HomeMy WebLinkAboutSDP200800144 CalculationsSTORM DRAIN COMPUTATIONS
RUNOFF COEFFICIENT CALCULATIONS
Inlet #
C=
Qmperv_Area"C1) +(Pe _Area"C2)
Total Area
Total A Impery C1 Pery C2 C
2A 0.19 0.17 0.90 0.02 0.40 0.85
2B 0.33 0.33 0.90 0.00 0.40 0.90
4 0.42 0.37 0.90 0.05 0.40 0.84
6 0.72 0.64 0.90 0.08 0.40 0.84
8 0.25 0.00 0.90 0.25 0.40 0.40
25 0.37 0.32 0.90 0.05 0.40 0.83
26 0.23 0.23 0.90 0.00 0.40 0.90
21 0.27 0.00 0.90 0.27 0.40 0.40
Qmperv_Area"C1) +(Pe _Area"C2)
Total Area
Storrs Sewer Tabulation Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Val 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)ft/
s)In)ft)ft)ft)ft)ft)ft)
1 End 60.
0
0.
00
0.
94
0.
00
0.
00
0.
81
0.
0
6.
9
6.
1
4.
96
17.
19
4.
67 15 7.
08
375.
00
370.
75
375.
89
372.
27
395.
20
377.
30 1 -2
2 1 132.
0
0.
00
0.
42
0.
00
0.
00
0.
35
0.
0 51 6.
5
2.
28
9.
15
5.
01 15 2.
01
388.
15
385.
50
388.
75
385.
93
396.
00
395.
20 2 -3
3 2 85.
0
0.
42
0.
42
0.
84
0.
35
0.
35
5.
0
5.
0
6.
7
2.
36
6.
07
3.
70 15 0.
88
389.
00
388.
25
389.
62
388.
93
394.
00
396.
00 3 -4
4 1 27.
0
0.
00
0.
33
0.
00
0.
00
0.
30
0.
0
5.
0
6.
7
1.
99
5.
73
7.
00 10 6.
85
392.
50
390.
65
393.
13
390.
99
395.
80
395.
20 2 -SF #2
5 4 7.
0
0.
33
0.
33
0.
90
0.
30
0.
30
5.
0
5.
0
6.
7
1.
99
1.
66
3.
65 10 0.
57
392.
87
392.
83
393.
70
393.
66
396.
00
395.
80 SF #2 -2B (R.
D.)
6 1 9.
0
0.
19
0.
19
0.
85
0.
16
0.
16
5.
0
5.
0
6.
7
1.
08
4.
81
3.
07 15 0.
56
391.
70
391.
65
392.
12
392.
05
395.
00
395.
20 2 -2A (SF #1)
Project File: SD(
1 -4) 110408.
stm Number of lines: 6 Run Date: 11 -18 -2008
NOTES: Intensity = 51.
40 / (Inlet time + 10.
00) ^
0.
75; Return period = 10 Yrs.
Hydraflow Storm Sewers 2003
Inlet report Pa 1
Line Inlet ID Q =Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet BypNoCIAcarrycaptbyptypeline
Ht L area L W So W SW Sx n depth spread depth spread Dep No
cfs)cfs)cfs)cfs)in)ft)sqft)ft)ft)ft/
ft)ft)ft/
ft)
ft/
ft)ft)ft)ft)ft)in)
1 2 0.
00
0.
00
0.
00
0.
00 MH 0.
0
0.
00
0.
00
0.
00
0.
00 Sag 0.
00
0.
000
0.
000
0.
000
0.
00
0.
00
0.
00
0.
00
0.
00 Off
2 3 0.
00
0.
00
0.
00
0.
00 MH 0.
0 0.
00
0.
00
0.
00
0.
00 Sag 0.
00
0.
000
0.
000
0.
000
0.
00
0.
00
0.
00
0.
00
0.
00 Off
3 4 2.
36
0.
00
2.
36
0.
00 Curb 6.
0
4.
00
0.
00
0.
00
0.
00 Sag 2.
00
0.
050
0.
050
0.
000
0.
26
5.
23
0.
43
5.
23
2.
00 Off
4 SF #2 0.
00
0.
00
0.
00
0.
00 MH 0.
0
0.
00
0.
00 0.
00
0.
00 Sag 0.
00
0.
000
0.
000
0.
000
0.
00
0.
00
0.
00
0.
00
0.
00 Off
5 213 1.
99
0.
00
1.
99
0.
00 Hdwl 0.
0
0.
00
0.
00
0.
00
0.
00 Sag 0.
00
0.
000
0.
000
0.
000
0.
00
0.
00
0.
00
0.
00
0.
00 Off
6 2A 1.
08
0.
00
1.
08
0.
00 Grate 0.
0
0.
00
2.
33
2.
50
2.
50 Sag 2.
00
0.
050
0.
050
0.
000
0.
03
0.
69
L
0.
13
0.
99
2.
00 Off
Project File: SD(
1 -4) 110408.
stm I -D -F File: ALBEMARLE COUNTY, VA.
IDF Number of lines: 6 Run Date: 11 -11 -2008
NOTES: Inlet N- Values = 0.
016; Intensity = 51.
40 / (Inlet time + 10.
00) ^
0.
75; Return period = 10 Yrs. ; ' Indicates Known Q added
HydraFlow Storm Sewers 2003
Storrs Sewer Tabulation
Station Len Drng Area Rnoff Area x C Tc Rain Total CaLineTocoeff P Vel Pipe Invert ElevIncrTotalIncrTotalInletSyst (
1) flow full
Line
ft) (ac) (ac) (C)
Size Slope Up Dn (
min) (min) (in/
hr)cfs) (cfs) (ft/
s) (in) ( %) (ft) (ft)
1 I End 1 77.
0 1 0.
72 1 0.
72 1 0.
84 1 0.
60 10,
60
15.
0
15.
0
16.
7 !
4.
05
17.
72 1 3.
30 115
Project File: SD(
5 -6) 110408.
stm
NOTES: intensity = 51.
40 / (Inlet time + 10.
00) ^ 0.
75; Return period= 10 yrs.
Page 1
HGL Etev Grnd / Rim Elev Line ID
U
p Tn UP Dn
ft) t) (ft) (ft)
1.
43 1 368.
75 1 367.
65 1 372.
57 1 372.
27 J 373.
00 1 376.
40 15 -6
Number of lines: 1 Run Date: 11 -11 -2008
Hydraflow Storm Sewers 2003
Page 1
Curb Inlet Grate Inlet Gutter
gyp
Ht
In)
L
ft)
area
soft)
L
ft)
W
ft)
So
ft/
ft)
W
ft)
SW
ft
ft)
Sx
ft/
ft)
n depth
ft)
spread
ft)
Dep
In)
line
No
0.
0
ALBEMARLE
0.
00 2.
33
COUNTY,
2.
50
VA. IDF
2.
50 Sag 2.
00
Number
0.
050
of
0.
050
lines:
0.
000
1
0.
15 3.
04
t0.
323.04 2.
00 Off
Run Date:
LL
11 -11 -2008
0) 1
0.75; Return period = 10 Yrs. ; ' Indicates Known Q added
Hydraflow Storm Sewers 2003
Inlet .eport
Storrs Sewer Tabulation Page 1
Station Len
ft)
Drng Area Rnoff
coeff
C)
Area x C Tc Rain
I)
in /hr)
Total
flow
cfs)
Cap
full
cfs)
Val
ft/
s)
Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID
Line To
Line
Inc'
ac)
Total
ac)
Incr Total Inlet
min)
Syst
min)
Size
in)
Slope Up
ft)
Dn
ft)
Up
ft)
Dn
ft)
Up
ft)
Dn
ft)
1 End 41.
0
0.
25
0.
25
0.
40
0.
10
0.
10
10.
0
10.
0
5.
4
0.
54
13.
11
1.
45 15 2.
44
362.
50
361.
50
362.
79
362.
75
368.
00
374.
00 EX7 -8
Project File: SD (EX7 -8) 110408.
stm Number of lines: 1 Run Date: 11 -11 -2008
NOTES: Intensity = 51.
40 / (Inlet time + 10.
00) ^
0.
75; Return period= 10 Yrs.
Hydraflow Storm Sewers 2003
Inlet .eport
pn— 4
Line
No
Inlet ID Q =
CIA
cfs)
Q
carry
WS)
Q
capt
cfs)
Q
byp
cfs)
Junc
type
Curb Inlet Grate Inlet Gutter Inlet
JNoHt
in)
L
ft)
area
sgft)
L
ft)
W
ft)
So
ft/
ft)
W
ft)
SW
ft/
ft)
Sx
ft/
ft)
n depth
ft)
spread
ft)
depth
ft)
spread
ft)
Dep
in)
1 8 0.
54 0.
00 0.
54 0.
00 Grate 0.
0
0.
00 2.
33 2.
50 2.
50 Sag 2.
00 0.
400 0.
400
0.
000 0.
08 0.
21 0.
08
0.
17 2.
00 Off
Project File: SD (EX7 -8) 110408.
stm I -D -F File: ALBEMARLE COUNTY, VA.
IDF Number: 1 Run Date: 11 -11 -2008
NOTES: Inlet N- Values = 0.
016 ; Intensity = 51.
40 / (Inlet time + 10.
00) ^
0.
75; Return period = 10 Yrs. ; ' Indicates Known Q added
Hydraflow Storm Sewers 2003
Storrs Sewer Tabulation Page 1
Station Len
ft)
Drng Area Rnoff
coeff
C)
Area x C Tc Rain
1)
in /hr)
Total
flow
cfs)
Cap
full
cfs)
Vel
ft/
s)
Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID
Line To
Line
Incr
ac)
Total
ac)
Incr Total Inlet
min)
Syst
min)
Size
in)
Slope Up
ft)
Dn
ft)
Up
ft)
Dn
ft)
Up
ft)
Dn
ft)
1 End 35.
0
0.
27
0.
27
0.
40
0.
11
0.
11
10.
0
10.
0
5.
4
0.
58
5.
98
0.
53 15 0.
86
369.
00
368.
70
369.
95
369.
95
374.
00
374.
00 EX7 -21
Project File: SD(
EX7 -21) 110408.
stm Number of lines: 1 Run Date: 11 -11 -2008
NOTES: Intensity = 51.
40 / (Inlet time + 10.
00) ^
0.
75; Return period = 10 Yrs.
Hydraflow Storm Sewers 2003
Inlet report
Line
No
Inlet ID Q =
CIA
cfs)
Q
carry
cfs)
Q
capt
cfs )
Q
byp
cft)
Junc
type
Ci
i (
in
1 1 21 I 0.
58 1 0,
00 1 0.
58 1 0.
00 1 Grate I 0.
0
Project File: SD(
EX7 -21) 110408.
stm I -D -F File: ALB
NOTES: Inlet N- Values = 0.
016; Intensity = 51.
40 / (Inlet time + 10.
00) ^ 0
Page 1
Irb Inlet Grate Inlet Gutter Inlet gyp
L
ft)
area
sgft)
L
ft)
W
ft)
So
ft/
ft)
W
ft)
SW
ft/
ft)
Sx
Wit)
n depth
ft)
spread
ft)
depth
ft)
spread
ft)
Dep
in)
No
0.
00 2.
33 2.
50 2.
50 Sag 2.
00 0.
025 0.
025 0.
000 0.
09 3.
50 0.
09 3.
50 0.
00 Off
MARLE COUNTY, VA.
IDF tNumbe, : 1 Run Date: 11 -11 -2008
75; Return period = 10 Yrs. ; " Indicates Known Q added
Hydraflow Storm Sewers 2003
Storrs Sewer Tabulation Page 1
Station Len Drng Area Rnoff
coeff
Area x C Tc Rain
I)
Total
flow
Cap
full
Val Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID
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 51.
0
0.
00
0.
60
0.
00
0.
00
0.
51
0.
0
8.
0
5.
8
3.
01
6.
39
2.
45 15 0.
98
370.
50
370.
00
372.
38
372.
27
389.
60
377.
50 22 -23
2 1 160.
0
0.
00
0.
60
0.
00
0.
00
0.
51
0.
0
6.
9
6.
1
3.
14
10.
83
5.
97 15 2.
81
389.
10
384.
60
389.
81
385.
06
395.
80
389.
60 23 -24
3 2 22.
0
0.
37
0.
37
0.
83
0.
31
0.
31
5.
0
5.
0
6.
7
2.
06
6.
16
2.
56 15 0.
91 389.
40
389.
20
390.
09
390.
11
394.
20
395.
80 24 -25
4 2 132.
0
0.
23
0.
23
0.
90
0.
21
0.
21
5.
0
5.
0
6.
7
1.
39
11.
92
4.
85 15 3.
41
395.
00
390.
50
395.
47
390.
79
400.
00
395.
80 24 -26
Project File: SD (23 -27) 110408.
stm Number of lines: 4 Run Date: 11 -11 -2008
NOTES: Intensity = 51.
40 / (Inlet time + 10.
00) ^
0.
75; Return period= 10 Yrs.
Hydraflow Storm Sewers 2003
Inle+ 2eport Pa 1
Line Inlet ID Q =Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet BypNoCIAcarrycaptbyptypeline
Ht L area L W So W SW Sx n depth spread depth spread Dep No
cfs)cfs)cfs)cfs)in)ft)sqft)ft)ft)ft/
ft)ft)ft/
ft)
ft/
ft)ft)ft)ft)ft)in)
1 23 0.
00
0.
00
0.
00
0.
00 MH 0.
0
0.
00
0.
00
0.
00
0.
00 Sag 0.
00
0.
000
0.
000
0.
000
0.
00
0.
00
0.
00
0.
00
0.
00 Off
2 24 0.
00
0.
29 0.
00
0.
29 MH 0.
0
0.
00
0.
00
0.
00
0.
00 Sag 0.
00
0.
000
0.
000
0.
000
0.
00
0.
00
0.
00
0.
00
0.
00 Off
3 25 2.
06
0.
00
2.
06
0.
00 Grate 0.
0
0.
00
2.
33
2.
50
2.
50 Sag 2.
00
0.
050
0.
050
0.
000
0.
04
0.
72
0.
20
1.
52
2.
00 Off
4 26 1.
39
0.
00
1.
10
0.
29 Curb 6.
0
6.
00
0.
00
0.
00
0.
00
0.
025
2.
00
0.
025
0.
025
0.
013
0.
14
5.
60
0.
24
2.
93
2.
00 2
Project File: SD (23 -27) 110408.
stm I -D -F File: ALBEMARLE COUNTY, VA. IDF Number of lines: 4 Run Date: 01 -30 -2009
NOTES: Inlet N- Values = 0.
016 ; Intensity = 51.
40 / (Inlet time + 10.
00)
A 0.
75; Return period = 10 Yrs. ; " Indicates Known Q added
Hydraflow Storm Sewers 2003
EXISTING 36" STORM DRAIN ANALYSIS
Page 1
Storm Sewer Tabulation 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
Line To Incr Total incr Total Inlet Syst Size Slope Up Up Dn Up Dn
Line FDnft)ac)ac)C)min)min)in /hr)cfs)cfs)ft/
s)in)ft)ft)ft)ft)ft)
1 End 108.
0
0.
00
1.
80
0.
00
0.
00
1.
28
0.
0
22.
7
3.
7
124.
9
191.
7
17.
70 36 4.
89
351.
54
346.
26
354.
50
349.
26
374.
00
377.
00 EX7 -9
2 1 108.
0
0.
00
0.
00
0.
00
0.
00
0.
00
0.
0
0.
0
0.
0
106.
6
136.
4
33.
93 24 21.
53
374.
89
351.
64
376.
89
359.
38
385.
63
374.
00 9 -EX19
3 1 21.
0
0.
00
0.
00
0.
00
0.
00
0.
00
0.
0
0.
0
0.
0
0.
74
12.
42
3.
92 15 2.
19
363.
00
362.
54
363.
38
362.
75
376.
80
374.
00 9 -R1
4 1 52.
0
0.
00
1.
80
0.
00
0.
00
1.
28
0.
0
22.
3
3.
8
17.
66
192.
0
2.
50 36 4.
90
354.
09
351.
54
359.
40
359.
38
386.
10
374.
00 9 -10
5 4 59.
0
0.
55
1.
80
0.
40
0.
22
1.
28
10.
0
22.
0
3.
8
17.
70
175.
2
2.
67 36 4.
08
357.
00
354.
59
359.
48
359.
48
362.
43
386.
10 10 -11
6 5 110.
0
0.
00
1.
25
0.
00
0.
00
1.
06
0.
0
21.
3
3.
8
16.
93
255.
9
6.
67 36 8.
71
368.
09
358.
51
369.
40
359.
56
389.
59
362.
43 11 -EX12
7 6 192.
0
0.
00
0.
00
0.
00
0.
00
0.
00
0.
0
0.
0
0.
0
12.
84 63.
59
5.
29 24 4.
68
377.
17
368.
19
378.
44 369.
91
392.
97
389.
59 EX12 -EX17
8 6 21.
0
0.
00
1.
25
0.
00
0.
00
1.
06
0.
0
20.
7
3.
9
4.
15
478.
7
6.
26 48 6.
57
380.
27
378.
89
381.
95
379.
15
389.
37
389.
59 EX12 -EX14
9 8 72.
0
0.
00
0.
20
0.
00
0.
00
0.
17
0.
0
7.
0
6.
1
1.
04
191.
9
0.
34 48 1.
06
381.
03
380.
27
381.
96
381.
97
396.
73
389.
37 EX14 -EX15
10 9 77.
0
0.
20
0.
20
0.
85
0.
17
0.
17
5.
0
5.
0
6.
7
1.
14
59.
28
2.
13 18 18.
86
395.
75
381.
23
396.
16
381.
96
400.
90
396.
73 EX15 -EX16
11 8 50.
0
1.
05
1.
05
0.
85
0.
89
0.
89
5.
0
5.
0
6.
7
5.
98
231.
7
2.
63 48 1.
54
381.
24
380.
47
381.
96
381.
97
387.
94
389.
37 EX14 -EX18
Project File: revised 36 inch invert.
stm Number of lines: 11 Run Date: 03 -19 -2009
NOTES: Intensity = 51.
40 / (Inlet time + 10.
00) ^
0.
75; Return period= 10 Yrs.
Hydraflow Storm Sewers 2003
Full Flow Capacity of 9- EX19(24" RCP)
Project Description -
Friction Method Manning Formula
ft' /s
Solve For Full Flow Capacity
ft
Input Data
3.14 ft2
Roughness Coefficient 0.013
ft
Channel Slope 0.22200 ft/ft
Normal Depth 2.00 ft
Diameter 2.00 ft
Discharge 106.58 ft'/s
Results
Discharge 106.58 ft' /s
Normal Depth 2.00 ft
Flow Area 3.14 ft2
Wetted Perimeter 6.28 ft
Top Width 0.00 ft
Critical Depth 2.00 ft
Percent Full 100.0
Critical Slope 0.21789 ft/ft
Velocity 33.93 ft/s
Velocity Head 17.89 ft
Specific Energy 19.89 ft
Froude Number 0.00
Maximum Discharge 114.65 ft /s
Discharge Full 106.58 ft /s
Slope Full 0.22200 ft/ft
Flow Type SubCritical
GVF Input,Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 100.00
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
11/1112008 10:25:38 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 2
Full Flow Capacity of 9- EX19(24" RCP)
GVF Output Data
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.00 ft
Critical Depth 2.00 ft
Channel Slope 0.22200 ft/ft
Critical Slope 0.21789 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
11111/2008 10:25:38 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 2 of 2
G
lad - -- - -- -- - - - - -
INLETS ON GRADE DESIG_N_ACURB SPREAD AND INLET
I - -. 4.00 T (
I INhr for , and 65 iNM far and
Inlet 'Curb and GAIN ,Inlet
I d
21i
Grade lnletITaDle7:
Des
i
Y INLETS ON GRADE DESIGN jWRB SPREAD AND INL_ET_C_AP
rrtau _ 8.50 - '
F (
Ir is4 rthr for spread. and 6.5
W-ng, C n0, 0 013
Inlet f+jdrology CUb aW Gulbr Inlet
g o 2 9 __
0 3B 90 air am 0288 192 Dm 192 o00m 0020020 008. 415m 071 35120 0.1483 01239 113 112 ,82 I.
12 38 00 020 Om O1m 101 Om 101 80050 00100 20 00830 x07m 0.18 30320 01263 OONt 89 1Z8 104 Om -
TableTable8: PT D
esgn
PPEDEMN
n =0025 for CAP. 'n= 0.013far RCP ''n =001 for FDPE
P•. I to Pi
i
di
I
I
E:
el
d
P, M ExSOw
E%5 Fa OM 0.. 03m 0889 013 s10 177 .1115 401m 1.5 0013 OA157 10 732 113
Elw 1. OP 090 0.693 tEBZ 925 59 39 ]BS TO 39113 m9 0013 005. 10 129 120
14 Ex2 Om Om OOm 11M 1005 538 Om 3919 3aBN 307 0013 00m2 24 1293 120
ER Cai 010 040 1 0010 3588 1030 530 021 3 60 37)m 908 0013 00525 4 1512 13e
ate - s *°
CET I. I. 005 0&6 5. 680 0.30 38840 3W 0 50 003 Om9 s 017
T
IE]
017 2 0m Om 8000 ZON lox 5m 0. 30916 39010 fi0 0013 001m m 701
0. 0.. O m0 2 391 m R.0 0 013 01562 18 19.71
Pqw M.6de1
6 12 080 0.
79 0111 1007 10m 6T 382 402m 40150 5,
0 0013 00088 15 5& O1s
12 f0 020 Om Olm 1167 ,015 531 005 b IODm 520 00,3 00115 15 610 028
0 CET Om 0. O0m 11:ffi 10x8 s33 0.m IOON 397m 0013 OOBJa 15 1307 031
P"N V.
8 10 Om Om 00. 0.272 Bm 5m Om IOBm 401m .0 0013 OO2a1 15 555 028
Pt. M'
le 14 013 1 010 0052 0052 10. 537 L. J9eH 398 J1 100 UO1J 001. 15 161 Om
i0 17 T 1 09 1.. 0m3 8 581 10 55 013 00,82 15 001
Table 6. Swop Ir11el Design Table'
S _
DESIG (CUR SPREAD AND INLET SPREAD ANAD DEINLETSNSUAP _ _._ __-
Coelfia nIs 0.
013
Inlet hYdr0IOav 'Curb end G"", Irm
3
F a
s s;
a
Ai
Y --
Itll 015 Om 03m 0. tN 0mm 00100 20 Oa90 20150 1 5.
9
O-
44 100 E OM
Table B_ Sump Ink Dgn
Table!-- T- -- - -- ----- -- - - * - - -- - i - --es__
INLETS N SUW, DESIGN CURB SPREAD AND NLET SPREAD AND DEPfH1 -_-DES" __ _____- ___ _ -_
i 6.50 Inlan' 1s4iNM for and 8.
5 iNhr far .____ - - --
k -__
Inlet
0.013, _ . _ -_
Curb end Gullet
A1ar1n1 Cceffiri '
ntl
re8 ou 0m 0- 2. 1 O. 234 OOmO 0010D 20 0090 2aJ. 8T1
Snt1 3B 100 eqw 015 Om 03m 231 = 0381
RATIONAL C COEFFICIENT DATA
Area C x Area
Soil /Surface Description C -- acres acres
Post - Development Drainage .8000 2.610 2.
088
WEIGHTED C 3 TOTAL AREA >
8000
2.610
2.
088
Elevation Plonimetar Area Al +A2 +sgr(
A1 "
A2) Volume Volume Sum
ft) (sq. in) (acres) (acres) (oc -ft) (ac -ft)
396.
16 - - - -- .
0128 .0000 .000 .000
39666 - - - -- .0256 .0564 .009 .009
39716 - - - -- .0383 .0952 .016 -025
39765 - - - -- .0511 .7337 .022 .048
398.16 - - - -- .0639 .1722 .029 .076
398.
66 - - - -- .0767 .2106 .035 .777
39916 - - - -- .0863 .2443 .032 .143
POND VOLUME EQUATIONS
Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1 /3) " (EL2 -ELI) " (Areal + A-2 +
sq.
rt.(
Area7 "Areo2))
where: EL 1, EL2 = Lower and upper elevations of the increment
Area1,
Are02 = Areas computed for ELI, EL2, respectively
Volume = Incrementai volume between ELI and EL2
I'• I •
MASTER NETWORK SUMMARY
Modified Rational Method Network
sNode=
Outfoll; +
Node = Diversion;)
7 n= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left2Rt)
Max
Retum HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node 10 TJpe Event ca-ft Tn hrs cfs ft - ac -ft
DRAINAGE AREA 2 .171 .1667 6.
53
DRAINAGE AREA 10 .237 .1667 8.21
DRAINAGE AREA 100 .396 .1667 13.
69
OUTFALL JCT 2 170 .3400 5.
59
OUTFALL JCT 10 .237 .3700 740
OUTFALL JCT 100 .395 .3800 11.
31
RAINTANKS IN POND 2 .171 .1700 6.
53
RAINTANKS IN POND 10 .237 .1700 8.
21
RAINTANKS IN POND 100 .396 .1700 13.
69
RA /NTANKS OUT POND 2 .170 .3400 5.
59 398.
02 .
067
RA /NTANKS OUT POND 10 -237 .3700 7.40 398.26 .083
RAINTANKS OUT POND 100 .395 .3800 11.
31 398.
97 .
136
s
RETURN FREQUENCY. 2yr
s...
x.... » AllowobleOutfi- 6.
07 cfs.. '
C' Ad 1.000 (Required Storage: 050 dc-ft "
Peak Inflow. 6.
53
cfs "
L..... . r............ s . ...... ... ... .a.s... .......... .s.... ,
Q/ Td = .3167 hrs / Retum Fred: 2 7
Approx. Duration for Mox. Storage - - - - - -/ C odjfoctor:1.000
Tc= .1667 hrs J
I = 4.
1001 ,
n /hr / Area = 2,
610
acres
Q = 8.
63 cfs / Weighted C = .800
l J. / Ad C = .800
l Requred Storage /
050 ac -ft j Td= .3167 hrs
J 1 = 3.1000 in /hr
x xx
xx x/
x xx xx xx xx x p= 6.
53 cfs
x /x
a Q = 6.
07 cfs
x /x (Allow.
Outfiow)
X o
l x o NOT TO SCALE / x
o x
7 __________ __________________________.3283 hrs ____ _.
x .
x . x .
RETURNFREQUENCY .
x ' ..
AllowobleOutfl.. 7.99chs "
x 'C' Ad 1.
000 /
Required Storage: 067 ac -ft "
Peak laflow: 8.
21
cfs
s.
srx- , -- , - ,
I --.r ... x. a... ..... xs ...... es...x.x.x .. ......s. "
Q/ Td = .3500 hrs / Retum Freq: 10 yr
Approx. Duration for Max. Storage - - - - - -/ C adjfactor. 1.000
Tc= .1667 hrs f
I = 54001 in/
hr
J Area = 2.610
acres
0 = 11.
37
cfs / Weighted C = .800
Ad C = .800
Required Storage /
067 ac -ft / Td= .3500 hrs
J / / 1 = 3.9000
in/
hr
xx x xx x xJx x x xx x x xx x x 0= 8.21 cfs
X
l
X
l 0 0 =7.
99 cfs
x o /x (Allow Outflow)
0
x o NOT TO SCALE / x
x o
a / X
3546 hrs T
RETURN FREQUENCY.,
xx• " " ` "
100 yr / ANowableOutflow: 13.
10 cfs
C' Adjustment: 1.000 /
Required Storage: .116 ac-
ft
Peak Inflow: 13.
69
cfs
a
s,
HYG File:
ssr Dev1O0 ssaasassss. aa...,= saaaaa........xssxs..x.x
s
0 / Td = .3500 hrs J Retum Fred: f00 yr
Approx. Duration for Max. Storage - - - - - -/ C ad/
foctoc1.
000
Tc= .1667 hrs /
l = 8.
8001
in /hr I Area = 2.
610
acres
0 = 18.
53
cfs / Weighted C = .800
Adusted C = .800
Required Storage J
J - -- .116 ac -ft J Td= .J500 hrs
J
z
6.
5000
7n /hr
J xx xx xx /x x xx xx x x xx 0= 1J.
69 cfs
J x x
o Q = 73.
70
cfs
o /x (Allow.
Outt7ow)
X o
o NOT TO SCALE J / x
o (
x
J
3572 hrs T
Z
0
a.
a
U
U1
z z z
W
U UU o
z z z 5
0 J 0 3
Z U
D
U U i
Q
w
o
z N
ma
y;
LU
y
UGD Q
ti
U) Z
W °
Q
1
1
00
J °J
L
L
0 W
r Q
Z
Q
L9
Z
LL
d'
O
W
M
N
W N
Z z
X
n W
v W
Z >0)
W
Z -'J
m
Z W
N
W f-
d
M
J LLoa
W
O QQLL
U In U0
DRAWN aY;
SRC
CHECKED BY:
SRC
DATE:
9/
17/
07
PROJECT NO.
SHEET
DP -3
TableTable8: PT
D
esgn
PPEDEMN
n =0025 for CAP. 'n= 0.013far RCP ''n =001 for FDPE
P•. I to Pi i
di
I
I
E:
el
d
P, M ExSOw
E%5 Fa OM 0.. 03m 0889 013 s10 177 .1115 401m 1.5 0013 OA157 10 732 113
Elw 1. OP 090 0.693 tEBZ 925 59 39 ]BS TO 39113 m9 0013 005. 10 129 120
14 Ex2 Om Om OOm 11M 1005 538 Om 3919 3aBN 307 0013 00m2 24 1293 120
ER Cai 010 040 1 0010 3588 1030 530 021 3 60 37)m 908 0013 00525 4 1512 13e
ate - s *°
CET I. I. 005 0&6 5. 680 0.30 38840 3W 0 50 003 Om9 s 017
T
IE]
017 2 0m Om 8000 ZON lox 5m 0. 30916 39010 fi0 0013 001m m 701
0. 0.. O m0 2 391 m R.0 0 013 01562 18 19.71
Pqw M.6de1
6 12 080 0.
79 0111 1007 10m 6T 382 402m 40150 5,
0 0013 00088 15 5& O1s
12 f0 020 Om Olm 1167 ,015 531 005 b IODm 520 00,3 00115 15 610 028
0 CET Om 0. O0m 11:ffi 10x8 s33 0.m IOON 397m 0013 OOBJa 15 1307 031
P"N V.
8 10 Om Om 00. 0.272 Bm 5m Om IOBm 401m .0 0013 OO2a1 15 555 028
Pt. M'
le 14 013 1 010 0052 0052 10. 537 L. J9eH 398 J1 100 UO1J 001. 15 161 Om
i0 17 T 1 09 1.. 0m3 8 581 10 55 013 00,82 15 001
Table 6. Swop Ir11el Design Table'
S _ DESIG (CUR SPREAD AND INLET SPREAD ANAD DEINLETSNSUAP _ _._ __-
Coelfia nIs 0.
013
Inlet hYdr0IOav 'Curb end G"", Irm
3
F
a
s s;
a
Ai
Y --
Itll 015 Om 03m 0. tN 0mm 00100 20 Oa90 20150
1 5.
9
O-
44 100
E OM
Table B_ Sump Ink Dgn Table!-- T- -- - -- ----- -- - - * - - -- - i - --es__
INLETS N SUW, DESIGN CURB SPREAD AND NLET SPREAD AND DEPfH1 -_-DES" __ _____- ___ _ -_
i 6.50 Inlan' 1s4iNM for and 8.
5 iNhr far .____ - - --k -__
Inlet
0.013, _ . _ -_
Curb end Gullet
A1ar1n1 Cceffiri '
ntl
re8 ou 0m 0- 2.
1
O. 234 OOmO 0010D 20 0090 2aJ. 8T1
Snt1 3B 100 eqw 015 Om 03m 231 = 0381
RATIONAL C COEFFICIENT DATA
Area C x Area
Soil /Surface Description C -- acres acres
Post - Development Drainage .8000 2.610 2.
088
WEIGHTED C 3 TOTAL AREA > 8000 2.610
2.
088
Elevation Plonimetar Area Al +A2 +
sgr(
A1 "A2) Volume Volume Sum
ft) (sq. in) (acres) (acres) (oc -ft) (ac -ft)
396.
16 - - - -- .0128 .0000 .000 .000
39666 - - - -- .0256 .0564 .009 .009
39716 - - - -- .0383 .0952 .016 -025
39765 - - - -- .0511 .7337 .022 .048
398.16 - - - -- .0639 .1722 .029 .076
398.
66 - - - -- .0767 .2106 .035 .777
39916 - - - -- .0863 .2443 .032 .143
POND VOLUME EQUATIONS
Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1 /3) " (EL2 -ELI) " (Areal + A-2 + sq.
rt.(
Area7 "Areo2))
where: EL 1, EL2 = Lower and upper elevations of the increment
Area1,
Are02 = Areas computed for ELI, EL2, respectively
Volume = Incrementai volume between ELI and EL2
I'• I •
MASTER NETWORK SUMMARY
Modified Rational Method Network
sNode=
Outfoll; +Node = Diversion;)
7 n= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left2Rt)
Max
Retum HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node 10 TJpe Event ca-ft Tn hrs cfs ft - ac -ft
DRAINAGE AREA 2 .171 .1667
6.
53
DRAINAGE AREA 10 .237 .1667
8.21
DRAINAGE AREA 100 .396 .1667
13.
69
OUTFALL JCT 2 170 .3400
5.
59
OUTFALL JCT 10 .237 .3700 740
OUTFALL JCT 100 .395 .3800
11.
31
RAINTANKS IN POND 2 .171 .1700
6.
53
RAINTANKS IN POND 10 .237 .1700
8.
21
RAINTANKS IN POND 100 .396 .1700
13.
69
RA /NTANKS OUT POND 2 .170 .3400
5.
59 398.
02 .067
RA /NTANKS OUT POND 10 -237 .3700 7.40 398.26 .083
RAINTANKS OUT POND 100 .395 .3800
11.
31 398.
97 .136
s
RETURN FREQUENCY.
2yr
s...
x.... » AllowobleOutfi-
6.
07
cfs.. '
C' Ad 1.000 (Required Storage: 050 dc-ft "
Peak Inflow.
6.
53 cfs "
L..... . r............
s . ...... ... ... .a.s... .......... .s.... ,
Q/ Td = .3167 hrs / Retum Fred: 2 7
Approx. Duration for Mox. Storage - - - - - -/ C odjfoctor:1.000
Tc= .1667 hrs
J
I =
4.
1001 ,n /hr / Area =
2,
610 acres
Q =
8.
63 cfs / Weighted C = .800
l J. / Ad C = .800
l Requred Storage /
050 ac -ft j Td= .3167 hrs
J 1 = 3.1000 in /hr
x xx
xx x/
x xx xx xx xx x p= 6.
53 cfs
x /x
a Q = 6.
07 cfs
x /x (
Allow.
Outfiow)
X o
l x o NOT TO SCALE / x
o x
7 __________ __________________________.3283
hrs ____ _.
x . x . x .
RETURNFREQUENCY .
x ' ..
AllowobleOutfl..
7.99chs "
x 'C' Ad 1.
000 / Required Storage: 067 ac -ft "
Peak laflow:
8.
21 cfs
s.
srx- , -- , - ,
I --.
r ...
x. a... ..... xs ...... es...x.x.x .. ......s. "
Q/ Td = .3500 hrs / Retum Freq: 10 yr
Approx. Duration for Max. Storage - - - - - -/ C adjfactor. 1.000
Tc= .1667 hrs
f
I = 54001
in/
hr J Area = 2.610 acres
0 =
11.
37 cfs / Weighted C = .800
Ad C = .800
Required Storage /
067 ac -ft / Td= .3500 hrs
J / / 1 =
3.9000
in/
hr
xx x xx x xJx x x xx x x xx x x 0= 8.21 cfs
X
l
X
l 0 0 =
7.
99 cfs
x o /x (Allow Outflow)
0x
o NOT TO SCALE / x
x o
a / X
3546 hrs T
RETURN FREQUENCY.,
xx• " " ` "
100 yr / ANowableOutflow: 13.
10
cfs
C' Adjustment: 1.000 / Required Storage: .116
ac-
ft
Peak Inflow:
13.
69 cfs a
s,
HYG File:
ssr
Dev1O0
ssaasassss. aa...,= saaaaa........xssxs..x.x
s
0 / Td = .3500 hrs J Retum Fred: f00 yr
Approx. Duration for Max. Storage - - - - - -/ C ad/
foctoc1.
000
Tc= .1667 hrs /
l = 8.
8001 in /hr I Area =
2.
610 acres
0 =
18.
53 cfs / Weighted C = .800
Adusted C = .800
Required Storage J
J - -- .116 ac -ft J Td= .J500 hrs
J z 6.
5000 7n /hr
J xx xx xx /x x xx xx x x xx 0=
1J.
69 cfs
J x x
o Q =
73.
70 cfs
o /x (
Allow.
Outt7ow)
X o
o NOT TO SCALE
J /
x
o ( x
J
3572 hrs T
Z
0
a.
a
U
U1 z z z
W
U UU
o
z z z 5
0 J 0 3
Z
U
D
U U
i
Q
w
o
z N
ma
y;
LU
y
UGD Q
ti
U) Z
W °
Q
1
1
00
J °
J
L
L
0 W
r Q
Z
Q
L9
Z
LL
d'
O
W M
N
W N
Z z
X
n W
v W
Z >0)
W
Z -'J
m
Z W
N
W f-
d
M
J LLoa
W
O QQLL
U
In U0
DRAWN aY;
SRC
CHECKED BY:
SRC
DATE:
9/
17/
07
PROJECT NO.
SHEET
DP -3
Table 6. Swop Ir11el Design Table'
S _ DESIG (CUR SPREAD AND INLET SPREAD ANAD DEINLETSNSUAP _ _._ __-
Coelfia nIs 0.
013
Inlet hYdr0IOav 'Curb end G"", Irm
3
F a
s s; a
Ai
Y --
Itll 015 Om 03m 0. tN 0mm 00100 20 Oa90 20150 1 5.
9
O-
44 100 E OM
Table B_ Sump Ink Dgn
Table!-- T- -- - -- ----- -- - - * - - -- - i - --es__
INLETS N SUW, DESIGN CURB SPREAD AND NLET SPREAD AND DEPfH1 -_-DES" __ _____- ___ _ -_
i 6.50 Inlan' 1s4iNM for and 8.
5 iNhr far .____ - - --
k -__
Inlet
0.013, _ . _ -_
Curb end Gullet
A1ar1n1 Cceffiri '
ntl
re8 ou 0m 0- 2. 1 O. 234 OOmO 0010D 20 0090 2aJ. 8T1
Snt1 3B 100 eqw 015 Om 03m 231 = 0381
RATIONAL C COEFFICIENT DATA
Area C x Area
Soil /Surface Description C -- acres acres
Post - Development Drainage .8000 2.610 2.
088
WEIGHTED C 3 TOTAL AREA >
8000
2.610
2.
088
Elevation Plonimetar Area Al +A2 +sgr(
A1 "
A2) Volume Volume Sum
ft) (sq. in) (acres) (acres) (oc -ft) (ac -ft)
396.
16 - - - -- .
0128 .0000 .000 .000
39666 - - - -- .0256 .0564 .009 .009
39716 - - - -- .0383 .0952 .016 -025
39765 - - - -- .0511 .7337 .022 .048
398.16 - - - -- .0639 .1722 .029 .076
398.
66 - - - -- .0767 .2106 .035 .777
39916 - - - -- .0863 .2443 .032 .143
POND VOLUME EQUATIONS
Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1 /3) " (EL2 -ELI) " (Areal + A-2 +
sq.
rt.(
Area7 "Areo2))
where: EL 1, EL2 = Lower and upper elevations of the increment
Area1,
Are02 = Areas computed for ELI, EL2, respectively
Volume = Incrementai volume between ELI and EL2
I'• I •
MASTER NETWORK SUMMARY
Modified Rational Method Network
sNode=
Outfoll; +
Node = Diversion;)
7 n= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left2Rt)
Max
Retum HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node 10 TJpe Event ca-ft Tn hrs cfs ft - ac -ft
DRAINAGE AREA 2 .171 .1667 6.
53
DRAINAGE AREA 10 .237 .1667 8.21
DRAINAGE AREA 100 .396 .1667 13.
69
OUTFALL JCT 2 170 .3400 5.
59
OUTFALL JCT 10 .237 .3700 740
OUTFALL JCT 100 .395 .3800 11.
31
RAINTANKS IN POND 2 .171 .1700 6.
53
RAINTANKS IN POND 10 .237 .1700 8.
21
RAINTANKS IN POND 100 .396 .1700 13.
69
RA /NTANKS OUT POND 2 .170 .3400 5.
59 398.
02 .
067
RA /NTANKS OUT POND 10 -237 .3700 7.40 398.26 .083
RAINTANKS OUT POND 100 .395 .3800 11.
31 398.
97 .
136
s
RETURN FREQUENCY. 2yr
s...
x.... » AllowobleOutfi- 6.
07 cfs.. '
C' Ad 1.000 (Required Storage: 050 dc-ft "
Peak Inflow. 6.
53
cfs "
L..... . r............ s . ...... ... ... .a.s... .......... .s.... ,
Q/ Td = .3167 hrs / Retum Fred: 2 7
Approx. Duration for Mox. Storage - - - - - -/ C odjfoctor:1.000
Tc= .1667 hrs J
I = 4.
1001 ,
n /hr / Area = 2,
610
acres
Q = 8.
63 cfs / Weighted C = .800
l J. / Ad C = .800
l Requred Storage /
050 ac -ft j Td= .3167 hrs
J 1 = 3.1000 in /hr
x xx
xx x/
x xx xx xx xx x p= 6.
53 cfs
x /x
a Q = 6.
07 cfs
x /x (Allow.
Outfiow)
X o
l x o NOT TO SCALE / x
o x
7 __________ __________________________.3283 hrs ____ _.
x .
x . x .
RETURNFREQUENCY .
x ' ..
AllowobleOutfl.. 7.99chs "
x 'C' Ad 1.
000 /
Required Storage: 067 ac -ft "
Peak laflow: 8.
21
cfs
s.
srx- , -- , - ,
I --.r ... x. a... ..... xs ...... es...x.x.x .. ......s. "
Q/ Td = .3500 hrs / Retum Freq: 10 yr
Approx. Duration for Max. Storage - - - - - -/ C adjfactor. 1.000
Tc= .1667 hrs f
I = 54001 in/
hr
J Area = 2.610
acres
0 = 11.
37
cfs / Weighted C = .800
Ad C = .800
Required Storage /
067 ac -ft / Td= .3500 hrs
J / / 1 = 3.9000
in/
hr
xx x xx x xJx x x xx x x xx x x 0= 8.21 cfs
X
l
X
l 0 0 =7.
99 cfs
x o /x (Allow Outflow)
0
x o NOT TO SCALE / x
x o
a / X
3546 hrs T
RETURN FREQUENCY.,
xx• " " ` "
100 yr / ANowableOutflow: 13.
10 cfs
C' Adjustment: 1.000 /
Required Storage: .116 ac-
ft
Peak Inflow: 13.
69
cfs
a
s,
HYG File:
ssr Dev1O0 ssaasassss. aa...,= saaaaa........xssxs..x.x
s
0 / Td = .3500 hrs J Retum Fred: f00 yr
Approx. Duration for Max. Storage - - - - - -/ C ad/
foctoc1.
000
Tc= .1667 hrs /
l = 8.
8001
in /hr I Area = 2.
610
acres
0 = 18.
53
cfs / Weighted C = .800
Adusted C = .800
Required Storage J
J - -- .116 ac -ft J Td= .J500 hrs
J
z
6.
5000
7n /hr
J xx xx xx /x x xx xx x x xx 0= 1J.
69 cfs
J x x
o Q = 73.
70
cfs
o /x (Allow.
Outt7ow)
X o
o NOT TO SCALE J / x
o (
x
J
3572 hrs T
Z
0
a.
a
U
U1
z z z
W
U UU o
z z z 5
0 J 0 3
Z U
D
U U i
Q
w
o
z N
ma
y;
LU
y
UGD Q
ti
U) Z
W °
Q
1
1
00
J °J
L
L
0 W
r Q
Z
Q
L9
Z
LL
d'
O
W
M
N
W N
Z z
X
n W
v W
Z >0)
W
Z -'J
m
Z W
N
W f-
d
M
J LLoa
W
O QQLL
U In U0
DRAWN aY;
SRC
CHECKED BY:
SRC
DATE:
9/
17/
07
PROJECT NO.
SHEET
DP -3
Table B_ Sump Ink Dgn Table!-- T- -- - -- ----- -- - - * - - -- - i - --es__
INLETS N SUW, DESIGN CURB SPREAD AND NLET SPREAD AND DEPfH1 -_-DES" __ _____- ___ _ -_
i 6.50 Inlan' 1s4iNM for and 8.
5 iNhr far .____ - - --k -__
Inlet
0.013, _ . _ -_
Curb end Gullet
A1ar1n1 Cceffiri '
ntl
re8 ou 0m 0- 2.
1
O. 234 OOmO 0010D 20 0090 2aJ. 8T1
Snt1 3B 100 eqw 015 Om 03m 231 = 0381
RATIONAL C COEFFICIENT DATA
Area C x Area
Soil /Surface Description C -- acres acres
Post - Development Drainage .8000 2.610 2.
088
WEIGHTED C 3 TOTAL AREA > 8000 2.610
2.
088
Elevation Plonimetar Area Al +A2 +
sgr(
A1 "A2) Volume Volume Sum
ft) (sq. in) (acres) (acres) (oc -ft) (ac -ft)
396.
16 - - - -- .0128 .0000 .000 .000
39666 - - - -- .0256 .0564 .009 .009
39716 - - - -- .0383 .0952 .016 -025
39765 - - - -- .0511 .7337 .022 .048
398.16 - - - -- .0639 .1722 .029 .076
398.
66 - - - -- .0767 .2106 .035 .777
39916 - - - -- .0863 .2443 .032 .143
POND VOLUME EQUATIONS
Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1 /3) " (EL2 -ELI) " (Areal + A-2 + sq.
rt.(
Area7 "Areo2))
where: EL 1, EL2 = Lower and upper elevations of the increment
Area1,
Are02 = Areas computed for ELI, EL2, respectively
Volume = Incrementai volume between ELI and EL2
I'• I •
MASTER NETWORK SUMMARY
Modified Rational Method Network
sNode=
Outfoll; +Node = Diversion;)
7 n= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left2Rt)
Max
Retum HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node 10 TJpe Event ca-ft Tn hrs cfs ft - ac -ft
DRAINAGE AREA 2 .171 .1667
6.
53
DRAINAGE AREA 10 .237 .1667
8.21
DRAINAGE AREA 100 .396 .1667
13.
69
OUTFALL JCT 2 170 .3400
5.
59
OUTFALL JCT 10 .237 .3700 740
OUTFALL JCT 100 .395 .3800
11.
31
RAINTANKS IN POND 2 .171 .1700
6.
53
RAINTANKS IN POND 10 .237 .1700
8.
21
RAINTANKS IN POND 100 .396 .1700
13.
69
RA /NTANKS OUT POND 2 .170 .3400
5.
59 398.
02 .067
RA /NTANKS OUT POND 10 -237 .3700 7.40 398.26 .083
RAINTANKS OUT POND 100 .395 .3800
11.
31 398.
97 .136
s
RETURN FREQUENCY.
2yr
s...
x.... » AllowobleOutfi-
6.
07
cfs.. '
C' Ad 1.000 (Required Storage: 050 dc-ft "
Peak Inflow.
6.
53 cfs "
L..... . r............
s . ...... ... ... .a.s... .......... .s.... ,
Q/ Td = .3167 hrs / Retum Fred: 2 7
Approx. Duration for Mox. Storage - - - - - -/ C odjfoctor:1.000
Tc= .1667 hrs
J
I =
4.
1001 ,n /hr / Area =
2,
610 acres
Q =
8.
63 cfs / Weighted C = .800
l J. / Ad C = .800
l Requred Storage /
050 ac -ft j Td= .3167 hrs
J 1 = 3.1000 in /hr
x xx
xx x/
x xx xx xx xx x p= 6.
53 cfs
x /x
a Q = 6.
07 cfs
x /x (
Allow.
Outfiow)
X o
l x o NOT TO SCALE / x
o x
7 __________ __________________________.3283
hrs ____ _.
x . x . x .
RETURNFREQUENCY .
x ' ..
AllowobleOutfl..
7.99chs "
x 'C' Ad 1.
000 / Required Storage: 067 ac -ft "
Peak laflow:
8.
21 cfs
s.
srx- , -- , - ,
I --.
r ...
x. a... ..... xs ...... es...x.x.x .. ......s. "
Q/ Td = .3500 hrs / Retum Freq: 10 yr
Approx. Duration for Max. Storage - - - - - -/ C adjfactor. 1.000
Tc= .1667 hrs
f
I = 54001
in/
hr J Area = 2.610 acres
0 =
11.
37 cfs / Weighted C = .800
Ad C = .800
Required Storage /
067 ac -ft / Td= .3500 hrs
J / / 1 =
3.9000
in/
hr
xx x xx x xJx x x xx x x xx x x 0= 8.21 cfs
X
l
X
l 0 0 =
7.
99 cfs
x o /x (Allow Outflow)
0x
o NOT TO SCALE / x
x o
a / X
3546 hrs T
RETURN FREQUENCY.,
xx• " " ` "
100 yr / ANowableOutflow: 13.
10
cfs
C' Adjustment: 1.000 / Required Storage: .116
ac-
ft
Peak Inflow:
13.
69 cfs a
s,
HYG File:
ssr
Dev1O0
ssaasassss. aa...,= saaaaa........xssxs..x.x
s
0 / Td = .3500 hrs J Retum Fred: f00 yr
Approx. Duration for Max. Storage - - - - - -/ C ad/
foctoc1.
000
Tc= .1667 hrs /
l = 8.
8001 in /hr I Area =
2.
610 acres
0 =
18.
53 cfs / Weighted C = .800
Adusted C = .800
Required Storage J
J - -- .116 ac -ft J Td= .J500 hrs
J z 6.
5000 7n /hr
J xx xx xx /x x xx xx x x xx 0=
1J.
69 cfs
J x x
o Q =
73.
70 cfs
o /x (
Allow.
Outt7ow)
X o
o NOT TO SCALE
J /
x
o ( x
J
3572 hrs T
Z
0
a.
a
U
U1 z z z
W
U UU
o
z z z 5
0 J 0 3
Z
U
D
U U
i
Q
w
o
z N
ma
y;
LU
y
UGD Q
ti
U) Z
W °
Q
1
1
00
J °
J
L
L
0 W
r Q
Z
Q
L9
Z
LL
d'
O
W M
N
W N
Z z
X
n W
v W
Z >0)
W
Z -'J
m
Z W
N
W f-
d
M
J LLoa
W
O QQLL
U
In U0
DRAWN aY;
SRC
CHECKED BY:
SRC
DATE:
9/
17/
07
PROJECT NO.
SHEET
DP -3
RATIONAL C COEFFICIENT DATA
Area C x Area
Soil /Surface Description C -- acres acres
Post - Development Drainage .8000 2.610 2.
088
WEIGHTED C 3 TOTAL AREA > 8000 2.610
2.
088
Elevation Plonimetar Area Al +A2 +sgr(
A1 "A2) Volume Volume Sum
ft) (sq. in) (acres) (acres) (oc -ft) (ac -ft)
396.
16 - - - -- .0128 .0000 .000 .000
39666 - - - -- .0256 .0564 .009 .009
39716 - - - -- .0383 .0952 .016 -025
39765 - - - -- .0511 .7337 .022 .048
398.16 - - - -- .0639 .1722 .029 .076
398.
66 - - - -- .0767 .2106 .035 .777
39916 - - - -- .0863 .2443 .032 .143
POND VOLUME EQUATIONS
Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1 /3) " (EL2 -ELI) " (Areal + A-2 +
sq.
rt.(Area7 "Areo2))
where: EL 1, EL2 = Lower and upper elevations of the increment
Area1,
Are02 = Areas computed for ELI, EL2, respectively
Volume = Incrementai volume between ELI and EL2
I'• I •
MASTER NETWORK SUMMARY
Modified Rational Method Network
sNode=
Outfoll; +
Node = Diversion;)
7 n= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left2Rt)
Max
Retum HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node 10 TJpe Event ca-ft Tn hrs cfs ft - ac -ft
DRAINAGE AREA 2 .171 .1667 6.
53
DRAINAGE AREA 10 .237 .1667 8.21
DRAINAGE AREA 100 .396 .1667 13.
69
OUTFALL JCT 2 170 .3400 5.
59
OUTFALL JCT 10 .237 .3700 740
OUTFALL JCT 100 .395 .3800 11.
31
RAINTANKS IN POND 2 .171 .1700 6.
53
RAINTANKS IN POND 10 .237 .1700 8.
21
RAINTANKS IN POND 100 .396 .1700 13.
69
RA /NTANKS OUT POND 2 .170 .3400 5.
59 398.
02 .
067
RA /NTANKS OUT POND 10 -237 .3700 7.40 398.26 .083
RAINTANKS OUT POND 100 .395 .3800 11.
31 398.
97 .
136
s
RETURN FREQUENCY. 2yr
s...
x.... » AllowobleOutfi- 6.
07 cfs.. '
C' Ad 1.000 (Required Storage: 050 dc-ft "
Peak Inflow. 6.
53
cfs "
L..... . r............ s . ...... ... ... .a.s... .......... .s.... ,
Q/ Td = .3167 hrs / Retum Fred: 2 7
Approx. Duration for Mox. Storage - - - - - -/ C odjfoctor:1.000
Tc= .1667 hrs J
I = 4.
1001 ,
n /hr / Area = 2,
610
acres
Q = 8.
63 cfs / Weighted C = .800
l J. / Ad C = .800
l Requred Storage /
050 ac -ft j Td= .3167 hrs
J 1 = 3.1000 in /hr
x xx
xx x/
x xx xx xx xx x p= 6.
53 cfs
x /x
a Q = 6.
07 cfs
x /x (Allow.
Outfiow)
X o
l x o NOT TO SCALE / x
o x
7 __________ __________________________.3283 hrs ____ _.
x .
x . x .
RETURNFREQUENCY .
x ' ..
AllowobleOutfl.. 7.99chs "
x 'C' Ad 1.
000 /
Required Storage: 067 ac -ft "
Peak laflow: 8.
21
cfs
s.
srx- , -- , - ,
I --.r ... x. a... ..... xs ...... es...x.x.x .. ......s. "
Q/ Td = .3500 hrs / Retum Freq: 10 yr
Approx. Duration for Max. Storage - - - - - -/ C adjfactor. 1.000
Tc= .1667 hrs f
I = 54001 in/
hr
J Area = 2.610
acres
0 = 11.
37
cfs / Weighted C = .800
Ad C = .800
Required Storage /
067 ac -ft / Td= .3500 hrs
J / / 1 = 3.9000
in/
hr
xx x xx x xJx x x xx x x xx x x 0= 8.21 cfs
X
l
X
l 0 0 =7.
99 cfs
x o /x (Allow Outflow)
0
x o NOT TO SCALE / x
x o
a / X
3546 hrs T
RETURN FREQUENCY.,
xx• " " ` "
100 yr / ANowableOutflow: 13.
10 cfs
C' Adjustment: 1.000 /
Required Storage: .116 ac-
ft
Peak Inflow: 13.
69
cfs
a
s,
HYG File:
ssr Dev1O0 ssaasassss. aa...,= saaaaa........xssxs..x.x
s
0 / Td = .3500 hrs J Retum Fred: f00 yr
Approx. Duration for Max. Storage - - - - - -/ C ad/
foctoc1.
000
Tc= .1667 hrs /
l = 8.
8001
in /hr I Area = 2.
610
acres
0 = 18.
53
cfs / Weighted C = .800
Adusted C = .800
Required Storage J
J - -- .116 ac -ft J Td= .J500 hrs
J
z
6.
5000
7n /hr
J xx xx xx /x x xx xx x x xx 0= 1J.
69 cfs
J x x
o Q = 73.
70
cfs
o /x (Allow.
Outt7ow)
X o
o NOT TO SCALE J / x
o (
x
J
3572 hrs T
Z
0
a.
a
U
U1
z z z
W
U UU o
z z z 5
0 J 0 3
Z U
D
U U i
Q
w
o
z N
ma
y;
LU
y
UGD Q
ti
U) Z
W °
Q
1
1
00
J °J
L
L
0 W
r Q
Z
Q
L9
Z
LL
d'
O
W
M
N
W N
Z z
X
n W
v W
Z >0)
W
Z -'J
m
Z W
N
W f-
d
M
J LLoa
W
O QQLL
U In U0
DRAWN aY;
SRC
CHECKED BY:
SRC
DATE:
9/
17/
07
PROJECT NO.
SHEET
DP -3
I'• I •
MASTER NETWORK SUMMARY
Modified Rational Method Network
sNode=
Outfoll; +Node = Diversion;)
7 n= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left2Rt)
Max
Retum HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node 10 TJpe Event ca-ft Tn hrs cfs ft - ac -ft
DRAINAGE AREA 2 .171 .1667
6.
53
DRAINAGE AREA 10 .237 .1667
8.21
DRAINAGE AREA 100 .396 .1667
13.
69
OUTFALL JCT 2 170 .3400
5.
59
OUTFALL JCT 10 .237 .3700 740
OUTFALL JCT 100 .395 .3800
11.
31
RAINTANKS IN POND 2 .171 .1700
6.
53
RAINTANKS IN POND 10 .237 .1700
8.
21
RAINTANKS IN POND 100 .396 .1700
13.
69
RA /NTANKS OUT POND 2 .170 .3400
5.
59 398.
02 .067
RA /NTANKS OUT POND 10 -237 .3700 7.40 398.26 .083
RAINTANKS OUT POND 100 .395 .3800
11.
31 398.
97 .136
s
RETURN FREQUENCY.
2yr
s...
x.... » AllowobleOutfi-
6.
07
cfs.. '
C' Ad 1.000 (Required Storage: 050 dc-ft "
Peak Inflow.
6.
53 cfs "
L..... . r............
s . ...... ... ... .a.s... .......... .s.... ,
Q/ Td = .3167 hrs / Retum Fred: 2 7
Approx. Duration for Mox. Storage - - - - - -/ C odjfoctor:1.000
Tc= .1667 hrs
J
I =
4.
1001 ,n /hr / Area =
2,
610 acres
Q =
8.
63 cfs / Weighted C = .800
l J. / Ad C = .800
l Requred Storage /
050 ac -ft j Td= .3167 hrs
J 1 = 3.1000 in /hr
x xx
xx x/
x xx xx xx xx x p= 6.
53 cfs
x /x
a Q = 6.
07 cfs
x /x (
Allow.
Outfiow)
X o
l x o NOT TO SCALE / x
o x
7 __________ __________________________.3283
hrs ____ _.
x . x . x .
RETURNFREQUENCY .
x ' ..
AllowobleOutfl..
7.99chs "
x 'C' Ad 1.
000 / Required Storage: 067 ac -ft "
Peak laflow:
8.
21 cfs
s.
srx- , -- , - ,
I --.
r ...
x. a... ..... xs ...... es...x.x.x .. ......s. "
Q/ Td = .3500 hrs / Retum Freq: 10 yr
Approx. Duration for Max. Storage - - - - - -/ C adjfactor. 1.000
Tc= .1667 hrs
f
I = 54001
in/
hr J Area = 2.610 acres
0 =
11.
37 cfs / Weighted C = .800
Ad C = .800
Required Storage /
067 ac -ft / Td= .3500 hrs
J / / 1 =
3.9000
in/
hr
xx x xx x xJx x x xx x x xx x x 0= 8.21 cfs
X
l
X
l 0 0 =
7.
99 cfs
x o /x (Allow Outflow)
0x
o NOT TO SCALE / x
x o
a / X
3546 hrs T
RETURN FREQUENCY.,
xx• " " ` "
100 yr / ANowableOutflow: 13.
10
cfs
C' Adjustment: 1.000 / Required Storage: .116
ac-
ft
Peak Inflow:
13.
69 cfs a
s,
HYG File:
ssr
Dev1O0
ssaasassss. aa...,= saaaaa........xssxs..x.x
s
0 / Td = .3500 hrs J Retum Fred: f00 yr
Approx. Duration for Max. Storage - - - - - -/ C ad/
foctoc1.
000
Tc= .1667 hrs /
l = 8.
8001 in /hr I Area =
2.
610 acres
0 =
18.
53 cfs / Weighted C = .800
Adusted C = .800
Required Storage J
J - -- .116 ac -ft J Td= .J500 hrs
J z 6.
5000 7n /hr
J xx xx xx /x x xx xx x x xx 0=
1J.
69 cfs
J x x
o Q =
73.
70 cfs
o /x (
Allow.
Outt7ow)
X o
o NOT TO SCALE
J /
x
o ( x
J
3572 hrs T
Z
0
a.
a
U
U1 z z z
W
U UU
o
z z z 5
0 J 0 3
Z
U
D
U U
i
Q
w
o
z N
ma
y;
LU
y
UGD Q
ti
U) Z
W °
Q
1
1
00
J °
J
L
L
0 W
r Q
Z
Q
L9
Z
LL
d'
O
W M
N
W N
Z z
X
n W
v W
Z >0)
W
Z -'J
m
Z W
N
W f-
d
M
J LLoa
W
O QQLL
U
In U0
DRAWN aY;
SRC
CHECKED BY:
SRC
DATE:
9/
17/
07
PROJECT NO.
SHEET
DP -3
MASTER NETWORK SUMMARY
Modified Rational Method Network
sNode=
Outfoll; +Node = Diversion;)
7 n= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left2Rt)
Max
Retum HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node 10 TJpe Event ca-ft Tn hrs cfs ft - ac -ft
DRAINAGE AREA 2 .171 .1667 6.
53
DRAINAGE AREA 10 .237 .1667 8.21
DRAINAGE AREA 100 .396 .1667 13.
69
OUTFALL JCT 2 170 .3400 5.
59
OUTFALL JCT 10 .237 .3700 740
OUTFALL JCT 100 .395 .3800 11.
31
RAINTANKS IN POND 2 .171 .1700 6.
53
RAINTANKS IN POND 10 .237 .1700 8.
21
RAINTANKS IN POND 100 .396 .1700 13.
69
RA /NTANKS OUT POND 2 .170 .3400 5.
59 398.
02 .067
RA /NTANKS OUT POND 10 -237 .3700 7.40 398.26 .083
RAINTANKS OUT POND 100 .395 .3800 11.
31 398.
97 .136
s
RETURN FREQUENCY. 2yr
s...
x.... » AllowobleOutfi- 6.
07 cfs.. '
C' Ad 1.000 (Required Storage: 050 dc-ft "
Peak Inflow. 6.
53
cfs "
L..... . r............ s . ...... ... ... .a.s... .......... .s.... ,
Q/ Td = .3167 hrs / Retum Fred: 2 7
Approx. Duration for Mox. Storage - - - - - -/ C odjfoctor:1.000
Tc= .1667 hrs J
I = 4.
1001 ,
n /hr / Area = 2,
610
acres
Q = 8.
63 cfs / Weighted C = .800
l J. / Ad C = .800
l Requred Storage /
050 ac -ft j Td= .3167 hrs
J 1 = 3.1000 in /hr
x xx
xx x/
x xx xx xx xx x p= 6.
53 cfs
x /x
a Q = 6.
07 cfs
x /x (Allow.
Outfiow)
X o
l x o NOT TO SCALE / x
o x
7 __________ __________________________.3283 hrs ____ _.
x .
x . x .
RETURNFREQUENCY .
x ' ..
AllowobleOutfl.. 7.99chs "
x 'C' Ad 1.
000 /
Required Storage: 067 ac -ft "
Peak laflow: 8.
21
cfs
s.
srx- , -- , - ,
I --.r ... x. a... ..... xs ...... es...x.x.x .. ......s. "
Q/ Td = .3500 hrs / Retum Freq: 10 yr
Approx. Duration for Max. Storage - - - - - -/ C adjfactor. 1.000
Tc= .1667 hrs f
I = 54001 in/
hr
J Area = 2.610
acres
0 = 11.
37
cfs / Weighted C = .800
Ad C = .800
Required Storage /
067 ac -ft / Td= .3500 hrs
J / / 1 = 3.9000
in/
hr
xx x xx x xJx x x xx x x xx x x 0= 8.21 cfs
X
l
X
l 0 0 =7.
99 cfs
x o /x (Allow Outflow)
0
x o NOT TO SCALE / x
x o
a / X
3546 hrs T
RETURN FREQUENCY.,
xx• " " ` "
100 yr / ANowableOutflow: 13.
10 cfs
C' Adjustment: 1.000 /
Required Storage: .116 ac-
ft
Peak Inflow: 13.
69
cfs
a
s,
HYG File:
ssr Dev1O0 ssaasassss. aa...,= saaaaa........xssxs..x.x
s
0 / Td = .3500 hrs J Retum Fred: f00 yr
Approx. Duration for Max. Storage - - - - - -/ C ad/
foctoc1.
000
Tc= .1667 hrs /
l = 8.
8001
in /hr I Area = 2.
610
acres
0 = 18.
53
cfs / Weighted C = .800
Adusted C = .800
Required Storage J
J - -- .116 ac -ft J Td= .J500 hrs
J
z
6.
5000
7n /hr
J xx xx xx /x x xx xx x x xx 0= 1J.
69 cfs
J x x
o Q = 73.
70
cfs
o /x (Allow.
Outt7ow)
X o
o NOT TO SCALE J / x
o (
x
J
3572 hrs T
Z
0
a.
a
U
U1
z z z
W
U UU o
z z z 5
0 J 0 3
Z U
D
U U i
Q
w
o
z N
ma
y;
LU
y
UGD Q
ti
U) Z
W °
Q
1
1
00
J °J
L
L
0 W
r Q
Z
Q
L9
Z
LL
d'
O
W
M
N
W N
Z z
X
n W
v W
Z >0)
W
Z -'J
m
Z W
N
W f-
d
M
J LLoa
W
O QQLL
U In U0
DRAWN aY;
SRC
CHECKED BY:
SRC
DATE:
9/
17/
07
PROJECT NO.
SHEET
DP -3
s
RETURN FREQUENCY.
2yr
s...
x.... » AllowobleOutfi-
6.
07
cfs.. '
C' Ad 1.000 (Required Storage: 050 dc-ft "
Peak Inflow.
6.
53 cfs "
L..... . r............
s . ...... ... ... .a.s... .......... .s.... ,
Q/ Td = .3167 hrs / Retum Fred: 2 7
Approx. Duration for Mox. Storage - - - - - -/ C odjfoctor:1.000
Tc= .1667 hrs
J
I =
4.
1001 ,n /hr / Area =
2,
610 acres
Q =
8.
63 cfs / Weighted C = .800
l J. / Ad C = .800
l Requred Storage /
050 ac -ft j Td= .3167 hrs
J 1 = 3.1000 in /hr
x xx
xx x/
x xx xx xx xx x p= 6.
53 cfs
x /x
a Q = 6.
07 cfs
x /x (
Allow.
Outfiow)
X o
l x o NOT TO SCALE / x
o x
7 __________ __________________________.3283
hrs ____ _.
x . x . x .
RETURNFREQUENCY .
x ' ..
AllowobleOutfl..
7.99chs "
x 'C' Ad 1.
000 / Required Storage: 067 ac -ft "
Peak laflow:
8.
21 cfs
s.
srx- , -- , - ,
I --.
r ...
x. a... ..... xs ...... es...x.x.x .. ......s. "
Q/ Td = .3500 hrs / Retum Freq: 10 yr
Approx. Duration for Max. Storage - - - - - -/ C adjfactor. 1.000
Tc= .1667 hrs
f
I = 54001
in/
hr J Area = 2.610 acres
0 =
11.
37 cfs / Weighted C = .800
Ad C = .800
Required Storage /
067 ac -ft / Td= .3500 hrs
J / / 1 =
3.9000
in/
hr
xx x xx x xJx x x xx x x xx x x 0= 8.21 cfs
X
l
X
l 0 0 =
7.
99 cfs
x o /x (Allow Outflow)
0x
o NOT TO SCALE / x
x o
a / X
3546 hrs T
RETURN FREQUENCY.,
xx• " " ` "
100 yr / ANowableOutflow: 13.
10
cfs
C' Adjustment: 1.000 / Required Storage: .116
ac-
ft
Peak Inflow:
13.
69 cfs a
s,
HYG File:
ssr
Dev1O0
ssaasassss. aa...,= saaaaa........xssxs..x.x
s
0 / Td = .3500 hrs J Retum Fred: f00 yr
Approx. Duration for Max. Storage - - - - - -/ C ad/
foctoc1.
000
Tc= .1667 hrs /
l = 8.
8001 in /hr I Area =
2.
610 acres
0 =
18.
53 cfs / Weighted C = .800
Adusted C = .800
Required Storage J
J - -- .116 ac -ft J Td= .J500 hrs
J z 6.
5000 7n /hr
J xx xx xx /x x xx xx x x xx 0=
1J.
69 cfs
J x x
o Q =
73.
70 cfs
o /x (
Allow.
Outt7ow)
X o
o NOT TO SCALE
J /
x
o ( x
J
3572 hrs T
Z
0
a.
a
U
U1 z z z
W
U UU
o
z z z 5
0 J 0 3
Z
U
D
U U
i
Q
w
o
z N
ma
y;
LU
y
UGD Q
ti
U) Z
W °
Q
1
1
00
J °
J
L
L
0 W
r Q
Z
Q
L9
Z
LL
d'
O
W M
N
W N
Z z
X
n W
v W
Z >0)
W
Z -'J
m
Z W
N
W f-
d
M
J LLoa
W
O QQLL
U
In U0
DRAWN aY;
SRC
CHECKED BY:
SRC
DATE:
9/
17/
07
PROJECT NO.
SHEET
DP -3
x .
x . x .
RETURNFREQUENCY .
x ' ..
AllowobleOutfl.. 7.99chs "
x 'C' Ad 1.
000 / Required Storage: 067 ac -ft "
Peak laflow: 8.
21 cfs
s.
srx- , -- , - ,
I --.r ... x. a... ..... xs ...... es...x.x.x .. ......s. "
Q/ Td = .3500 hrs / Retum Freq: 10 yr
Approx. Duration for Max. Storage - - - - - -/ C adjfactor. 1.000
Tc= .1667 hrs f
I = 54001 in/
hr J Area = 2.610 acres
0 = 11.
37 cfs / Weighted C = .800
Ad C = .800
Required Storage /
067 ac -ft / Td= .3500 hrs
J / / 1 = 3.9000
in/
hr
xx x xx x xJx x x xx x x xx x x 0= 8.21 cfs
X
l
X
l 0 0 =7.
99 cfs
x o /x (Allow Outflow)
0xo NOT TO SCALE / x
x o
a / X
3546 hrs T
RETURN FREQUENCY.,
xx• " " ` "
100 yr / ANowableOutflow: 13.
10 cfs
C' Adjustment: 1.000 /
Required Storage: .116 ac-
ft
Peak Inflow: 13.
69
cfs
a
s,
HYG File:
ssr Dev1O0 ssaasassss. aa...,= saaaaa........xssxs..x.x
s
0 / Td = .3500 hrs J Retum Fred: f00 yr
Approx. Duration for Max. Storage - - - - - -/ C ad/
foctoc1.
000
Tc= .1667 hrs /
l = 8.
8001
in /hr I Area = 2.
610
acres
0 = 18.
53
cfs / Weighted C = .800
Adusted C = .800
Required Storage J
J - -- .116 ac -ft J Td= .J500 hrs
J
z
6.
5000
7n /hr
J xx xx xx /x x xx xx x x xx 0= 1J.
69 cfs
J x x
o Q = 73.
70
cfs
o /x (Allow.
Outt7ow)
X o
o NOT TO SCALE J / x
o (
x
J
3572 hrs T
Z
0
a.
a
U
U1
z z z
W
U UU o
z z z 5
0 J 0 3
Z U
D
U U i
Q
w
o
z N
ma
y;
LU
y
UGD Q
ti
U) Z
W °
Q
1
1
00
J °J
L
L
0 W
r Q
Z
Q
L9
Z
LL
d'
O
W
M
N
W N
Z z
X
n W
v W
Z >0)
W
Z -'J
m
Z W
N
W f-
d
M
J LLoa
W
O QQLL
U In U0
DRAWN aY;
SRC
CHECKED BY:
SRC
DATE:
9/
17/
07
PROJECT NO.
SHEET
DP -3
RETURN FREQUENCY.,
xx• " " ` "
100 yr / ANowableOutflow: 13.
10
cfs
C' Adjustment: 1.000 / Required Storage: .116
ac-
ft
Peak Inflow:
13.
69 cfs a
s,
HYG File:
ssr
Dev1O0
ssaasassss. aa...,= saaaaa........xssxs..x.x
s
0 / Td = .3500 hrs J Retum Fred: f00 yr
Approx. Duration for Max. Storage - - - - - -/ C ad/
foctoc1.
000
Tc= .1667 hrs /
l = 8.
8001 in /hr I Area =
2.
610 acres
0 =
18.
53 cfs / Weighted C = .800
Adusted C = .800
Required Storage J
J - -- .116 ac -ft J Td= .J500 hrs
J z 6.
5000 7n /hr
J xx xx xx /x x xx xx x x xx 0=
1J.
69 cfs
J x x
o Q =
73.
70 cfs
o /x (
Allow.
Outt7ow)
X o
o NOT TO SCALE
J /
x
o ( x
J
3572 hrs T
Z
0
a.
a
U
U1 z z z
W
U UU
o
z z z 5
0 J 0 3
Z
U
D
U U
i
Q
w
o
z N
ma
y;
LU
y
UGD Q
ti
U) Z
W °
Q
1
1
00
J °
J
L
L
0 W
r Q
Z
Q
L9
Z
LL
d'
O
W M
N
W N
Z z
X
n W
v W
Z >0)
W
Z -'J
m
Z W
N
W f-
d
M
J LLoa
W
O QQLL
U
In U0
DRAWN aY;
SRC
CHECKED BY:
SRC
DATE:
9/
17/
07
PROJECT NO.
SHEET
DP -3
U) Z
W °
Q
1
1
00J °J
L
L
0 W
r Q
Z
Q
L9
Z
LL d'
O
W M
N
W N
Z z
XnW
v W
Z >0)
W
Z -'J m
Z W
N
W f- d
M
J LLoaW
O QQLL
U In U0
DRAWN aY;
SRC
CHECKED BY:
SRC
DATE:
9/
17/07
PROJECT NO.
SHEET
DP -3
i
STORMWATER MANAGEMENT CALCULATIONS
General construction notes for Sto rmwater Management I) ans:
1. All dams and constructed fill to be within 95% of maximum dry density and 2%
of optimum
moisture content. All fill material to be approved by a geotechnical engineer. A
geotechniCal engineer is to be present during construction of dams.
2. Pipe and riser joints are to be watertight within stormwater management
facilities.
3. For temporary sediment traps or basins which are to be converted to permanent
stormwater
management facilities; conversion is not to take place until the site is stabilized,
and
permission has been obtained from the County erosion control inspector.
a
NOTES:
1. SEE SHEET SWM -2 FOR DETAILS ON THE FILTERRA UNITS.
2. SEE SHEET SWM -3 FOR DETAILS ON THE RAINTANK SYSTEM.
Table 12: Water Quality Compliance table
WATER OUALfTY COMPLWNCE - Overall for the ase
project area 22.77 (The is the conan ed area of the 2 Fbw AM Parcels along RL 250 and a portion of the Lack Flow Aut) Parcel)
area Captured 2262 rose 1.47 of the 2 62 is reeW by Fit— 82 11 acres was en>eng ,
nyerwo,
u area.
percent capture 995% (sheuld be 90% or bell,,)
f factor 00.9 10 or0 9 for sdes m the ta saa wtiere enshngrTervous ccorer is reel,r aen 20%
a1'Pen _
A
i 5
CaO d FAan hob 2262 .014 0080 225A 1158.5 FFeaa tadn 88356 WWA WWA
Iniper —a area before ddevelopment iinddesignated ggrowth areas ccan be aa mmm in 20%
he is most oPoen NOT the entre propertyt hd the portion of the property widen the subject dranaW am, or ate C rainage area to the facdly
see Table 13
STORMWATER MANAGEMENT CALCULATIONS
Table 14: Detention Compliance table
DETENTION COMPLIANCE • Overall for the site
project are.(
enee) 2.77 (melt' mad lP Ynla Mdnaaacal
see detakted (ease) 2.62
pateard captore 95% rune oe bawewr ro96 atl 120%)
E 3
Debired Aran
PoN.WI R Yeen 262 5 Rw1atl W flreaM
Pan-0aampn,aa Ira rea) zaz 1w wsea we avrarA
Pant -0ealopnat I'M Yw 282 1131 Poereew RSlank
Pmt -0awkemal(2 Yav) t.it 531 Qamga gpsx0 w eimn aewv m Western NcPeOY Bre
Pmldw.yrpnar 110 Yee) 1ri 892 DaPW gweeee Menlam ea:.erm rraaePY Ye
pw_Dllka 000 Yeen 11f 9re Daxrage ` s aIId w slam sees, m Wa4a ,massy Bre
Pmt- oewbprmia a Yaen L13 oaa canape gyraee va enema row
PoafOaebpner 110 Yeai 0.13 030 Drmpe g9aaxe Vnawan5 bar
Post-0wdopment 1100Veen O1J 050 Danepn g9raMwo.Men]1vw
Pie -0eeloOmM-0n1aq 12 Veal 003 OOT
Pieanekpnanl-pea no Yea') 003 0W
P 40n 1prw.wQaPa,a EW Peat 00:4 015
PmOatlspnera r 6Ymn carer I2 Yeen J82 11ie
Pmgaebplwa m Srmn Sewer I10Yea1 382 1512
Pmibaapnas in Smm Serer lloO Yea) 382 2450
Piepx > Poe1J)ew
11.55 1120
1521 1162
20.85 > 20as
PRE - DEVELOPMENT CONDITIONS
v
NAD 83
Z ( -
y, I I _ —_ •
4n O a0 80 FEET
GALE ,' =40 .. !.,• -_ _ jl'
r _._
I r +l .
II
POST- DEVELOPMENT CONDITIONS
NAD 61
Z
I
I
II
40 O 40 30 FEET
l
I "
I
l
c I
I,
I
LOCATION Of EXISTING STR t; _ — _-
2, UNROUTED DRAINAGE ` 1, , _ - _ _ . - - _ _ •
FFROMROUTzso'
G Exa' -
t L
r ^ ` '
y • ONS77
1
E DA 0.00 _
DA = 0.13 ACRES
OFFSPE -DA- 1.
11* C. = 0.35
a ..2•
art -- - '
I
Tc= Sm5... ..
rlrr
D.A. 0.03 a
11p1 _ - t. , `'
0.90 ,l
c. - - -
w' -
a
I mM. I 1 _
I - _ , j
C. = 0.45
DRAINANGE AREA - 0.05
ac.
Tc
DA =
5 mm. _ _ - = 0,20
ar. T ' . " 1 L - _ — - Cv = l 0.90 _
ea _ _ - _ Cw = - I .:.y _ Tc =5mm. {
ar
ar
NIii1{.
1 `+ ,,' _ _ - ,
I I 'I - I ,
1 -
it 4 !
I 1 I t I•
f/
lIN -
s – -- – -- -- —1 _ / 1
r1 % ay 0,
10
3 - - - -
DRAINAGEAR64.+
2.
Sfar.
I =
I
t -_ - - TC =10 n. i_ J
I` i Ii f'^°,• == (' .',; .. ,4><.
Y^', ./
Y , I
we ;
X:+ """•.•"'"
r/
AN
r ' ' q` 1 iti ,. = I I -eeo
3 if , _ — _ _-r -- -__ n t I i 1, ri f.'•
3` _ •: -
J LOCATION OF EXISTING,,
A APROXIMATE LOCAT]ON OF
trjt -- "
e.
r
rrlj
f
PROJECT = r `
P"
y
t \ _
STORM SEWER - • ' u ^
EXLS77NG STORM SEWER , • LIMI7S ..,
t `. - - f
t' ,
I .,- .,I L
II
I1
1'
rll 1II'
fA
l
LINE,', .'SEE -
SHE5T DP-
pA =1.11
acs' 1
0.90
iIw ,
Tc = hmn
I _
r _
I
it
I
r +
i' it
I .a if
I
rr r?
jai rr
r
I, li! ! IY
II '
tJ i'
1V,
Ih MATCHLINE '', SEE
SHEF DP-
J
Ir
r-
Z
O
F_
d
w w
f a
w L g X8
U U 0 U
0 0 S J
O O
Z
O
O w w w w
0 0 0 0
y N N N
W
Q
4
4G1 ?
IA W
a
J
Z CA
W
w
von
Q
W
Q
0
O
Z
LL
5
Q
O
L
W
a
0
I
a
Z N
ry
O
LL
O
N
W
N
W Q
Z
z
w3
0 af
L9 v ) n
Z
Z W to
W 0
U'^
1 J N
YI
in .
Z
LL
J -) 0 ..
J -
1 W
0
wfr 0
o
Q
U rov0
DR/
a
WN 5Y
SRC
CHECKED BY
SRC
DATE
9/
17/
07
Scale.
SHEET
SWM -1
Piepx > Poe1J)ew
11.55 1120
1521 1162
20.85 > 20as
PRE - DEVELOPMENT CONDITIONS
v
NAD 83
Z ( -
y,
I
I _ —_ •
4n O a0 80 FEET
GALE ,' =40 .. !.,• -_ _ jl'
r _._ I
r +l .
II
POST- DEVELOPMENT CONDITIONS
NAD 61
Z
I
I
II 40 O 40 30 FEET
l
I "
I
l c I
I,
I
LOCATION Of EXISTING STR t; _ — _-
2, UNROUTED DRAINAGE ` 1, , _ - _ _ . - - _ _ •
F
FROM ROUT zso'
G Exa' -
t L
r ^ ` '
y • ONS77
1
E
DA 0.00 _
DA = 0.13 ACRES
OFFSPE -DA-
1.
11*
C. = 0.35
a ..2• art -- - ' I
Tc= Sm5... ..
rlrr
D.A. 0.03 a
11p1 _ - t. , `'
0.90 ,l
c. - - -
w' -
a
I mM. I 1 _I - _ , j
C. = 0.45
DRAINANGE AREA - 0.05 ac.
Tc DA = 5 mm. _ _ - =
0,20 ar. T ' . " 1 L - _ — -
Cv = l 0.90 _
ea _ _ - _ Cw = - I .:.y _ Tc =5mm. {
ar
ar
NIii1{.
1 `+ ,,' _ _ - ,
I
I 'I - I ,
1 -
it 4 !
I 1
I
t I•
f/
lIN -
s – -- – -- -- —1 _ / 1 r1 % ay
0,
10
3 - - - -
DRAINAGEAR64.+
2.
Sfar.
I =
I
t -_ - - TC =10 n.
i_ J I` i Ii f'^°,• == (' .',; .. ,
4><.
Y^', ./
Y , I
we ;
X:+ """•.•"'"
r/
AN
r ' ' q` 1 iti ,. = I
I -
eeo
3
if , _ — _ _-r -- -__ n t
I i 1, ri f.'•
3` _ •: - J LOCATION OF EXISTING,,
A APROXIMATE LOCAT]ON OF
trjt -- "
e.
r
rrlj
f
PROJECT = r `
P"
y
t \ _
STORM SEWER - • '
u ^
EXLS77NG STORM SEWER , • LIMI7S ..,
t `. - - f
t' ,
I .,- .,I L
II I1
1'
rll 1II'
fA
l
LINE,', .'SEE -
SHE5T DP-
pA =1.11 acs' 1
0.90 iI
w ,
Tc = hmn
I _
r _
I
it
I
r +
i'
it
I .
a if
I
rr r?
jai rr
r
I, li! ! IY
II 'tJ i'
1V,
Ih MATCHLINE '', SEE
SHEF DP-
J
Ir
r-
Z
O
F_
d
w w
f a
w L g X8
U U
0
U
0 0 S J
O O Z O
O w w w w
0 0 0 0
y N N N
W
Q
4
4G1 ?
IA
W
a
J
Z CA
W
w
von
Q
W
Q
0
O
Z
LL
5
QO
L
W
a
0
I
a
Z
N
ry
O
LL
O
N
W
N
W Q
Z
z
w3
0 af
L9 v ) n
Z
Z W to
W 0
U'^
1
J N
YI in .
Z LL
J -) 0 ..
J -1 W
0
wfr 0
o
Q
U rov0
DR/
a WN 5Y
SRC
CHECKED BY
SRC
DATE
9/
17/
07
Scale.
SHEET
SWM -1
POST- DEVELOPMENT CONDITIONS
NAD 61
Z
I
I
II 40 O 40 30 FEET
l
I "
I
l c I
I, I LOCATION Of EXISTING STR t; _ — _-
2, UNROUTED DRAINAGE ` 1, , _ - _ _ . - - _ _ •
FFROMROUTzso'
G Exa' -
t Lr ^ ` 'y • ONS77
1E DA 0.00 _
DA = 0.13 ACRES
OFFSPE -DA- 1.
11* C. = 0.35
a ..2• art -- - ' I Tc= Sm5... ..
rlrr
D.A. 0.03 a
11p1 _ - t. , `'
0.90 ,l
c. - - -
w' -
a
I mM. I 1 _I - _ , jC. = 0.45
DRAINANGE AREA - 0.05 ac.
Tc DA = 5 mm. _ _ - = 0,20 ar. T ' . " 1 L - _ — - Cv = l 0.90 _
ea _ _ - _ Cw = - I .:.y _ Tc =5mm. {
ar
ar
NIii1{.
1 `+ ,,' _ _ - ,
I I 'I - I ,
1 -
it 4 ! I 1 I t I•
f/
lIN -
s – -- – -- -- —1 _ / 1 r1 % ay 0,
10
3 - - - -
DRAINAGEAR64.+
2.Sfar.
I =
I t -_ - - TC =10 n. i_ J I` i Ii f'^°,• == (' .',; .. ,4><.
Y^', ./
Y , I
we ;
X:+ """•.•"'"r/
AN
r ' ' q` 1 iti ,. = I I -eeo 3 if , _ — _ _-r -- -__ n t I i 1, ri f.'•
3` _ •: - J LOCATION OF EXISTING,,
A APROXIMATE LOCAT]ON OF
trjt -- "
e.
rrrlj
f
PROJECT = r `
P"
y
t \ _
STORM SEWER - • ' u ^
EXLS77NG STORM SEWER , • LIMI7S ..,
t `. - - f
t' ,
I .,- .,I L
II
I1
1'rll 1II'
fAl
LINE,', .'SEE -
SHE5T DP-
pA =1.11
acs' 1
0.90
iIw ,
Tc = hmn
I _
r _
I
it
I
r +
i' it
I .a if
I
rr r?
jai rr
r
I, li! ! IY
II '
tJ i'
1V,
Ih MATCHLINE '', SEE
SHEF DP-
J
Ir
r-
Z
O
F_
d
w w
f a
w L g X8
U U 0 U
0 0 S J
O O
Z
O
O w w w w
0 0 0 0
y N N N
W
Q
4
4G1 ?
IA W
a
J
Z CA
W
w
von
Q
W
Q
0
O
Z
LL
5
Q
O
L
W
a
0
I
a
Z N
ry
O
LL
O
N
W
N
W Q
Z
z
w3
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SRC
CHECKED BY
SRC
DATE
9/
17/
07
Scale.
SHEET
SWM -1
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0.90 iI
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CHECKED BY
SRC
DATE
9/
17/
07
Scale.
SHEET
SWM -1
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CHECKED BY
SRC
DATE
9/
17/07
Scale.
SHEET
SWM -1
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Cw = 0.
40
Tc = 5mm.
uj
f
ff _ DRAINANGE AREA = 0.
05 ac.
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90
Tc = 5 min.
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Tc = 5min. - -- -Tc = 8 min '.
DRAINAGE AREA =0.
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CW= 0.
79
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c
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LOCATION OF EXISTING, OFFSITEV
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SCALE: 1 " =50'
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DRAWN BY,
SRC
CHECKED BY:
SRC
DATE:
9/
17/
0
SCALE:
1"=
2
0' -----.- --
SHEET
DP -1
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F
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DRAWN BY,
SRC
CHECKED BY:
SRC
DATE:
9/
17/
0
SCALE:
1"=
2
0' -----.- --
SHEET
DP -1