acres
Ex Imp=0.94 acres to be removed
Woods=0.7 acres 60 (B Soils in fair condition)
Grass=2.38 acres 79 (C Soils in fair condition)
Post DA#2=4.02 Acres
Prop. Imp. =2.77
Grass=0.18 acres 61 (B Soils good condition)
Grass=1.07 acres 74 (C Soils good condition)
WQ Credit
0.91 acres existing impervious being treated in SCM (cafeteria and parking) Area A
0.93 acres existing impervious to be removed from Area A
0.94 acres existing impervious to be removed from Area B
2.78 acres
Treated area is greater than total prop. Imp. Area B (2.78>2.77)

4.
Sand Filter Design
Section 11 NCDENR BMP Manual
Project: WU-Student Housing
Location: Wingate NC
Date: 8/28/2017
Designer: Clint Lawrence, PE
Flow to Basin Data
Composite CN after development:
3.32 ac.
Impervious Are.
CN= 98
Soil Type:
0 ac.
Roof area
CN=
SCS Soil Group:
0 ac.
Gravel
CN= 89
B Soils
1.93 ac.
Grassed Area
CN= 61
C Soils
0.15 ac.
Grassed Area
CN= 74
5.40 ac.
Total Area
CN=
Composite CN
84.1093
Volumetric Runoff Cofficient, Rv:
Rv =.05+.009(1) % Impervious Area
Rv 0.603333
Water Quality Protection Volume. WQv:
WQv=1.ORvA/12
WQv 0.27 Ac -Ft
11826.54 c.f
WQv 0.603333 in. of runoff
61.48%
Modified CN
CN =1000/[10+5P+10WQv-10(WQv^2+1.25WQvP)^.5]
P 1
Modified CN 95.61198
Sand Filter Area By Darcv's Equation;
k= 3.5 ft/day
Af =(WQv*df)/[k*(ha+df)*tf] df= 1.5 ft
Af 1228.731 sf ha= 1.25 ft
tf= 1.5 days

A
Sand Filter Media Stage -Storage:
Qo=Af(K) (hf+df)/(df) (Cf)
Use Af 1406 sf
k 3.5 ft/day
df 1.5 ft
Underdrain Capacity:
D=16((Q*n)/(s^0.5))^(3/8))
IF D is less than 7.84 use (2) 6' Pipes
BMP section 5.7
Underdrain Capacity:
2# of 6" dia. Underdrains
64 ft Length of underdrains
256 # of 3/8 dia. Performations assuming 50% clogged
Elev
533 0
534 0.028478009
535 0.085434028
536 0.142390046
537 0.199346065
538 0.256302083
3.165534
(2) 6" Undergrounds Proposed
0.009501 cfs Capacity of one perforation=CA(2gh)^.5
1.216117 cfs Capacity of all performations assuming 50% clogged
0.789 cfs Capacity of all 6" dia. PVC pipes by Manning Eq
0.394 cfs Capacity assuming 50% clogged
OK underdrain capcity greater than max. media capacity
Anti -Flotation Base:
Boyant force=Weight of water displace by outlet structure
5.33 ft
5.33 ft
10 ft
9,500 lbs Wt of water displaced=Volume of structure*62.4 Ib/cf
19,150 lbs Wt of four 8" thick walls at 145 lb/cf (Pre Cast Structure)
2 Factor of Saftey
None Req Wt. of base required at 145lb/cf
0 c.f. concrete required at 145 Ib/cf
0 ft min, square concrete base, 12" thick

Elev.
Forebay 1 @ FES 1
Forebay 2 @ FES 11
Primary
Pond Vol
533
0
0
1,400
1,400
533.5
0
0
2,000
2,000
534
1,600
1,550
2,350
5,500
534.5
1,950
1,875
2,725
6,550
535
2,300
2,200
3,100
7,600
535.5
2,650
2,580
3,550
8,780
536
11,500
536.5
12,475
537
13,450
537.5
14,450
538
15,450
538.5
16,500
539
17,550
539.5
18,675
540
19,800
WQV @ 535.5=
Forebay Vol @ 535.5=
Primary Basin Vol @ 535.5=
Forebay of WQV=
13,280 ft3
6,250 ft3
7,030 ft3
47.1
WQV Met
Forebay Total
0
0
3,150
3,825
4,500
5,230
0

yy ,
o¢s
am
C531
Project File: Storm Bldg B-09.13.17.stm I No. Lines. 17 109-18-2017
HydraFlow Storm Sewers 2005

?age 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Up
Dn
Up
Dn
Up
Dn
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(fUs)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
44.0
0.17
360
090
015
3.03
5.0
101
5.9
2075
47.16
610
36
0.50
528.22
528.00
529.68
529.45
53300
000
CB21-FES20A
2
1
145.5
0.11
279
095
010
2.35
50
9.4
6.1
17.08
29.05
416
30
050
52945
528.72
530.87
531.03
53800
533.00
CB22-CB21
3
2
59.0
021
1.13
095
020
1.02
50
91
61
907
1613
4.82
24
0.51
53025
52995
531.32
531 21
53800
538.00
CB23-CB22
4
3
154.0
0.26
063
090
0.23
056
50
83
6.3
3.53
4.57
321
15
050
531.77
531.00
532.55
53228
538.00
53800
CB24-CB23
5
4
59.7
031
0.37
0.90
028
0.32
50
78
65
2.09
4.58
314
15
0.50
53227
531 97
53286
53275
539.90
53800
CB25-CB24
6
5
44.0
006
0.06
075
005
0.05
5.0
5.0
7.3
033
457
0.46
15
050
532.69
53247
53331
53331
540.50
53990
D126-CB25
7
2
670
0.12
1 55
040
005
1 23
50
6.8
67
8.24
16.11
452
24
0.51
53029
529.95
531 31
531 21
537.50
538.00
D127-CB22
8
7
48.0
037
1 43
090
0.33
1 18
50
65
68
802
1599
276
24
0.50
530.53
53029
532.19
53215
53950
537.50
CB28-DI27
9
8
650
0.37
0.97
0.90
033
0.77
50
6.2
69
529
12.83
405
18
149
532.00
531.03
53288
53237
541.00
539.50
CB29-CB28
10
9
81 0
0.21
0.60
040
0.08
044
5.0
5.6
7.1
3.07
6.46
433
15
1 00
53531
534.50
53601
535.20
54200
541 00
D130-CB29
11
10
785
0.39
039
090
035
035
5.0
50
73
2.55
7.92
374
15
1 50
53669
535.51
537.33
536.24
54320
54200
CB31-D130
12
8
26.0
0.09
0.09
0.90
008
0.08
50
5.0
73
059
4.57
050
15
050
531 41
531 28
53249
53249
539.80
53950
CB32-CB31
13
1
82.6
006
0.20
095
0.06
0.13
5.0
62
69
0.87
4.55
071
15
0.50
529.21
52880
531.23
531.21
53300
533.00
CB33-CB21
14
13
250
0.00
014
000
000
007
5.0
5.2
72
050
466
041
15
052
52934
52921
531 24
531 24
533.00
53300
CB34-CB33
15
14
60
014
014
050
0.07
007
5.0
50
7.3
051
456
0.41
15
050
529.37
52934
531.24
531.24
53300
53300
D135-CB34
16
1
76.3
044
0.44
090
0.40
040
5.0
5.0
7.3
287
456
234
15
0.50
529.83
529.45
531.29
531.13
53450
533.00
CB38-CB21
17
3
140
0.29
029
0.90
026
0.26
5.0
50
73
1 89
457
1.54
15
050
531.07
531 00
532.39
53237
53800
538.00
CB39-CB23
Project File* Storm Bldg B-09.13.17.stm
Number of lines. 17
Run Date. 09-18-2017
NOTES, Intensity = 71 97 / (Inlet time + 12 40) ^ 0.80; Return penod = 10 Yrs
Hydraflow Storm Sewers 2005

� ,t i�; �• `�,, � s ��� , ,.� ���" t ��� 35 t� I fes. +dry!
i
D116
CB15
Project File: Storm Bldg A FES 11-09 12 17.stm I No. Lines. 6 109-18-2017 I
Hydraflow Storm Sewers 2005

Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(I)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Up
Dn
Up
Dn
Up
Dn
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
99.5
0.24
1 13
085
020
0.97
50
7.2
6.6
899
1603
2.86
24
050
534.50
53400
53729
53713
541.00
53700
CB12-FES11
2
1
24.0
0.07
0.56
040
003
046
5.0
7.0
66
559
7.43
3.16
18
050
534.82
534.70
537.50
53743
540.50
541.00
D113-CB12
3
2
760
0.38
046
090
0.34
041
50
5.6
7.1
442
7.43
250
18
050
53540
535.02
53795
53781
541.25
54050
CB14-DI13
4
3
600
008
0.08
0.90
0.07
007
50
50
73
202
4.57
1.65
15
050
535.95
53565
53811
53805
541 50
541 25
CB15-CB14
5
2
115.0
003
0.03
0.50
002
0.02
5.0
5.0
73
1.16
4.57
0.94
15
0.50
535.65
535.07
537.93
537.90
54200
54050
D116-CB15
6
1
125
0.33
033
0.95
031
031
5.0
50
73
228
4.57
1 85
15
050
535.31
53525
53752
53750
540.40
541 00
CB17-CB12
Project File- Storm Bldg A FES 11-09 12 17.stm
Number of lines- 6
Run Date 09-18-2017
NOTES* Intensity = 71 97 / (Inlet time + 12 40) " 0.80; Return period = 10 Yrs
HydraFlow Storm Sewers 2005

a
�� ire;•�."=,��Ic•� � f �''9�.�� � 'v':t}�n,}
.3
Outfall
Project File: Storm Bldg A FES 1-09.12.17.stm I No. Lines: 9 109-18-2017 I
Hydraflow Storm Sewers 2005

Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID -
coeff
(1)
flow
full
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Up
Dn
Up
Dn
Up
Dn
7Lme
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
40.5
006
247
095
0.06
1.96
50
104
5.8
15.67
2882
3.33
30
0.49
534.95
534.75
53717
53713
54260
53800
CB2-FES1
2
1
1430
0.78
2.41
0.90
070
1.90
5.0
98
60
11 36
1605
390
24
0.50
53617
53545
537.78
537.49
541 00
542.60
CB3-CB2
3
1
1880
0.00
000
000
0.00
000
5.0
5.0
00
421
457
358
15
0.50
537.14
53620
53803
537.49
54370
542.60
JB10-CB2
4
2
69.6
033
1 63
0.70
023
1 20
5.0
9.6
6.0
7.24
745
4.15
18
050
53702
536.67
53816
53815
541 50
541 00
CB4-CB3
5
4
65.6
016
1 04
095
015
0.78
5.0
9.2
61
474
7.33
3.44
18
0.49
537.54
53722
53840
538.44
542.50
541 50
CB5-CB4
6
5
958
016
0.16
040
006
006
50
50
73
046
4.57
099
15
0.50
53827
53779
538.66
53862
544.00
54250
Dl6-CB5
7
4
353
010
0.26
0.50
0.05
0.19
5.0
6.3
6.8
1.33
448
1.18
15
048
537.44
537.27
538.45
538.44
54200
541.50
D17 -C134
8
7
675
0.16
016
090
014
014
50
50
73
1 05
458
1 63
15
0.50
537.98
53764
538.52
53849
54250
54200
CB8-D17
9
5
64.0
072
0.72
0.78
056
0.56
50
50
7.3
4.08
457
4.38
15
050
53811
53779
53900
538.62
543.00
54250
CB9-CB5
Project File, Storm Bldg A FES 1-09 12 17.stm
Number of lines: 9
Run Date: 09-18-2017
NOTES Intensity = 71 97 / (Inlet time + 12 40) A 0.80, Return period = 10 Yrs.
Hydraflow Storm Sewers 2005

JB20
M,
e•� �rt } f.' s /fir
Outfall
Project File: Storm Bldg A By -Pass 09 13.17.stm I No. Lines. 2 109-18-2017 I
Hydraflow Storm Sewers 2005

Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grind / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Up
Dn
Up
Din
Up
Din
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
260.5
000
0.00
000
000
0.00
00
09
0.0
6.45
742
4.73
18
0.50
53230
531 00
53340
532.08
542.30
54000
JB19-FES18
2
1
196.8
0.00
000
000
000
0.00
0.0
00
00
645
7.41
4.80
18
0.50
537.70
536.72
538.75
53769
54450
54230
JB20-JB19
Project File Storm Bldg A By -Pass 09 13.17.stm
Number of lines. 2
Run Date- 09-18-2017
NOTES. Intensity = 71.97 / (Inlet time + 12.40) A 0 80, Return period = 10 Yrs
Hydraflow Storm Sewers 2005

Riprap Velocity Dissipator Pad
OUaTLETA
Wingate University Student Housing
Wingate, NC
Design Storm: 10 -year
BACKGROUND:
Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE:
(NCDEHNR, 1993)
Step 1.
Minimum Tailwater Condition
Step 2.
D -o = 30 in.
D -o = 2.5 ft.
Q-10 = 15.67 cfs
V= 3.20 fps
d-50 = 0.5 ft. Figure 8.06 a
L -a = 16 ft. Figure 8.06 a
Step 3.
3*D-o = 7.5 ft. Use: 8 ft
W = 18.5 ft. Use: 19 ft
Step 4.
d -max 0.75 ft. Maximum Stone Diameter (1.5*d-50)
d -max 9 in. Class B Rip -Rap
Step 5.
Thickness = 1.1 ft. Apron Thickness With Filter Fabric (1.5*d-50)
Thickness = 14 in. Use: 18 in
TERMINOLOGS
Q10 = 10 -Year Design Storm, Peak Discharge, (cfs)
D -o = Pipe Diameter, (in. & ft.)
d-50 = Mean Stone Diameter of Rip -Rap, (ft.)
L -a = Length of Rip -Rap Apron
3 *D -o = Width of Rip -Rap Apron @ Pipe End of Apron, (ft.)
W = Width of Rip -Rap Apron @ End of Apron, (ft.)
d -max = Maximum Stone Diameter of Rip -Rap, (ft. & in.)
Thickness = Thickness of Rip -Rap Apron With Filter Fabric, (ft. &in.)

Riprap Velocity Dissipator Pad
OUTLET B
Wingate University Student Housing
Wingate, NC
Design Storm: 10-year
BACKGROUND:
Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE:
(NmEHNR, 1993)
Step 1.
Minimum Tailwater Condition
Step 2.
D-o = 18 in.
D-o = 1.5 ft.
Q-10 = 6.45 cfs
V= 4.29 fps
d-50 = 0.3 ft. Figure 8.06 a
L-a = 9 ft. Figure 8.06 a
Step 3.
3*D-o = 4.5 ft. Use: 5 ft
W = 10.5 ft. Use: 11 ft
Step 4.
d-max 0.45 ft. Maximum Stone Diameter (1.5*d-50)
d-max 5.4 in. Class B Rip-Rap
Step 5.
Thickness = 0.7 ft. Apron Thickness With Filter Fabric (1.5*d-50)
Thickness = 8 in. Use: 18 in
TERMINOLOG7
Q 10 = 10-Year Design Storm, Peak Discharge, (cfs)
D-o = Pipe Diameter, (in. & ft.)
d-50 = Mean Stone Diameter of Rip-Rap, (ft.)
L-a = Length of Rip-Rap Apron
3 *D-o = Width of Rip-Rap Apron @ Pipe End of Apron, (ft.)
W = Width of Rip-Rap Apron @ End of Apron, (ft.)
d-max = Maximum Stone Diameter of Rip-Rap, (ft. & in.)
Thickness = Thickness of Rip-Rap Apron With Filter Fabric, ($. &in.)

Rip>rap Velocity Dissipator Pad
OUTLET C
Wingate University Student Housing
Wingate, NC
Design Storm: 10 -year
BACKGROUND:
Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE:
(mcDEHNR, 1993)
Step 1.
Minimum Tailwater Condition
Step 2.
D -o = 24 in.
D -o = 2 ft.
Q-10 = 6.4 cfs
V= 3.62 fps
d-50 = 0.4 ft. Figure 8.06 a
L -a = 13 ft. Figure 8.06 a
Step 3.
3*D-o = 6 ft. Use: 6 ft
W = 15 ft. Use: 15 ft
Step 4.
d -max 0.6 ft. Maximum Stone Diameter (1.5*d-50)
d -max 7.2 in. Class B Rip -Rap
Step 5.
Thickness = 0.9 ft. Apron Thickness With Filter Fabric (1.5*d-50)
Thickness = 11 in. Use: 18 in
TERMINOLOGI
Q10 = 10 -Year Design Storm, Peak Discharge, (cfs)
D -o = Pipe Diameter, (in. & ft.)
d-50 = Mean Stone Diameter of Rip -Rap, (ft.)
L -a = Length of Rip -Rap Apron
3*D-o = Width of Rip -Rap Apron @ Pipe End of Apron, (ft.)
W = Width of Rip -Rap Apron @ End of Apron, (ft.)
d -max = Maximum Stone Diameter of Rip -Rap, (ft. & in.)
Thickness = Thickness of Rip -Rap Apron With Filter Fabric, (ft. &in.)

dk
IL
Riprap Velocity Dissipator Pad
OUTLET D
Wingate University Student Housing
Wingate, NC
Design Storm: 10 -year
BACKGROUND:
Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE:
(NCDEHNR, 1993)
Step 1.
Minimum Tailwater Condition
Step 2.
D -o = 36 in.
D -o = 3 ft.
Q-10 = 20.75 cfs
V= 6.10 fps
d-50 = 0.6 ft. Figure 8.06 a
L -a = 20 ft. Figure 8.06 a
Step 3.
3KD-o = 9 ft. Use: 9 ft
W = 23 ft. Use: 23 ft
Step 4.
d -max 0.9 ft. Maximum Stone Diameter (1.5*d-50)
d -max 10.8 in. Class 1 Rip -Rap
Step 5.
Thickness = 1.4 ft. Apron Thickness With Filter Fabric (1.5*d-50)
Thickness = 16 in. Use: 24 in
TERMINOLOGS
Q10 = 10 -Year Design Storm, Peak Discharge, (cfs)
D -o = Pipe Diameter, (in. & ft.)
d-50 = Mean Stone Diameter of Rip -Rap, (ft.)
L -a = Length of Rip -Rap Apron
3 *D -o = Width of Rip -Rap Apron @ Pipe End of Apron, (ft.)
W = Width of Rip -Rap Apron @ End of Apron, (ft.)
d -max = Maximum Stone Diameter of Rip -Rap, (ft. & in.)
Thickness = Thickness of Rip -Rap Apron With Filter Fabric, (ft. &in.)

4.
n
Riprap Velocity Dissipator Pad
OUTLET E
Wingate University Student Housing
Wingate, NC
Design Storm: 10 -year
BACKGROUND:
Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE:
(NCDEHNR, 1993)
Step 1.
Minimum Tailwater Condition
Step 2.
D -o = 24 in.
D -o = 2 ft.
Q-10 = 8.99 cfs
V= 2.86 fps
d-50 = 0.4 ft. Figure 8.06 a
L -a = 13 ft. Figure 8.06 a
Step 3.
3*D-o = 6 ft. Use: 6 ft
W = 15 ft. Use: 15 ft
Step 4.
d -max 0.6 ft. Maximum Stone Diameter (1.5*d-50)
d -max 7.2 in. Class B Rip -Rap
Step 5.
Thickness = 0.9 ft. Apron Thickness With Filter Fabric (1.5*d-50)
Thickness = 11 in. Use: 18 in
TERMINOLOG7
Q10 = 10 -Year Design Storm, Peak Discharge, (cfs)
D -o = Pipe Diameter, (in. & ft.)
d-50 = Mean Stone Diameter of Rip -Rap, (ft.)
L -a = Length of Rip -Rap Apron
3*D-o = Width of Rip -Rap Apron @ Pipe End of Apron, (ft.)
W = Width of Rip -Rap Apron @ End of Apron, (ft.)
d -max = Maximum Stone Diameter of Rip -Rap, (ft. & in.)
Thickness = Thickness of Rip -Rap Apron With Filter Fabric, (ft. &in.)

Appendices
(�,°Y�'Y�
r4' I� �
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rev. 12193
8.06.3
6
0�4

4
0
Temporary Sediment Basial I
WU Student Housing
Wingate, North Carolina
10 -Year Design Storm
OBJECTIVE: Design a Temporary Sediment Trap for erosion control
Determine the weir length, capacity & freeboard of the sediment trap
SOLUTION - Qp: Use the calculated Time of Concentration and the Rational Method to determine
the peak inflow from the design storm
INPUT OUTPUT
L= 285 ft.
Hv = 10 ft. Tc = 17.00 minutes
A = 1.30 acres
C = 0.40
TRAP A.disturb =
1.00
acres
DIMENSIONS:
S-Trap.D =
3.5
ft.
S-Trap.W =
25
ft.
S-Trap.L =
50
ft.
Surface Area=
2.45
cfs
TERMINOLOGY: Cw = Weir Coefficient
Lw = Weir Length, (ft.)
H = Driving Head, (ft.)
Qp = Peak Inflow, (cfs)
Qw = Peak Discharge, (cfs)
A.disturb = Disturbed Area, (acres)
Freeboard = Freeboard of Weir, (ft.)
Cap. -R. = Required Trap Capacity, (cf)
Cap. -D. = Design Trap Capacity, (cf)
S-Trap.H = Sediment Trap Height, (ft.)
S-Trap.D = Sediment Trap Depth, (ft.)
REFERENCES: (DEHNR, 1988, Malcom, 1991)
I = 4.72 in./hr.
Qp = 2.5 cfs
X 1800 cf / acre
Volume = 1800 cf
Capacity = 2390 cf
X 0.007
Required= 1068 sf
Designed= 1250 sf
L = Watershed Hydrailic Length, (ft)
Hv = Watershed Vertical Relief, (ft)
a = Statistical Rainfall Variable
b = Statistical Rainfall Variable
A = Watershed Area, (acres)
C = Rational Runoff Coefficient
Tc = Time of Concentration
I = Rainfall Intensity, (in./hr.)
S-Trap.W = Sediment Trap Width, (ft.)
S-Trap.L = Sediment Trap Length, (ft.)

Tc Basin #1
Tc = Ttl+Tt2+Tt3 .Tn
where, Tc = time of concentration (hr), and
n = number of flow segments
1) Sheet Flow
Tt=(0.007(nL)^0.8) / ((P2)^0 5(S)^0.4 )
where. Tt = Travel Time (hrs)
n = Manning roughness coefficient
L = flow length (ft)
P2=2-yr,24 hr rainfall= 3.12 inches
S = slope (ft/ft)
Paved Segment
Mannings n = 0 011
Paved length = 30
Paved slope = 002
Tt = 0.01 hrs
Unpaved Segment
Mannings n = 0.24
Unpaved Length = 120
Unpaved Slope = 002
Tt = 0 28 hrs
Tt1 = 0.29 hrs
2) Shallow Concentrated Flow
Tt = L / (3600 V)
where Tt = Travel Time (hrs)
L = flow length (ft)
V = average velocity (ft/s) and,
3600 = conversion from seconds to hours
Paved Segment
V = 20 3282 (S)^0 5
Paved length =
0
Paved slope =
00126
Velocity =
228 ft/sec
Tt =
000 hrs
Unpaved Segment
V = 16 1345 (S)^0.5
Unpaved Length =
135
Unpaved Slope =
0 025
Velocity =
321 ft/sec
Tt =
001 hrs
Tt2 = 0.01 hrs
3) PIPE/CHANNEL flow
Tt = L / (3600 V)
L (length)= 0 ft
V=(1.49 R^2/3"(s)^1/2)/n
s (slope)= 0 15 ft/ft
n (mannings)= 0.03
V= 3 00 ft/sec
Tt = 0.000 hrs
Tt3 = 0.000 hrs
TC(total)= 0 30 hours
TC(total)= 17 89 MIN.
USE: 17 MIN.

A
Temporary Sediment Basin 2
WU Student Housing
Wingate, North Carolina
10 -Year Design Storm
OBJECTIVE: Design a Temporary Sediment Trap for erosion control
Determine the weir length, capacity & freeboard of the sediment trap
SOLUTION - Qp: Use the calculated Time of Concentration and the Rational Method to determine
the peak inflow from the design storm
INPUT IOUTPUT
L = 590 ft.
Hv = 16 ft.
A = 3.60 acres
C = 0.40
TRAP A.disturb =
3.40
acres
DIMENSIONS:
Capacity =
7072 cf
S-Trap.D =
4.0
ft.
S-Trap.W =
40
ft.
S-Trap.L =
70
ft.
Surface Area=
6.28
cfs
TERMINOLOGY:
REFERENCES
Cw = Weir Coefficient
Lw = Weir Length, (ft.)
H = Driving Head, (ft.)
Qp = Peak Inflow, (cfs)
Qw = Peak Discharge, (cfs)
A disturb = Disturbed Area, (acres)
Freeboard = Freeboard of Weir, (ft.)
Cap. -R. = Required Trap Capacity, (cf)
Cap. -D. = Design Trap Capacity, (cf)
S-Trap.H = Sediment Trap Height, (ft.)
S-Trap.D = Sediment Trap Depth, (ft.)
(DEHNR, 1988; Malcom, 1991)
Tc = 21.00 minutes
I = 4.36 in./hr.
Qp = 6.3 cfs
X 1800
cf / acre
Volume =
6120 cf
Capacity =
7072 cf
X 0.007
Required=
2731 sf
Designed=
2800 sf
L = Watershed Hydrailic Length, (ft)
Hv = Watershed Vertical Relief, (ft)
a = Statistical Rainfall Variable
b = Statistical Rainfall Variable
A = Watershed Area, (acres)
C = Rational Runoff Coefficient
Tc = Time of Concentration
I = Rainfall Intensity, (in./hr.)
S-Trap.W = Sediment Trap Width, (ft.)
S-Trap.L = Sediment Trap Length, (ft.)

Tc Basin #2
Tc = Ttl+Tt2+Tt3 .Tn
where, Tc = time of concentration (hr), and
n = number of flow segments
1) Sheet Flow
Tt=(0.007(nL)^0 8) / ((P2)^0 5(S)^0.4 )
where Tt = Travel Time (hrs)
n = Manning roughness coefficient
L = flow length (ft)
P2=2-yr,24 hr rainfall= 3 12 inches
S = slope (ft/ft)
Paved Segment
Mannings n = 0 011
Paved length = 0
Paved slope = 002
Tt = 0.00 hrs
Unpaved Segment
Mannings n = 0.24
Unpaved Length = 150
Unpaved Slope = 002
Tt = 0 33 hrs
Tt1 = 0.33 hrs
2) Shallow Concentrated Flow
Tt = L / (3600 V)
where, Tt = Travel Time (hrs)
L = flow length (ft)
V = average velocity (ft/s) and,
3600 = conversion from seconds to hours
Paved Segment
V = 20 3282 (S)"0 5
0.15 ft/ft
Paved length =
180
Paved slope =
0.0277
Velocity =
338 ft/sec
Tt =
001 hrs
Unpaved Segment:
V = 16 1345 (S)^0.5
TO = 0.000 hrs
Unpaved Length =
55
Unpaved Slope =
0.02
Velocity =
287 ft/sec
Tt=
001 hrs
USE: 21 MIN.
Tt2 = 0.02 hrs
3) PIPE/CHANNEL flow
Tt = L / (3600 V)
L (length)= 0 ft
V=(1 49 R^2/3" (s)^1/2)/n
s (slope)=
0.15 ft/ft
n (mannings)=
0.03
V=
3.00 ft/sec
Tt =
0 000 hrs
TO = 0.000 hrs
TC(total)= 0.35 hours
TC(total)= 21.20 MIN.
USE: 21 MIN.

0
Temporary Sediment Basin 3
WU Student Housing
Wingate, North Carolina
10 -Year Design Storm
OBJECTIVE: Design a Temporary Sediment Trap for erosion control
Determine the weir length, capacity & freeboard of the sediment trap
SOLUTION - Qp: Use the calculated Time of Concentration and the Rational Method to determine
the peak inflow from the design storm
INPUT OUTPUT
L = 300 ft
Hv = 8 ft. Tc = 19.00 minutes
I = 4.36 in./hr.
A= 3.60 acres
C = 0.40
Qp = 6.3 cfs
TRAP A.disturb = 2.50 acres
X 1800 cf / acre
DIMENSIONS:
S-Trap.D = 4.0 ft.
Volume = 4500 cf
S-Trap.W = 80 ft.
S-Trap.L = 200 ft.
Capacity = 38500 of
Surface Area= 6.28 cfs
X 0.007
Required= 2731 sf
Designed= 16000 sf
TERMINOLOGY: Cw = Weir Coefficient
L = Watershed Hydrailic Length, (ft)
Lw = Weir Length, (ft.)
Hv = Watershed Vertical Relief, (ft)
H = Driving Head, (ft.)
a = Statistical Rainfall Variable
Qp = Peak Inflow, (cfs)
b = Statistical Rainfall Variable
Qw = Peak Discharge, (cfs)
A = Watershed Area, (acres)
A.disturb = Disturbed Area, (acres)
C = Rational Runoff Coefficient
Freeboard = Freeboard of Weir, (ft.)
Tc = Time of Concentration
Cap. -R. = Required Trap Capacity, (cf)
I = Rainfall Intensity, (in./hr.)
Cap. -D. = Design Trap Capacity, (cf)
S-Trap.H = Sediment Trap Height, (ft.)
S-Trap.W = Sediment Trap Width, (ft.)
S-Trap.D = Sediment Trap Depth, (ft.)
S-Trap.L = Sediment Trap Length, (ft.)
REFERENCES: (DEHNR, 1988, Malcom, 1991)

To Basin #3
Tc = TH+Tt2+Tt3 . Tn
where, Tc = time of concentration (hr), and
n = number of flow segments
1) Sheet Flow
Tt =(0 007(nL)^0 8) / ((P2)^0.5(S)^0.4 )
where. Tt = Travel Time (hrs)
n = Manning roughness coefficient
L = flow length (ft)
P2=2-yr,24 hr rainfall= 3 12 inches
S = slope (ft/ft)
Paved Segment
Mannings n = 0.011
Paved length = 0
Paved slope = 002
Tt = 000 hrs
Unpaved Segment
Mannings n = 024
Unpaved Length = 150
Unpaved Slope = 0 025
Tt = 0.30 hrs
Ttl = 0.30 hrs
2) Shallow Concentrated Flow
Tt = L / (3600 V)
where. Tt = Travel Time (hrs)
L = flow length (ft)
V = average velocity (ft/s) and,
3600 = conversion from seconds to hours
Paved Segment.
V = 20 3282 (S)^0 5
Paved length =
0
Paved slope =
0 025
Velocity =
321 ft/sec
Tt =
000 hrs
Unpaved Segment.
V = 16 1345 (S)^0.5
Unpaved Length =
150
Unpaved Slope =
0.025
Velocity =
321 ft/sec
Tt =
001 hrs
Tt2 = 0.01 hrs
3) PIPEICHANNEL flow
Tt = L / (3600 V)
L (length)= 0 ft
V=(1 49 R^2/3"(s)^1/2)/n
s (slope)= 0 15 fuft
n (mannings)= 003
V= 3.00 ft/sec
Tt = 0 000 hrs
TO = 0.000 hrs
TC(total)= 0 32 hours
TC(total)= 19.06 MIN.
USE: 19 MIN.

Temporary Sediment Basin 4
WU Student Housing
Wingate, North Carolina
10 -Year Design Storm
OBJECTIVE: Design a Temporary Sediment Trap for erosion control
Determine the weir length, capacity & freeboard of the sediment trap
SOLUTION - Qp: Use the calculated Time of Concentration and the Rational Method to determine
the peak inflow from the design storm.
INPUT OUTPUT
L = 400 ft.
Hv = 15 ft Tc = 18.00 minutes
A = 0.83 acres
C = 0.40
TRAP A.disturb =
0.83
acres
DIMENSIONS:
S-Trap.D =
3.0
ft.
S-Trap.W =
24
ft.
S-Trap.L =
40
ft.
Surface Area=
1.54
cfs
TERMINOLOGY: Cw = Weir Coefficient
Lw = Weir Length, (ft.)
H = Driving Head, (ft.)
Qp = Peak Inflow, (cfs)
Qw = Peak Discharge, (cfs)
A.disturb = Disturbed Area, (acres)
Freeboard = Freeboard of Weir, (ft.)
Cap. -R. = Required Trap Capacity, (cf)
Cap. -D. = Design Trap Capacity, (cf)
S-Trap.H = Sediment Trap Height, (ft.)
S-Trap.D = Sediment Trap Depth, (ft.)
REFERENCES: (DEHNR, 1988, Malcom, 1991)
I = 4.63 in./hr.
Qp = 1.5 cfs
X 1800 cf / acre
Volume = 1494 cf
Capacity = 1638 cf
X 0.007
Required= 669 sf
Designed= 960 sf
L = Watershed Hydrailic Length, (ft)
Hv = Watershed Vertical Relief, (ft)
a = Statistical Rainfall Variable
b = Statistical Rainfall Variable
A = Watershed Area, (acres)
C = Rational Runoff Coefficient
Tc = Time of Concentration
I = Rainfall Intensity, (in./hr.)
S-Trap.W = Sediment Trap Width, (ft.)
S-Trap.L = Sediment Trap Length, (ft.)

Tc Basin #4
Tc = TO+Tt2+Tt3 . Tin
where, Tc = time of concentration (hr), and
n = number of flow segments
1) Sheet Flow
Tt=(0.007(nQA0 8) / ((P2)^0.5(S)^0 4 )
where* Tt = Travel Time (hrs)
n = Manning roughness coefficient
L = flow length (ft)
P2=2-yr,24 hr rainfall= 3 12 inches
S = slope (ft/ft)
Paved Segment
Mannings n = 0.011
Paved length = 0
Paved slope = 0.02
Tt = 0.00 hrs
Unpaved Segment
Mannings n = 024
Unpaved Length = 150
Unpaved Slope = 003
Tt = 0.28 hrs
Tt1 = 0.28 hrs
2) Shallow Concentrated Flow
Tt = L / (3600 V)
where- Tt = Travel Time (hrs)
L = flow length (ft)
V = average velocity (ft/s) and,
3600 = conversion from seconds to hours
Paved Segment:
V = 20 3282 (S)^0 5
Paved length =
0
Paved slope =
0.025
Velocity =
321 ft/sec
Tt =
000 hrs
Unpaved Segment
V = 16.1345 (S)^0 5
Unpaved Length =
250
Unpaved Slope =
004
Velocity =
407 ft/sec
Tt =
0.02 hrs
Tt2 = 0.02 hrs
3) PIPE/CHANNEL flow
Tt = L / (3600 V)
L (length)= 0 ft
V=(1.49 R^2/3'(s)^1/2)/n
s (slope)= 0 15 ft/ft
n (mannings)= 003
V= 3 00 ft/sec
Tt = 0.000 hrs
Tt3 = 0.000 hrs
TC(total)= 0 30 hours
TC(total)= 18.02 MIN.
USE: 18 MIN.

Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
NC assume 3 days to drain
Cu
It
Days
Skimmer Size
Orifice Radius
Orifice Diameter
1.5 Inch
0.5 Inch[es]
1.0 Inch[es]
Estimate Volume of Basin Length width
Top of grater surface in feet ,,5'0; ;25 Feet VOLUME 2390.5 Cu. Ft.
Bottom dimensions in feet "t2'9 4 Feet
Depth in feet Feet

Caiculate Skimmer Size
Basin Volume in Cubic Feet '72 -Cu. Ft
7,072-Cu.Ft Skimmer Size 2.0 Inch
Days to Drain* 3 Days Orifice Radius 0.8 Inch[es]
Orifice Diameter 1.6 Inch[es]
In NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet 70' 40 Feet VOLUME 7072 Cu. Ft.
Bottom dimensions in feet 46-,,`, 16 Feet
Depth in feet 4 Feet

Calculate Skimmer Size
Basin Volume in Cubic Feet
cu.Ft Skimmer Size 1.5 Inch
Days to Drain* Orifice Radius 0.7 Inch[es]
Orifice Diameter 1.4 Inch[es]
*In NC assume 3 days to drain
6 -
Estimate Volume of Basin Length Width
Top of water surface in feet
_200, _ 80 Feet VOLUME 38500 Cu. Ft.
Bottom dimensions in feet 01 Feet
Depth in feet Feet

11
Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
*In NC assume 3 days to drain
639 Cu.Ft
3' Days
Skimmer Size
Orifice Radius
Orifice Diameter
1.5 Inch
0.4 Inch[es]
-0.9 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet 40 24; Feet VOLUME 1638 Cu. Ft.
Bottom dimensions in feet -,6 Feet
Depth in feet 3,, Feet

Hydraflow Table of Contents
BMP Design09.1517.gpw
Hydraflow Hydrographs by Intelisolve v9.2 Monday, Sep 18, 2017
2 - Year
18
HydrographReports...........................................................................................................
1
Hydrograph No. 1, SCS Runoff, Pre DA1.........................................................................
1
TR -55 Tc Worksheet....................................................................................................
2
Hydrograph No. 2, SCS Runoff, Post DA1.......................................................................
3
Hydrograph No. 3, Reservoir, BMP1................................................................................
4
PondReport - DRY POND...........................................................................................
5
Hydrograph No. 4, SCS Runoff, Pre -Site B......................................................................
6
TR -55 Tc Worksheet....................................................................................................
7
Hydrograph No. 5, SCS Runoff, Post Site B.....................................................................
8
Hydrograph No. 6, Combine, Pre Total.............................................................................
9
Hydrograph No. 7, Combine, Post Total.........................................................................
10
10 -Year
18
HydrographReports.........................................................................................................
11
Hydrograph No. 1, SCS Runoff, Pre DA1.......................................................................
11
Hydrograph No. 2, SCS Runoff, Post DA1.....................................................................
12
Hydrograph No. 3, Reservoir, BMP1..............................................................................
13
Hydrograph No. 4, SCS Runoff, Pre -Site B....................................................................
14
Hydrograph No. 5, SCS Runoff, Post Site B...................................................................
15
Hydrograph No. 6, Combine, Pre Total...........................................................................
16
Hydrograph No. 7, Combine, Post Total.........................................................................
17
25 - Year
HydrographReports.........................................................................................................
18
Hydrograph No. 1, SCS Runoff, Pre DA1.......................................................................
18
Hydrograph No. 2, SCS Runoff, Post DA1.....................................................................
19
Hydrograph No. 3, Reservoir, BMP1..............................................................................
20
Hydrograph No. 4, SCS Runoff, Pre -Site B....................................................................
21
Hydrograph No. 5, SCS Runoff, Post Site B...................................................................
22
Hydrograph No. 6, Combine, Pre Total...........................................................................
23
Hydrograph No. 7, Combine, Post Total.........................................................................
24
50 - Year
HydrographReports.........................................................................................................
25
Hydrograph No. 1, SCS Runoff, Pre DA1.......................................................................
25
Hydrograph No. 2, SCS Runoff, Post DA1.....................................................................
26
Hydrograph No. 3, Reservoir, BMP1..............................................................................
27
Hydrograph No. 4, SCS Runoff, Pre -Site B....................................................................
28
Hydrograph No. 5, SCS Runoff, Post Site B...................................................................
29
Hydrograph No. 6, Combine, Pre Total...........................................................................
30
Hydrograph No. 7, Combine, Post Total.........................................................................
31
100 -Year
HydrographReports......................................................................................................... 32
Hydrograph No. 1, SCS Runoff, Pre DA1....................................................................... 32
Hydrograph No. 2, SCS Runoff, Post DA1..................................................................... 33
Hydrograph No. 3, Reservoir, BMP1.............................................................................. 34

. Contents continued...
BMP Design 09.15.17 gpw
Hydrograph No. 4, SCS Runoff, Pre -Site B.................................................................... 35
Hydrograph No. 5, SCS Runoff, Post Site B................................................................... 36
Hydrograph No. 6, Combine, Pre Total........................................................................... 37
Hydrograph No. 7, Combine, Post Total......................................................................... 38
OFReport.......................................................................................................... 39

• Hydr®graph Report
Hydraflow Hydrographs by Intelisolve v9 2
Monday, Sep 18, 2017
Hyd. No. I
Pre DA 1
Hydrograph type
= SCS Runoff
Peak discharge
= 12.29 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 24,578 cuft
Drainage area
= 5.400 ac
Curve number
= 74*
Basin Slope
= 0.0%
Hydraulic length
= Oft
Tc method
= TR55
Time of conc. (Tc)
= 3.90 min
Total precip.
= 3.64 in
Distribution
= Type ll
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(1 840 x 98) + (0 150 x 74) + (3 410 x 61)] / 5 400
Q (cfs)
14.00
1200
10.00
800
6.00
4.00
2.00
Pre DA1
Hyd. No. 1 -- 2 Year
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
11!1110
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Y.
• TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. I
Pre DA1
Description
A
B
C Totals
Sheet Flow
= 0.00
0.00
0.00
Manning's n -value
= 0.012
0.011
0.011
Flow length (ft)
= 150.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.64
0.00
0.00
Land slope (%)
= 3.00
0.00
0.00
Travel Time (min)
= 1.43 +
0.00 +
0.00 = 1.43
Shallow Concentrated Flow
Flow length (ft)
= 150.00
285.00
0.00
Watercourse slope (%)
= 2.00
3.50
0.00
Surface description
= Paved
Unpaved
Paved
Average velocity (ft/s)
= 2.87
3.02
0.00
Travel Time (min)
= 0.87 +
1.57 +
0.00 = 2.44
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n -value
= 0.015
0.015
0.015
Velocity (ft/s)
= 0.00
0.00
0.00
Flow length (ft)
= 0.0
0.0
0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
TotalTravel Time, Tc.............................................................................. 3.90 min

• Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 2
Hyd. volume
Post DA1
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 5.400 ac
Basin Slope
= 0.0%
Tc method
= USER
Total precip.
= 3.64 in
Storm duration
= 24 hrs
3
Monday, Sep 18, 2017
Peak discharge = 18.61 cfs
Time to peak
= 716 min
Hyd. volume
= 37,799 cuft
Curve number
= 84*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
* Composite (Area/CN) = [(3 320 x 98) + (1.930 x 61) + (0.150 x 74)] / 5.400
Q (cfs)
21.00
18.00
1500
12.00
• MI
. Me
wit
Post DAI
Hyd. No. 2 -- 2 Year
Q (cfs)
21.00
18.00
15.00
12.00
• E8
M
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

Storage Indication method used
Q (cfs)
21.00
18.00
15.00
1200
9.00
6.00
300
0 00
0 240
Hyd No. 3
BMP1
Hyd No. 3 -- 2 Year Q (cfs)
480 720
Hyd No. 2
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
960 1200 1440 1680 1920
Time (min)
Total storage used = 19,943 cult
4
" Hydrograph
Report
Hydraflow Hydrographs by Intelisolve v9.2
Monday, Sep 18, 2017
Hyd. No. 3
BMP1
Hydrograph type
= Reservoir
Peak discharge
= 1.683 cfs
Storm frequency
= 2 yrs
Time to peak
= 746 min
Time interval
= 2 min
Hyd. volume
= 24,504 cuft
Inflow hyd. No.
= 2 -Post DA1
Max. Elevation
= 536.13 ft
Reservoir name
= DRY POND
Max. Storage
= 19,943 cuft
Storage Indication method used
Q (cfs)
21.00
18.00
15.00
1200
9.00
6.00
300
0 00
0 240
Hyd No. 3
BMP1
Hyd No. 3 -- 2 Year Q (cfs)
480 720
Hyd No. 2
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
960 1200 1440 1680 1920
Time (min)
Total storage used = 19,943 cult

Pond Report 5
Hydraflow Hydrographs by Intellsolve v9 2 Monday, Sep 18, 2017
Pond No. 1 - DRY POND
Pond Data
Contours - User -defined contour areas Conic method used for volume calculation Beglning Elevation = 533.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
533.00
1,400
0
0
050
53350
2,000
845
845
1 00
534.00
5,500
1,803
2,648
1.50
53450
6,550
3,008
5,656
200
53500
7,600
3,534
9,190
250
53550
8,780
4,091
13,281
300
536.00
11,500
5,054
18,336
350
536.50
12,450
5,985
24,321
400
53700
13,450
6,473
30,794
450
53750
14,450
6,973
37,766
500
538.00
15,450
7,473
45,239
5.50
53850
16,500
7,985
53,225
6.00
53900
17,550
8,510
61,735
6.50
539.50
18,675
9,054
70,789
7.00
54000
19,800
9,616
80,405
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 2400
000
0.00
0.00
Crest Len (ft)
= 1600
1 00
600
Inactive
Span (in)
= 2400
000
0.00
000
Crest EI. (ft)
= 54000
53550
538.00
53850
No. Barrels
= 1
0
0
0
Weir Coeff.
= 333
3.33
333
260
Invert EI. (ft)
= 530.30
000
0.00
000
Weir Type
= Riser
Rect
Rect
Broad
Length (ft)
= 12000
0.00
0.00
000
Multi -Stage
= Yes
Yes
Yes
No
Slope (%)
= 0.50
0.00
000
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
060
060
060
Exfil.(in/hr)
= 0 000 (by
Contour)
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 000
Stage (ft)
8.00
6.00
4.00
2.00
0 00
Note Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
Stage / Discharge
000 4.00 800
Total Q
Elev (ft)
541 00
53900
537.00
535.00
53300
12.00 16.00 2000 2400 2800 3200 3600 40.00 44.00
Discharge (cfs)

i i 'f iii int g i t.! pi C :p; w it
Hydraflow Hydrographs by Intelisolve v9 2
Hyd. No. 4
Hyd. volume
Pre -Site B
Curve number
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 4.020 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.64 in
Storm duration
= 24 hrs
C
Monday, Sep 18, 2017
Peak discharge = 8.847 cfs
Time to peak
= 722 min
Hyd. volume
= 24,872 cuft
Curve number
= 80*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 13.70 min
Distribution
= Type II
Shape factor
= 484
Composite (Area/CN) _ [(0.940 x 98) + (0 700 x 60) + (2 380 x 79)] / 4.020
Pre -Site B
Q (cfs) Hyd. No. 4 -- 2 Year Q (cfs)
10.00 1000
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

7
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve v9.2
{Hyd. No. 4
Pre -Site B
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.012
0.011
0.011
Flow length (ft)
= 175.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.64
0.00
0.00
Land slope (%)
= 0.02
0.00
0.00
Travel Time (min)
= 12.02 +
0.00 +
0.00 =
12.02
Shallow Concentrated Flow
Flow length (ft)
= 100.00
240.00
0.00
Watercourse slope (%)
= 3.00
4.00
0.00
Surface description
= Paved
Unpaved
Paved
Average velocity (ft/s)
= 3.52
3.23
0.00
Travel Time (min)
= 0.47 +
1.24 +
0.00 =
1.71
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n -value
= 0.015
0.015
0.015
Velocity (ft/s)
= 0.00
0.00
0.00
Flow length (ft)
= 0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
13.70 min

'
8
Hydrograph
Report
Hydraflow Hydrographs by Intelisolve v9.2
Monday, Sep 18, 2017
Hyd. No. 5
Post Site B
Hydrograph type
= SCS Runoff
Peak discharge
= 16.85 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 35,286 cuft
Drainage area
= 4.020 ac
Curve number
= 90*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(2.770 x 98) + (0.180 x 61) + (1 070 x 74)] / 4.020
Q (cfs)
1800
15.00
12.00
•m
.m
3.00
Dost Site B
Hyd. No. 5 -- 2 Year
Q (cfs)
18.00
15.00
12.00
M
000
300
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 5 Time (min)

9
Hydr®graph Report
Hydraflow Hydrographs by Intelisolve v9 2
Monday, Sep 18, 2017
Hyd. No. 6
Pre Total
Hydrograph type
= Combine
Peak discharge =
19.72 cfs
Storm frequency
= 2 yrs
Time to peak =
718 min
Time interval
= 2 min
Hyd. volume =
49,451 cuft
Inflow hyds.
= 1, 4
Contrib. drain. area=
9.420 ac
Pre Total
Q (cfs) Hyd. No. 6 -- 2 Year Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
300
0 00
21.00
1800
15.00
12.00
9.00
600
300
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No 6 Hyd No. 1 Hyd No. 4

Elf
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Monday, Sep 18, 2017
Hyd. No. 7
Post Total
Hydrograph type
= Combine
Peak discharge =
16.85 cfs
Storm frequency
= 2 yrs
Time to peak =
716 min
Time interval
= 2 min
Hyd. volume =
59,790 cuft
Inflow hyds.
= 3, 5
Contrib. drain. area=
4.020 ac
Q (cfs)
18.00
15.00
12.00
• m
mm
3.00
0.00
Post Total
Hyd No. 7 -- 2 Year Q (cfs)
18.00
15.00
l 12.00
900
6.00
3.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No. 3 Hyd No. 5

t
= 716 min
Hydrograph
Report
Hydraflow Hydrographs by Intelisolve v9 2
Hyd. No. I
Hydraulic length
Pre DA1
Time of conc. (Tc)
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 5.400 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 5.33 in
Storm duration
= 24 hrs
II
Monday, Sep 18, 2017
Peak discharge = 23.93 cfs
Time to peak
= 716 min
Hyd. volume
= 48,335 cuft
Curve number
= 74*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 3.90 min
Distribution
= Type II
Shape factor
= 484
Composite (Area/CN) _ [(1 840 x 98) + (0 150 x 74) + (3 410 x 61)] / 5 400
Pre DA1
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
24.00 24.00
20.00 2000
16.00 l 16.00
1200 12.00
800 800
400
0.00 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1

12
Hydr®graph Report
Hydraflow Hydrographs by Intelisolve v9 2
Monday, Sep 18, 2017
Hyd. No. 2
Post DA1
Hydrograph type
= SCS Runoff
Peak discharge
= 31.69 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 65,672 cuft
Drainage area
= 5.400 ac
Curve number
= 84*
Basin Slope
= 0.0%
Hydraulic length
= Oft
Tc method
= USER
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.33 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(3 320 x 98) + (1 930 x 61) + (0 150 x 74)] / 5 400
Q (cfs)
35.00
3000
25.00
20.00
15.00
10.00
5.00
Post DAII
Hyd No. 2 -- 10 Year
Q (cfs)
35.00
3000
25.00
20.00
15.00
1000
5.00
0.000.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 2

13
yd"Cisgra I', Report
Hydraflow Hydrographs by Intelisolve v9.2
Monday, Sep 18, 2017
Hyd. No. 3
BMP1
Hydrograph type
= Reservoir
Peak discharge
= 6.902 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 52,377 cuft
Inflow hyd. No.
= 2 -Post DA1
Max. Elevation
= 537.13 ft
Reservoir name
= DRY POND
Max. Storage
= 32,545 cuft
Storage Indication method used
Q (cfs)
35.00
CM
25.00
2000
1500
10.00
500
BMP1
Hyd. No. 3 -- 10 Year
Q (cfs)
35.00
30.00
25.00
rm
15.00
10.00
500
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 3 Hyd No 2 Total storage used = 32,545 cult
r
rl
i
Q (cfs)
35.00
30.00
25.00
rm
15.00
10.00
500
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 3 Hyd No 2 Total storage used = 32,545 cult

14
Hydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.2
Monday, Sep 18, 2017
Cyd. No. 4
Pre -Site B
Hydrograph type
= SCS Runoff
Peak discharge
= 16.12 cfs
Storm frequency
= 10 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 45,282 cuft
Drainage area
= 4.020 ac
Curve number
= 80*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 13.70 min
Total precip.
= 5.33 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) _ [(0 940 x 98) + (0.700 x 60) + (2.380 x 79)] 14.020
Pre -Site B
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
18.00
1500
12.00
9.00
6.00
300
0 00
18.00
15.00
12.00
9.00
6.00
3.00
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4

i 15
Hydr®graph Report
Hydraflow Hydrographs by Intelisolve v9 2
Monday, Sep 18, 2017
Hyd. No. 5
Post Site B
Hydrograph type
= SCS Runoff
Peak discharge
= 26.61 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 57,393 cuft
Drainage area
= 4.020 ac
Curve number
= 90*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.33 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(2 770 x 98) + (0 180 x 61) + (1 070 x 74)] / 4.020
Post Site B
Q (Cfs) Hyd. No. 5 -- 10 Year Q (Cfs)
28.00
24.00
20.00
16.00
12.00
800
400
0 00
28 00
24.00
20.00
1600
12.00
8.00
400
000
0 120 240 360 480 600 720 840 960 1080 1200
Time (min)
Hyd No. 5

16
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9 2
Monday, Sep 18, 2017
Hyd. Pio. 6
Pre Total
Hydrograph type
= Combine
Peak discharge =
37.74 cfs
Storm frequency
= 10 yrs
Time to peak =
718 min
Time interval
= 2 min
Hyd. volume =
93,617 cuft
Inflow hyds.
= 1, 4
Contrib. drain. area=
9.420 ac
Q (cfs)
40.00
20.00
10.00
riTAIM
Pre Total
Hyd. No. 6 -- 10 Year
Q (cfs)
40.00
30.00
20.00
10.00
101
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 6 Hyd No. 1 Hyd No. 4

1
Hydr®graph Report
17
Hydraflow Hydrographs by Intelisolve v9 2
Monday, Sep 18, 2017
Hyd. No. 7
Post Total
Hydrograph type
= Combine
Peak discharge =
30.31 cfs
Storm frequency
= 10 yrs
Time to peak =
718 min
Time interval
= 2 min
Hyd. volume =
109,770 cuft
Inflow hyds.
= 3, 5
Contrib. drain. area=
4.020 ac
Post Total
Q (cfs) Hyd. No 7 -- 10 Year Q (cfs)
35.00 35.00
30.00 30.00
2500 2500
2000 ----- 20.00
15.00 ---- -- - --- ----. __-- - ---- - — - - -- - ---- ----- 15.00
10.00 10.00
5.00 - -------- ---- -- 5.00
0 00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No 3 Hyd No. 5

i
18
Hydrograph
Report
Hydraflow Hydrographs by Intelisolve v9 2
Monday, Sep 18, 2017
Hyd. No. I
Pre DA1
Hydrograph type
= SCS Runoff
Peak discharge
= 31.72 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 64,290 cuft
Drainage area
= 5.400 ac
Curve number
= 74*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 3.90 min
Total precip.
= 6.37 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(1.840 x 98) + (0 150 x 74) + (3 410 x 61)] / 5 400
Q (cfs)
3500
30.00
2500
20.00
15.00
14
WT
Pre DA1
Hyd. No. 1 -- 25 Year
Q (cfs)
35.00
30.00
2500
20.00
15.00
10.00
500
!W!TI�
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No 1 Time (min)

Composite (Area/CN) = [(3 320 x 98) + (1.930 x 61) + (0 150 x 74)] / 5 400
Q (cfs)
40.00
30.00
20.00
10.00
Post DA1
Hyd. No. 2 -- 25 Year
Q (cfs)
r 40.00
3000
20.00
10.00
WIFIRIM
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)
19
Hydrograph
Report
Hydraflow Hydrographs by Intelisolve v9 2
Monday, Sep 18, 2017
Hyd. No. 2
Post DA1
Hydrograph type
= SCS Runoff
Peak discharge
= 39.80 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 83,503 cuft
Drainage area
= 5.400 ac
Curve number
= 84*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.37 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(3 320 x 98) + (1.930 x 61) + (0 150 x 74)] / 5 400
Q (cfs)
40.00
30.00
20.00
10.00
Post DA1
Hyd. No. 2 -- 25 Year
Q (cfs)
r 40.00
3000
20.00
10.00
WIFIRIM
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)

i
Hydr®graph Report
K11
HydraflowHydrographs by Intelisolve v9 2
Monday, Sep 18, 2017
Hyd. No. 3
BMP1
Hydrograph type
= Reservoir
Peak discharge
= 10.75 cfs
Storm frequency
= 25 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 70,208 cuft
Inflow hyd. No.
= 2 -Post DA1
Max. Elevation
= 537.69 ft
Reservoir name
= DRY POND
Max. Storage
= 40,529 cuft
Storage Indication method used
Q (cfs)
40.00
30.00
20.00
10.00
BIVIP1
Hyd. No. 3 -- 25 Year
F
if
i.
it
�.i
-J"
l'
Q (cfs)
40.00
30.00
2000
10.00
1[71i1�
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 Total storage used = 40,529 cult

`
21
Hydrograph
Report
Hydraflow Hydrographs by Intelisolve v9 2
Monday, Sep 18, 2017
Hyd. No. 4
Pre -Site B
Hydrograph type
= SCS Runoff
Peak discharge
= 20.73 cfs
Storm frequency
= 25 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 58,572 cuft
Drainage area
= 4.020 ac
Curve number
= 80*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 13.70 min
Total precip.
= 6.37 in
Distribution
= Type II
Storm duration,
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0 940 x 98) + (0 700 x 60) + (2.380 x 79)] / 4 020
Pre -Sete B
Q (cfs) Hyd. No. 4 -- 25 Year Q (cfs)
21.00
18.00
1500
12.00
9.00
6.00
3.00
0 00
21.00
1800
1500
12.00
9.00
600
3.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 4 Time (min)

22
Hydraflow Hydrographs by Intelisolve v9 2 Monday, Sep 18, 2017
Hyd. No. 5
Post Site B
Hydrograph type
= SCS Runoff
Peak discharge
= 32.57 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 71,231 cuft
Drainage area
= 4.020 ac
Curve number
= 90*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.37 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(2 770 x 98) + (0 180 x 61) + (1 070 x 74)] / 4 020
Q (cfs
35.00
30.00
25.00
20.00
15.00
1000
5.00
Post Site B
Hyd. No. 5 -- 25 Year
Q (cfs)
35.00
3000
2500
2000
1500
10.00
5.00
000 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No 5 Time (min)

Hydr®graph Report
Hydraflow Hydrographs by Intellsolve v9.2
Hyd. No. 6
Pre Total
Hydrograph type
= Combine
Storm frequency
= 25 yrs
Time interval
= 2 min
Inflow hyds.
= 1, 4
Q (cfs)
5000
i1 /1
20.00
10.00
23
Monday, Sep 18, 2017
Peak discharge = 49.38 cfs
Time to peak = 718 min
Hyd. volume = 122,862 cuft
Contrib. drain. area= 9.420 ac
Pre Total
Hyd. No. 6 -- 25 Year
Q (cfs)
50.00
3000
20.00
10.00
/ //
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 6 Hyd No. 1 Hyd No 4

Post Total
Q (cfs) Hyd No. 7 -- 25 Year Q (cfs)
40.00 40.00
3000 30.00
2000 20.00
10.00 10.00
000 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No. 3 Hyd No. 5
24
• Hydr®graph
Report
Hydraflow Hydrographs by Intelisoive v9 2
Monday, Sep 18, 2017
Hyd. No. 7
Post Total
Hydrograph type
= Combine
Peak discharge =
39.44 cfs
Storm frequency
= 25 yrs
Time to peak =
718 min
Time interval
= 2 min
Hyd. volume =
141,439 cuft
Inflow hyds.
= 3, 5
Contrib. drain. area=
4.020 ac
Post Total
Q (cfs) Hyd No. 7 -- 25 Year Q (cfs)
40.00 40.00
3000 30.00
2000 20.00
10.00 10.00
000 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No. 3 Hyd No. 5

25
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9 2
Monday, Sep 18, 2017
Hyd. No. I
Pre DA1
Hydrograph type
= SCS Runoff
Peak discharge
= 38.13 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 77,655 cuft
Drainage area
= 5.400 ac
Curve number
= 74*
Basin Slope
= 0.0%
Hydraulic length
= Oft
Tc method
= TR55
Time of conc. (Tc)
= 3.90 min
Total precip.
= 7.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(1 840 x 98) + (0 150 x 74) + (3.410 x 61)] / 5 400
Q (cfs)
4000
30.00
20.00
10.00
Pre DA1
Hyd. No 1 -- 50 Year
Q (cfs)
40.00
30.00
20.00
10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 1

Composite (Area/CN) _ [(3 320 x 98) + (1 930 x 61) + (0.150 x 74)] / 5 400
Post DA'I
Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs)
5000 5000
40.00 4000
30.00 30.00
20.00 2000
1000 1000
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 2 Time (min)
26
Hydr®graph
Report
Hydraflow Hydrographs by Intelisolve v9.2
Monday, Sep 18, 2017
Hyd. No. 2
Post DA1
Hydrograph type
= SCS Runoff
Peak discharge
= 46.35 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 98,127 cuft
Drainage area
= 5.400 ac
Curve number
= 84*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(3 320 x 98) + (1 930 x 61) + (0.150 x 74)] / 5 400
Post DA'I
Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs)
5000 5000
40.00 4000
30.00 30.00
20.00 2000
1000 1000
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 2 Time (min)

l it ter" ii { ;s iii i 1 ' ep o#i
Hydraflow Hydrographs by Intelisolve v9 2
Hyd. No. 3
BMP1
Hydrograph type
= Reservoir
Storm frequency
= 50 yrs
Time interval
= 2 min
Inflow hyd. No.
= 2 - Post DA1
Reservoir name
= DRY POND
Storage Indication method used.
Q (cfs)
50.00
0141110111111
3000
2000
1000
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
BiVIP1
Hyd No. 3 -- 50 Year
27
Monday, Sep 18, 2017
= 14.36 cfs
= 724 min
= 84,832 cuft
= 538.09 ft
= 46,609 cuft
l
,x
�i
r
n nn
Q (cfs)
50.00
A 11
3000
20.00
10.00
D 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 ® Total storage used = 46,609 cult

28
Hydr®graph Report
Hydraflow Hydrographs by Intelisolve v9 2
Monday, Sep 18, 2017
Hyd. No. 4
Pre -Site B
Hydrograph type
= SCS Runoff
Peak discharge
= 24.48 cfs
Storm frequency
= 50 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 69,554 cuft
Drainage area
= 4.020 ac
Curve number
= 80*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 13.70 min
Total precip.
= 7.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0 940 x 98) + (0 700 x 60) + (2.380 x 79)] 14 020
Q (cfs)
28.00
24.00
2000
16.00
12.00
m
Pre -Site B
Hyd. No. 4 -- 50 Year
Q (cfs)
28.00
24.00
20.00
16.00
1200
m
0.00 ' ' ' ' ' ' ' 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

* Composite (Area/CN) _ [(2 770 x 98) + (0 180 x 61) + (1 070 x 74)] / 4 020
Post Site B
Q (cfs) Hyd No. 5 -- 50 Year Q (cfs)
4000 40.00
3000 3000
20.00 20.00
10.00 1000
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 5 Time (min)
29
Hydr®graph
Report
Hydraflow Hydrographs by Intelisolve v9 2
Monday, Sep 18, 2017
Hyd. No. 5
Post Site B
Hydrograph type
= SCS Runoff
Peak discharge
= 37.36 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 82,482 cuft
Drainage area
= 4.020 ac
Curve number
= 90*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) _ [(2 770 x 98) + (0 180 x 61) + (1 070 x 74)] / 4 020
Post Site B
Q (cfs) Hyd No. 5 -- 50 Year Q (cfs)
4000 40.00
3000 3000
20.00 20.00
10.00 1000
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 5 Time (min)

ydrograph Report
Hydraflow Hydrographs by Intelisolve v9 2
Hyd. No. 6
Pre Total
Hydrograph type
= Combine
Storm frequency
= 50 yrs
Time interval
= 2 min
Inflow hyds.
= 1, 4
Q (cfs)
6000 -
50.00 -
3000 -
2000 -
10.00 -
000
0 120 240
Hyd No. 6
30
Monday, Sep 18, 2017
Peak discharge = 58.92 cfs
Time to peak = 718 min
Hyd. volume = 147,209 cuft
Contrib. drain. area= 9.420 ac
Pre Total
Hyd. No. 6 -- 50 Year
360 480 600 720
Hyd No. 1
Q (cfs)
- 60.00
- 50.00
W-1
- 3000
- 2000
- 10.00
000
840 960 1080 1200 1320 1440 1560
Hyd No 4 Time (min)
f
360 480 600 720
Hyd No. 1
Q (cfs)
- 60.00
- 50.00
W-1
- 3000
- 2000
- 10.00
000
840 960 1080 1200 1320 1440 1560
Hyd No 4 Time (min)

31
• Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Monday, Sep 18, 2017
Hyd. No. 7
Post Total
Hydrograph type
= Combine
Peak discharge =
46.85 cfs
Storm frequency
= 50 yrs
Time to peak =
718 min
Time interval
= 2 min
Hyd. volume =
167,314 cuft
Inflow hyds.
= 3, 5
Contrib. drain. area=
4.020 ac
Q (cfs)
50.00
A 1 11
30.00
20.00
1000
Post Total
Hyd No. 7 -- 50 Year
Q (cfs)
50.00
E1=8
3000
20.00
10.00
1 11
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No. 3 Hyd No. 5

32
• Hydr®graph Report
Hydraflow Hydrographs by Intelrsolve v9 2
Monday, Sep 18, 2017
Hyd. No. I
Pre DA1
Hydrograph type
= SCS Runoff
Peak discharge
= 44.92 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 91,999 cuft
Drainage area
= 5.400 ac
Curve number
= 74*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 3.90 min
Total precip.
= 8.09 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(1.840 x 98) + (0 150 x 74) + (3.410 x 61)] / 5 400
Pre DAI
Q (cfs) Hyd. No 1 -- 100 Year ,Q (cfs)
5000 50.00
40.00 40.00
3000 30.00
20 00 20.00
10.00 1000
0.00 -00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 1 Time (min)

* Composite (Area/CN) = [(3 320 x 98) + (1 930 x 61) + (0 150 x 74)] / 5.400
Q (cfs)
60.00
5000
U I] 11 ,
30.00
20.00
10.00
Post DA1
Hyd No. 2 -- 100 Year
f
0.00
0 120 240 360 480 600 720 840
Hyd No 2
Q (cfs)
60.00
5000
30.00
20.00
10.00
0.00
960 1080 1200
Time (min)
33
• Hydr®graph
Report
Hydraflow Hydrographs by Intelisolve v9 2
Monday, Sep 18, 2017
Hyd. No. 2
Post DA1
Hydrograph type
= SCS Runoff
Peak discharge
= 53.18 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 113,600 cuft
Drainage area
= 5.400 ac
Curve number
= 84*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= USER
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.09 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(3 320 x 98) + (1 930 x 61) + (0 150 x 74)] / 5.400
Q (cfs)
60.00
5000
U I] 11 ,
30.00
20.00
10.00
Post DA1
Hyd No. 2 -- 100 Year
f
0.00
0 120 240 360 480 600 720 840
Hyd No 2
Q (cfs)
60.00
5000
30.00
20.00
10.00
0.00
960 1080 1200
Time (min)

' Hydr®graph
Report
34
Hydraflow Hydrographs by Intelisolve v9.2
Monday, Sep 18, 2017
Hyd. No. 3
BMP1
Hydrograph type
= Reservoir
Peak discharge
= 21.57 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 100,305 cuft
Inflow hyd. No.
= 2 -Post DA1
Max. Elevation
= 538.42 ft
Reservoir name
= DRY POND
Max. Storage
= 51,671 cuft
Storage Indication method used.
BNIP1
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 2000
10.00 10.00
000 - – — - 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 ® Total storage used = 51,671 cult

" Composite (Area/CN) = [(0.940 x 98) + (0.700 x 60) + (2 380 x 79)] / 4.020
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
Way
Pie -Site B
Hyd. No. 4 -- 100 Year
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
K II
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 4 Time (min)
35
' Hydr®graph
Report
Hydraflow Hydrographs by Intelisolve v9 2
Monday, Sep 18, 2017
Hyd. No. 4
Pre -Site B
Hydrograph type
= SCS Runoff
Peak discharge
= 28.43 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 81,232 cuft
Drainage area
= 4.020 ac
Curve number
= 80*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 13.70 min
Total precip.
= 8.09 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(0.940 x 98) + (0.700 x 60) + (2 380 x 79)] / 4.020
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
Way
Pie -Site B
Hyd. No. 4 -- 100 Year
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
K II
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 4 Time (min)

j Hydr®graph Report
Hydraflow Hydrographs by Intelisoive v9.2
Hyd. No. 5
Post Site B
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval
= 2 min
Drainage area
= 4.020 ac
Basin Slope
= 0.0%
Tc method
= USER
Total precip.
= 8.09 in
Storm duration
= 24 hrs
36
Monday, Sep 18, 2017
Peak discharge = 42.35 cfs
Time to peak
= 716 min
Hyd. volume
= 94,316 cuft
Curve number
= 90*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
* Composite (Area/CN) _ [(2 770 x 98) + (0 180 x 61) + (1 070 x 74)] / 4 020
Post Site B
Q (cfs) Hyd No. 5 --100 Year Q (cfs)
50.00 50.00
40.00 4000
30 00 3000
20.00 2000
10.00 10.00
0.00 - 000
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 5 Time (min)

37
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9 2
Monday, Sep 18, 2017
Hyd. No. 6
Pre Total
Hydrograph type
= Combine
Peak discharge =
6 8.9 8 cfs
Storm frequency
= 100 yrs
Time to peak =
718 min
Time interval
= 2 min
Hyd. volume =
173,232 cuft
Inflow hyds.
= 1, 4
Contrib. drain. area=
9.420 ac
Q (cfs)
7000
.1 I1
50.00
40.00
3000
20.00
10.00
Pre Total
Hyd No. 6 -- 100 Year
Q (cfs)
7000
5000
3000
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No 6 Hyd No 1 Hyd No. 4

KR
Hydr®graph Report
Hydraflow Hydrographs by Intelisolve v9.2
Monday, Sep 18, 2017
Post Total
Hydrograph type
= Combine
Peak discharge =
55.05 cfs
Storm frequency
= 100 yrs
Time to peak =
718 min
Time interval
= 2 min
Hyd. volume =
194,621 cuft
Inflow hyds.
= 3, 5
Contrib. drain. area=
4.020 ac
Post Total
Q (cfs) Hyd No 7 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
4000 40.00
30.00 30.00
2000 F 20.00
1000 1000
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No 3 Hyd No 5

5 ! t i•A �' it S 9 ���,i la{a{ ! t� 6 � � ' t F i \ � ��! 'V �•.�.
Hydraflow Hydrographs by Intelisolve v9.2
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
40388
55000
0.0041
-------
2
667847
12.4000
08642
--------
3
541272
11 3000
08138
--------
5
71.1645
12.6000
08301
--------
10
71 9699
124000
08031
-------
25
644785
11 3000
07471
--------
50
575957
102000
0.7006
--------
100
51 8259
93000
06585
--------
File name. CLTNC Updated 03 22 07.IDF
Intensity = B / (Tc + D)"E
RE
Monday, Sep 18, 2017
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
400
399
3.99
399
398
398
398
398
397
397
397
397
2
566
455
3.82
331
2.92
262
238
218
202
1 88
1.76
1.65
3
558
449
378
328
291
262
2.39
220
204
1 90
1.78
1.68
5
6.58
535
453
395
351
316
288
265
246
230
215
203
10
7.26
593
5.04
4.41
393
355
3.25
299
278
260
245
231
25
8.01
656
560
492
440
400
367
340
317
298
281
266
50
856
7.01
601
529
475
433
399
371
347
326
309
293
100
899
7.38
634
561
505
462
4.27
398
373
352
3.34
318
Tc = time in minutes Values may exceed 60
Precir) file name Monroe ow
Storm
Rainfall Precipitation Table (in)
Distribution
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
SCS 24-hour
1 00
3.64
000
0.00
533
637
721
809
SCS 6 -Hr
000
0.00
000
000
000
000
000
000
Huff -1st
000
000
000
000
000
0.00
000
000
Huff -2nd
000
000
000
000
000
000
000
000
Huff -3rd
000
000
0.00
000
000
000
000
000
Huff -4th
000
000
000
000
000
000
000
000
Huff -Indy
000
000
000
000
000
000
000
000
Custom
000
000
0.00
0.00
000
000
000
000