HomeMy WebLinkAboutWATERGLEN PUD PDP - 71 93A - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTTHIS MASS DIAGRAM TABLE IS FOR USE IN ESTABLISHING THE STORAGE VOLUME
REQUIRED FOR THE 100 YR. STORM EVENT
WATERGLEN P.U.D. DETENTION SIZING SB-10
0 50 = Runoff c 17.00 = Area acres 1.00 = Release Q 2 ***
TIME
(min)
INTENSITY
(in/hr)
C*Cf*A
(sq.ft.)
RUNOFF
(cu/ft)
OUTFLOW
cu/ft
STORAGE
cu/ft)
5.0
7.00
10.63
22312.5
300.0
22012.5
10.0
7.00
10.63
44625.0
600.0
44025.0
15.0
6.10
10.63
58331.3
900.0
57431.3
20.0
5.20
10.63
66300.0
1200.0
65100.0
25.0
4.68
10.63
74587.5
1500.0
73087.5
30.0
4.15
10.63
79368.8
1800.0
77568.8
35.0
3.83
10.63
85456.9
2100.0
83356.9
40.0
3.50
10.63
89250.0
2400.0
86850.0
45.0
3.25
10.63
93234.4
2700.0
90534.4
50.0
3.00
10.63
95625.0
3000.0
92625.0
55.0
2.80
10.63
98175.0
3300.0
94875.0
60.0
2.60
10.63
99450.0
3600.0
95850.0
70.0
2.33
10.63
103976.3
4200.0
99776.3
80.0
2.05
10.63
104550.0
4800.0
99750.0
90.0
1.88
10.63
107865.0
5400.0
102465.0
100.0_
_ . 1.70
10.63
108375.0
6000.0
102375.0
110.0
1.58
10.63
110797.5
6600.0
104197.5
120.0
1.45
10.63
110925.0
7200.0
103725.0
135.01
1.33
10.63
114463.1
8100.01
106363.1
150.0
1.20
10.63
114750.0
9000.0
105750.0
165.0
1.13
10.63
118861.9
9900.0
108961.9
T180
00
`: t 05
1063
1'20487.5
10800.0'
109.687.5
*** NOTE: -if C * Cf > = 1 , then C * Cf = 1 is used
r
THIS MASS DIAGRAM TABLE IS FOR USE IN ESTABLISHING THE STORAGE VOLUME
REQUIRED FOR THE 100 YR. STORM EVENT
WATERGLEN P.U.D. DETENTION SIZING S13-9
n an - D, in^ff Ind 1 A 7n = Aran Innracl 1.30 = Release 0(2)***
TIME
(min)
INTENSITY
(in/hr)
C*Cf*A
sq.ft.)
RUNOFF
(cu/ft)
OUTFLOW
(cu/ft)
STORAGE
cu/ft
5.0
7.00
9.19
19293.8
390.0
18903.8
10.0
7.00
9.19
38587.5
780.0
37807.5
15.0
6.10
9.19
50439:4
1170.0
49269.4
20.0
5.20
9.19
57330.0
1560.0
55770.0
25.0
4.68
9.19
64496.3
1950.0
62546.3
30.0
4.15
9.19
68630.6
2340.0
66290.6
35.0
3.83
9.19
73895.1
2730.0
71165.1
40.0
3.50
9.19
77175.0
3120.0
74055.0
45.0
3.25
9.19
80620.3
3510.0
77110.3
50.0
3.00
9.19
82687.5
3900.0
78787.5
55.0
2.80
9.19
84892.5
4290.0
80602.5
60.0
2.60
9.19
85995.0
4680.0
81315.0
70.0
2.33
9.19
89908.9
5460.0
84448.9
80.0
2.05
9.19
90405.0
6240.0
84165.0
90.0
1.88
9.19
93271.5
7020.0
86251.5
100.0
1.70
9.19
93712.5
7800.0
85912.5
110.0
1.58
9.19
95807.3
8580.0
87227.3
120.0
1.45
9.19
95917.5
9360.0
86557.5
135.0
1.33
9.19
98976.9
10530.0
88446.9
150.0
1.20
9.19
99225.0
11700.0
87525.0
165.01
1.13
9.19
102780.6
12870.0
89910.6
180 00
'_ 1 05
919
1041863
1'4040.Q[
90146.3
*** NOTE: -If C * Cf > = 1 , then C * Cf = 1 is used
0
r
THIS MASS DIAGRAM TABLE IS FOR USE IN ESTABLISHING THE STORAGE VOLUME
REQUIRED FOR THE 100 YR. STORM EVENT
WATERGLEN P.U.D. DETENTION SIZING S13-8
0.50 = Runoff c 6.10 = Area acres 1.00 = Release Q 2 ***
TIME
(min)
INTENSITY
(in/hr)
C*Cf*A
(sq.ft.)
RUNOFF
(cu/ft)
OUTFLOW
(cu/ft)
STORAGE
cu/ft)
5.0
7.00
3.81
8006.3
300.0
7706.3
10.0
7.00
3.81
16012.5
600.0
15412.5
15.0
6.10
3.81
20930.6
900.0
20030.6
20.0
5.20
3.81
23790.0
1200.0
22590.0
25.0
4.68
3.81
26763.8
1500.0
25263.8
30.0
4.15
3.81
28479.4
1800.0
26679.4
35.0
3.83
3.81
30663.9
2100.0
28563.9
40.0
3.50
3.81
32025.0
2400.0
29625.0
45.0
3.25
3.81
33454.7
2700.0
30754.7
50.0
3.00
3.81
34312.5
3000.0
31312.5
55.0
2.80
3.81
35227.5
3300.0
31927.5
60.0
2.60
3.81
35685.0
3600.0
32085.0
70.0
2.33
3.81
37309.1
4200.0
33109.1
80.0
2.05
3.81
37515.0
4800.0
32715.0
90.0
88
381
387045
5400.0<
33304.5'
100.0
1.70
3.81
38887.5
.6000.0
32887.5
110.0
1.58
3.81
39756.8
6600.0
33156.8
120.0
1.45
3.81
39802.5
7200.0
32602.5
135.0
1.33
3.81
41072.1
8100.0
32972.1
150.0
1.20
3.81
41175.0
9000.0
32175.0
165.01
1.13
3.81
42650.4
9900.0
32750.4
180.001
1.051
3.811
43233.81
10800.01
32433.8
*** NOTE: -If C * Cf > = 1 , then C * Cf = 1 is used
THIS MASS DIAGRAM TABLE IS FOR USE IN ESTABLISHING THE STORAGE VOLUME
REQUIRED FOR THE 100 YR. STORM EVENT
WATERGLEN P.U.D. DETENTION SIZING S13-6 SOUTH
0.65 = Runoff c 7.50 = Area acres 1.70 = Release Q 2 ***
TIME
(min)
INTENSITY
(in/hr)
C*Cf*A
(sq.ft.)
RUNOFF
(cu/ft)
OUTFLOW
(cu/ft)
STORAGE
cu/ft)
5.0
7.00
6.09
12796.9
510.0
12286.9
10.0
7.00
6.09
25593.8
1020.0
24573.8
15.0
6.10
6.09
33454.7
1530.0
31924.7
20.0
5.20
6.09
38025.0
2040.0
35985.0
25.0
4.68
6.09
42778.1
2550.0
40228.1
30.0
4.15
6.09
45520.3
3060.0
42460.3
35.0
3.83
6.09
49012.0
3570.0
45442.0
40.0
3.50
6.09
51187.5
4080.0
47107.5
45.0
3.25
6.09
53472.7
4590.0
48882.7
50.0
3.00
6.09
54843.8
5100.0
49743.8
55.0
2.80
6.09
56306.3
5610.0
50696.3
60.0
2.60
6.09
57037.5
6120.0
50917.5
70.0
2.33
6.09
59633.4
7140.0
52493.4
80.0
2.05
6.09
59962.5
8160.0
51802.5
90.0
88
609
618638
9180.0
52683.8
100.0
1.70
6.09
62156.3
10200.0
51956.3
110.0
1.58
6.09
63545.6
11220.0
52325.6
120.0
1.45
6.09
63618.8
12240.0
51378.8
135.0
1.33
6.09
65648.0
13770.0
51878.0
150.0
1.20
6.09
65812.5
15300.0
50512.5
165.01
1.13
6.09
68170.8
16830.0
51340.8
180.001
1.05
6.09
69103.1
18360.0
50743.1
*** NOTE: -if C * Cf > = 1 , then C * Cf = 1 is used
THIS MASS DIAGRAM TABLE IS FOR USE IN ESTABLISHING THE STORAGE VOLUME
REQUIRED FOR THE 100 YR. STORM EVENT
WATERGLEN P.U.D. DETENTION SIZING S13-6 NORTH
0.65 = Runoff c 5.50 = Area acres 1.10 = Release Q 2 ***
TIME
(min)
INTENSITY
(in/hr)
C*Cf*A
sq.ft.
RUNOFF
(cu/ft)
OUTFLOW
(cu/ft)
STORAGE
5.0
7.00
4.47
9384.4
330.0
9054.4
10.0
7.00
4.47
18768.8
660.0
18108.8
15.0
6.10
4.47
24533.4
990.0
23543.4
20.0
5.20
4.47
27885.0
1320.0
26565.0
25.0
4.68
4.47
31370.6
1650.0
29720.6
30.0
4.15
4.47
33381.6
1980.0
31401.6
35.0
3.83
4.47
35942.2
2310.0
33632.2
40.0
3.50
4.47
37537.5
2640.0
34897.5
45.0
3.25
4.47
39213.3
2970.0
36243.3
50.0
3.00
4.47
40218.8
3300.0
36918.8
55.0
2.80
4.47
41291.3
3630.0
37661.3
60.0
2.60
4.47
41827.5
3960.0
37867.5
70.0
2.33
4.47
43731.2
4620.0
39111.2
80.0
2.05
4.47
43972.5
5280.0
38692.5
90 0
1
88
4:47
453668
5940.0>
39426.8'.
100.0
1.70
4.47
45581.3
6600.0
38981.3
110.0
1.58
4.47
46600.1
7260.0
39340.1
120.0
1.45
4.47
46653.8
7920.0
38733.8
135.01
1.33
4.47
48141.8
8910.01
39231.8
150.0
1.20
4.47
48262.5
9900.0
38362.5
165.0
1.13
4.47
49991.9
10890.0
39101.9
180.00
1.05
4.47
50675.6
11880.0
38795.6
*** NOTE: -if C * Cf > = 1 , then C * Cf = 1 is used
THIS MASS DIAGRAM TABLE IS FOR USE IN ESTABLISHING THE STORAGE VOLUME
. REQUIRED FOR THE 100 YR. STORM EVENT
WATERGLEN P.U.D. DETENTION SIZING S13-5
0-50 = Runoff (cl 2.30 = Area (acres) 0.80 = Release Q(2)***
TIME
(min)
INTENSITY
(in/hr)
C*Cf*A
(sq.ft.)
RUNOFF
(cu/ft)
OUTFLOW
(cu/ft)
STORAGE
(cu/ft)
5.0
7.00
1.44
3018.8
240.0
2778.8
10.0
7.00
1.44
6037.5
480.0
5557.5
15.0
6.10
1.44
7891.9
720.0
7171.9
20.0
5.20
1.44
8970.0
960.0
8010.0
25.0
4.68
1.44
10091.3
1200.0
-8891.3
30.0
4.15
1.44
10738.1
1440.0
9298.1
35.0
3.83
1.44
11561.8
1680.0
9881.8
40.0
3.50
1.44
12075.0
1920.0
10155.0
45.0
3.25
1.44
12614.1
2160.0
10454.1
50.0
3.00
1.44
12937.5
2400.0
10537.5
55.0
2.80
1.44
13282.5
2640.0
10642.5
60.0
2.60
1.44
13455.0
2880.0
10575.0
70.0
2 33
144
140674
3360.0€
10.707.4
80.0
2.05
1.44
14145.0
3840.0
10305.0
90.0
1.88
1.44
14593.5
4320.0
10273.5
100.0
1.70
1.44
14662.5
4800.0
9862.5
110.0
1.58
1.44
14990.3
5280.0
9710.3
120.0
1.45
1.44
15007.5
5760.0
9247.5
135.0
1.33
1.44
15486.2
6480.0
9006.2
150.0
1.20
1:44
15525.0
7200.0
8325.0
165.01
1.131
1.44
16081.3
7920.0
8161.3
180.001
1.051
1.44
16301.31
8640.01
7661.2
*** NOTE: -if C * Cf > = 1 , then C * Cf = 1 is used
THIS MASS DIAGRAM TABLE IS FOR USE IN ESTABLISHING THE STORAGE VOLUME
REQUIRED FOR THE 100 YR. STORM EVENT
WATERGLEN P.U.D. DETENTION SIZING S13-4
0.50 = Runoff (c) 2.40 = Area (acres) 0.70 = Release 0(2)***
TIME
(min)
INTENSITY
in/hr)
C*Cf*A
(sq.ft.)
RUNOFF
(cu/ft)
OUTFLOW
(cu/ft)
STORAGE
(cu/ft)
5.0
7.00
1.50
3150.0
210.0
2940.0
10.0
7.00
1.50
6300.0
420.0
5880.0
15.0
6.10
1.50
8235.0
630.0
7605.0
20.0
5.20
1.50
9360.0
840.0
8520.0
25.0
4.68
1.50
10530.0
1050.0
9480.0
30.0
4.15
1.50
11205.0
1260.0
9945.0
35.0
3.83
1.50
12064.5
1470.0
10594.5
40.0
3.50
1.50
12600.0
1680.0
10920.0
45.0
3.25
1.50
13162.5
1890.0
11272.5
50.0
3.00
1.50
13500.0
2100.0
11400.0
55.0
2.80
1.50
13860.0
2310.0
11550.0
60.0
2.60
1.50
14040.0
2520.0
11520.0
70.0
2.33
150
146790
2940.0
11739.0!
80.0
2.05
1.50
14760.0
3360.0
11400.0
90.0
1.88
1.50
15228.0
3780.0
11448.0
100.0
1.70
1.50
15300.0
4200.0
11100.0
110.0
1.58
1.50
15642.0
4620.0
11022.0
120.0
1.45
1.50
15660.0
5040.0
10620.0
135.0
1.33
1.50
16159.5
5670.0
10489.5
150.0
1.20
1.50
16200.0
6300.0
9900.0
165.0
1.13
1.50
16780.5
6930.0
9850.5
180.001
1.05
1.50
17010.0
7560.01
9450.0
*** NOTE: -If C * Cf > = 1 , then C * Cf = 1 is used
THIS MASS DIAGRAM TABLE IS FOR USE IN ESTABLISHING THE STORAGE VOLUME
REQUIRED FOR THE 100 YR. STORM EVENT
WATERGLEN P.U.D. DETENTION SIZING S13-3
0.50 = Runoff c 2.20 = Area acres 0.80 = Release Q 2 ***
TIME
(min)
INTENSITY
(in/hr)
C*Cf*A
(sq.ft.)
RUNOFF
(cu/ft)
OUTFLOW
(cu/ft)
STORAGE
(cu/ft)
5.0
7.00
1.38
2887.5
240.0
2647.5
10.0
7.00
1.38
5775.0
480.0
5295.0
15.0
6.10
1.38
7548.8
720.0
6828.8
20.0
5.20
1.38
8580.0
960.0
7620.0
25.0
4.68
1.38
9652.5
1200.0
8452.5
30.0
4.15
1.38
:10271.3
1440.0
8831.3
35.0
3.83
1.38
11059.1
1680.0
9379.1
40.0
3.50
1.38
11550.0
1920.0
9630.0
45.0
3.25
1.38
12065.6
. 2160.0
9905.6
50.0
3.00
1.38
12375.0
2400.0
9975.0
55.0
2.80
1.38
12705.0
2640.0
10065.0
60.0
2.60
1.38
12870.0
2880.0
9990.0
70 0
2 33
138
134558
3360.0
10095.8
80.0
2.05
1.38
13530.0
. 3840.0
9690.0
90.0
1.88
1.38
13959.0
4320.0
9639.0
100.0
1.70
1.38
14025.0
4800.0
9225.0
110.0
1.58
1.38
14338.5
5280.0
9058.5
120.0
1.45
1.38
14355.0
5760.0
8595.0
135.0
1.33
1.38
14812.9
6480.0
8332.9
150.0
1..20
1.38
14850.0
7200.0
7650.0
165.0
1.13
1.38
15382.1
7920.0
7462.1
180.00
1.05
1.38
15592.5
8640.0
6952.5
*** NOTE: -If C * Cf > = 1 , then C * Cf = 1 is used
THIS MASS DIAGRAM TABLE IS FOR USE IN ESTABLISHING THE STORAGE VOLUME
REQUIRED FOR THE 100 YR. STORM EVENT
WATERGLEN P.U.D. DETENTION SIZING S13-2
n x;O = Riinnff (rl F-RO = Area (acres) 1.50 = Release 0(2)***
TIME
(min)
INTENSITY
(in/hr)
C*Cf*A
(sq.ft.)
RUNOFF
(cu/ft)
OUTFLOW
(cu/ft)
STORAGE
(cu/ft)
5.0
7.00
4.25
8925.0
450.0
8475.0
10.0
7.00
4.25
17850.0
900.0
16950.0
15.0
6.10
4.25
23332.5
1350.0
21982.5
20.0.
5.20
4.25
26520.0
1800.0
24720.0
25.0
4.68
4.25
29835.0
2250.0
27585.0
30.0
4.15
4.25
31747.5
2700.0
29047.5
35.0
3.83
'4.25
34182.8
3150.0
31032.8
40.0
3.50
4.25
35700.0
3600.0
32100.0
45.0
3.25
4.25
t37293.8
4050.0
33243.8
50.0
3.00
4.25
38250.0
4500.0
33750.0
55.0
2.80
4.25
39270.0
4950.0
34320.0
60.0
2.60
4.25
39780.0
5400.0
34380.0
70.0
2.33
425
415905
6300.0
35290.51
80.0
2.05
4.25
41820.0
7200.0
34620.0
90.0
1.88
4.25
43146.0
8100.0
35046.0
100.0
1.70
4.25
43350.0
9000.0
34350.0
110.0
1.58
4.25
44319.0
9900.0
34419.0
120.0
1.45
4.25
44370.0
10800.0
33570.0
135.0
1.33
4.25
45785.3
12150.0
33635.3
150.0
1.20
4.25
45900.0
13500.0
32400.0
165.0
1.13
4.25
47544.8
14850.0
32694.8
180.00
1.05
4.25
48195.0
16200.0
31995.0
*** NOTE: -if C * Cf > = 1 , then C * Cf = 1 is used
THIS MASS DIAGRAM TABLE IS FOR USE IN ESTABLISHING THE STORAGE VOLUME
REQUIRED FOR THE 100 YR. STORM EVENT
WATERGLEN P.U.D. DETENTION SIZING S13-1
n.,;n= Riinnff (r) 1 S-00 = Area (acres) 5.40 = Release Q(2)***
TIME
(min)
INTENSITY
(in/hr)
C*Cf*A
(sq.ft.)
RUNOFF
(cu/ft) -
OUTFLOW
(Cu/ft)
STORAGE
(cu/ft)
5.0
7.00
6.00
12600.0
1620.0
10980.0
10.0
7.00
6.00
25200.0
3240.0
21960.0
15.0
6.10
6.00
32940.0
4860.0
28080.0
20.0
5.20
6.00
37440.0
6480.0
30960.0
25.0
4.68
6.00
42120.0
8100.0
34020.0
30.0
4.15
6.00
.44820.0
9720.0
35100.0
35.0
3.83
6.00
48258.0
11340.0
36918.0
40.0
3.50
6.00
50400.0
12960.0
37440.0
... ..... ... .
...........
325
....... . 6 0
Aj 265G.0
.......... .........
.... .... 4, 80
. ... .. 3
- ------- 8070 0.1
50.0
3.00
6.00
54000.0
16200.0
37800.0
55.0
2.80
6.00
55440.0
17820.0
37620.0
60.0
2.60
6.00
56160.0
19440.0
36720.0
70.0
2.33
6.00
58716.0
22680.0
36036.0
80.0
2.05
6.00
59040.0
25920.0
33120.0
90.0
1.88
6.00
60912.0
29160.0
31752.0
100.0
1.70
6.00
61200.0
32400.0
28800.0
110.0
1.58
6.00
62568.0
35640.0
26928.0
120.0
1.45
6.00
62640.0
38880.0
23760.0
135.0
1.33
6.00
64638.0
43740.0
20898.0
150.0
1.20
6.001
.64800.0
48600.0
16200.0
165.0
1.13
6.001
67122.0
53460.0
13662.0
180.00
1.05
6.001
68040.0
58320.0
9720.0
*** NOTE: -If C*Cf >= 1 then C*Cf= 1 is used
I
SUBBASIW: T.O.0 10
DEVELOPED RUNOFF COMPUTATIONS FROM RATIONAL METHOD
Q = C x Cf x I x A
r
D. Pnt.
Slope
N
C Cf
I
Length
(feet)
Overt Tc
(min.)
Vel.Chan
(fvsec.)
Tc: Chan.
(min.)
Tc Total
(min.)
COMMENTS
SB-81
2.001
0.63
.130.00
8.0
Tc: (100)
0.401
950.00
2.001
7.9
LNGST. OVERL.+CHANNE"
0.50 = Runoff C
1.00 = Cf 2,10
1.25 =Cf 100
D. Pnt.
Area
(acres)
C Cf
I (2yr.)
(in/hr)
1 (1 Oyr.)
(inthr)
I (100yr.)
(in/hr)
Basin 0
(cfs)cfs
Comb. Q
COMMENTS
0.501
2.051
6.25
6.3
2 yr. runoff
0.501
3.611
11.01
.0
10 yr. runoff
0.631
6.00
22.88
100 yr. runoff
0.50 = C 1.00 =Cf(2,10) 1.25 =Cf 100
::
sUBBASIN T.Q.C;::, (1 ooyr)
D. Pnt.
Slope
N
C Cf
Length
(feet)
Overt- Tc:
(min.)
Vel.Chan
(ft/sec.)
Tc: Chan.
(min.)
Tc Total
(min.)
COMMENTS
2.001
0.63
170.00
9.19
Tc (100)
0.40,
1300.00
2.00
.20.0
LNGST. OVERL.+CHANNEL
0.50 = Runoff C 1.00 = Cf 2,10 1.25 =Cf 100
D. Pnt.
Area
(acres)
C Cf
I (2yr.)
(in/hr)
1 (1 Oyr.)
(in/hr)
1 (100yr.)
(in/hr)
Basin Q
(cfs)
Comb. Q
(cfs)
COMMENTS
SB�q :::::
14701
.
.
0501
.
1831
1 45
145
3�5
2 yr. runoff
0.501
1 3.251
23.89
219
10 yr. runoff
1 0.631
1
1 5.20
100 yr. runoff
0.50 = C 1.00 =Cf 2,10 1.25 =Cf(100)
.SUBBASIN: T.O.Cv100
D. Pnt.
Slope
C Cf
Length
(feet
Overt Tc
min.
Vel.Chan
ft/sec.)
Tc: Chan.
(min.)
Tc Total
(min.)
COMMENTS
I
SB-, 10.::
2.00
0.631
110.001
7.401
Tc (100)
0.40
1 1300.001
1 2.001
10.83
18.2V1
LNGST. OVERL. +CHANNEL
0.50 = Runoff C 1.00 = Cf 2,10 1.25 =Cf 100
D. Pnt.
Area
(acres)
C Cf
I (2yr.)
(in/hr)
1 (1 Oyr.)
(in/hr)
I (100yr.)
(in/hr)
Basin Q
(cfs)
Comb. Q
(cfs)
COMMENTS
S!3-101��
17.00
0.15
1.95
--------- -
4.971
2 yr. runoff
0.15
3.40
8.67
10 yr. runoff
0.19
5.50
17.53
75
100 yr. runoff
0.15 = C 1.00 =Cf 2,10 1.25 =Cf (1100)
37.80 = Area This Page
SUBI3ASIN...:,:T.O.C,.::.:.,000yr
DEVELOPED RUNOFF COMPUTATIONS FROM RATIONAL METHOD
Q = C x Cf x I xA
D. Pnt.
slope -
N
C Cf
Length
(feet)
Overt- Tc
(min.)
Vel.Chan
(ft/sec.)
Tc Chan.
(min.)
Tc Total
(min.)
COMMENTS
:SB-6-:
2.001
0.81
100.00
4.3
Tc (100)
0.401
650.00
2.00
5.4
:::,.9i7:
LNGST. OVERL. +CHANNEL
0.65 = Runoff C
1.00 = Cf 2,10
1.25 =Cf 100
D. Pnt.
Area
(acres)
C Cf
I (2yr.)
(in/hr)
I (10yr.)
(in/ho
I (100yr.)
(in/hr)
Basin Q
(cfs)
Comb. 0
(cfs)
COMMENTS
6,
0.651
2.501
8.94
0.651
1 4.40
15.73
0.81
7.00
31.28
0.65 = C 1.00 =Cf(2,10) 1.25 =Cf 100
$B 6
1:Q1A9Z92AQ1M:-T n�r- ::: iinnyri
D. Pnt.
Slope
(%)
C Cf
Length
feet )
Overt- Tc
(min.)
Vel.Chan
(ft/sec.)
Tc; Chan.
(min.)
Tc Total
min.
COMMENTS
,::South. Site
2.00
100.00
4.3
Tc; 100) (
0.40
650.00
2.001
5.4
1 91:11-NGST.
OVERL.+CHANNEL
0.65 = Kunott L; 1.UU = UT Z.1 U I.ZD =%if I UU
D. Pnt.
Area
(acres)
C Cf
I (2yr.)
(in/hr)
1 (11 Oyr.)
(in/hr)
I (100yr.)
(in/hr)
Basin Q
(cfs)
Comb. Q
(cfs)
COMMENTS
South:Site.,
7.50
0.651
2.501
12.19
.1 212
2 yr. runoff
0.651
1 4.401
21.45
215
10 yr. runoff
0.811
7.00
42.66
.42.7
100 yr. runoff
0.50 = C 1.00 =Cf (2,10) 1.25 =Cf 100
... South Site::-
:SUBBASIN '0.0 000yr)
D. Pnt.
Slope
C Cf
Length
(feet)
Overt Tc
(min.)
Vel.Chan
(ft/sec.)
Tc Chan.
(min.)
Tc Total
COMMENTS
SB 7-
2.00
0.63
200.W
10.0
Tc; (100)
0.40
1
1150.00
2.05
9.3
19Z
LNGST. OVERL.+CHANNEL
0.50 = Runoff C 1.00 = Cf 2,10 1.25 =Cf 100
D. Pnt.
Area
(acres)
C Cf
I (2yr.)
On/hr)
1 (1 Oyr.)
(In/hr)
1 (100yr.)
On/hr)
Basin Q
cfs
Comb. Q
cfs
COMMENTS
16.50
0.65
1.85
19.84
2 yr. runoff
0.65
3.25
34.861
---34.9
10 yr. runoff
0.81
5.20
69.7111
........ - �697.11
100 yr. runoff
0.50 = C 1.00 =Cf 2,10 1.25 =Cf 100
I
29.50 = Area This Page
.r.ac. 10
SUBBASW �':10vf)
DEVELOPED RUNOFF COMPUTATIONS FROM RATIONAL METHOD
Q = C x Cf x I x A
777777777=
D. Pnt.
Slope
C Cf
Length
(feet)
Overt Tc
(min.)
Vel.Chan
(ft/sec.)
Tc; Chan.
(min.)
Tc Total
(min.)
COMMENTS
2.001
0.63
100.00
7.1
Tc: 100) (
1.601
250.00
2.00
2.08
LNGST. OVERL.+CHANNEL
0.50 = Runoff C
1.00 = Cf 2,10
1.25 =Cf 100
D. Pnt.
Area
(acres)
C * Cf
I (2yr.)
(in/hr)
1 (1 Oyr.)
(in/hr)
I (100yr.)
Qn/hr)
Basin Q
(cfs)
Comb. Q
I (cfs)
COMMENTS
. I
SB'-.3-2::::
2.20
0.501
2.701
:2.971��j
2 yr. runoff
0.50
4.60
5.06
5A
10yr. runoff
0.63
' 7.00
_- 9.63
:,9�611
100 yr. runoff
0.50 = C 1.00= Cf (2,10 1.25 =Cf 100
ILLLfg
3
D. Pnt.
Slope
N
C Cf
I
Length
(feet)
Overt Tc
(min. )
Vel.Chan
(ft/sec.)
Tc Chan
(min
w Tc To
(min.)
COMMENTS
2.001
0.63
199
7.1
1
Tc; (100)
1 1.201
4"
1 2.001
3.71
--....10,7]
LNGST. OVERL. +CHANNEL
0.50 = Runoff C 1.00 = Cf 2,10 1.25 =Cf 100
1
D. Pnt.
Area
(acres)
C Cf
I (2yr.)
(in/hr)
1 (1 Oyr.)
(inthr)
I (100yr.)
(in/hr)
Basin Q
(cfs)cfs
Comb. 0
COMMENTS
2.40
0.501
2.401
2.88
2 yr. runoff
0.501
1 4.25
5.10
10 yr. runoff
0.501
1 --
6.86
8.16
�82
100 yr. runoff
0.50 = C 1.00 =Cf (2.10) 1.25 =Cf(100)
,SUB BASI N:::::.T_O.C.10
D. Pnt.
Slope
C Of
Length
feet )
Overt Tc:
(min.)
Vel.Chan
(ft/sec.)
Tc Chan.
(min.),
Tc Total
COMMENTS
5
2.001
0.63
140.00
8.3
1 Tc (100)
2.201
150.00
2.00
1.3
9'i6
1 LNGST. OVERL.+CHANNEL
0.50 = Runoff C 1.00 = Cf 2,10 1.25 =Cf 100
D. Pnt.
Area
acres
C Cf
I (2yr.)
(in/hr)
1 (1 Oyr.)
(in/hr)
1(100
(in/hr)
Basin Q
(cfs)
Comb. Q
(cfs)
COMMENTS
2.30
0.501
2.501
2.88
:219
2 r. runoff
0.501
1 4.401
.164: 1.
10 yr. runoff
0.631
1
1 6.90
E5.06
9.92
9
100 yr. runoff
0.50 = C 1.00 =Cf 2,10 1.25 =Cf (100)
6.90 = Area This Page
SUBBASIN .T.O.C.::..:.000yrY:,,
DEVELOPED RUNOFF COMPUTATIONS FROM RATIONAL METHOD
Q = C x Cf x I xA
D. Pnt.
Slope
N
C Cf
Length
feet
Overt Tc
(min.)
Vel.Chan
(ft/sec.)
Tc Chan.
(min.)
Tc Total
(min.)
COMMENTS
!:.:..,:SB 3
2.00
0.63
100.00
7.1
Tc (100)
1.60
250.00
2.00
2.081:1-1-7779.,1
LNGST. OVERL.+CHANNEL
0.50 =Runoff C
1.00 = Cf 2,10
1.25 =Cf 100
D. Pnt.
Area
(acres)
C Cf
I (2yr.)
(In/hr)
I (10yr.)
(in/hr)
I (100yr.)
(in/hr)
Basin Q
(cfs)
Comb. Q
(cfs)
COMMENTS
:.....-. SB-3
2.201
0.501
2.70
130
2.97
2 yr. runoff
0.50
4.60
5.06
-10 yr. runoff
0.631
1
7.00
.9.63
100 yr. runoff
0.50 = C 1.00 =Cf 2,10 1.25 =Cf 100
:SB
OOW)
D. Pnt.
Slope
N
C Cf
Length
(feet)
Overt Tc
(min.)
Vel.Chan
(ft/sec.)
Tc Chan.
(min.)
Tc Total
(min.)
COMMENTS
2.00
0.63
100.00
7.1
Tc (100)
1.20
440.00
2.00
3.7
1,0:7..
LNGST. OVERL.+CHANNEL
0.50 = Runoff C 1.00 = Cf 2,10 1.25 =Cf 100
D. Pnt.
Area
(acres)
C Cf
I (2yr.)
(In/hr)
1 (1 Oyr.)
Qn/hr)
I (100yr.)
(in/hr)
Basin 0
(cfs)
Comb. Q
(cfs)
COMMENTS
2.40
0.50
2.40
2.88
2S9
2 yr. runoff
0.50
4.25
.......... -
10 yr. runoff
0.50
6.80
100 yr. runoff
0.50 = C 1.00 =Cf 2,10 1.25 =Cf 100
SB A::
.SUBBASIW]T.O.CS:10
D. Pnt.
Slope
N
C Cf
Length
(feet)
Overt Tc
(min.)
Vel.Chan
(ft/sec.)
Tc Chan.
(min.)
Tc Total
(min.)
COMMENTS
.-SB 5,1:.,
2.001
0.63
140.00
8.3
Tc (100)
2.201
150.00
2.00
1.3
9�6
LNGST. OVERL. +CHANNEL
0.50 = Runoff C 1.00 = Cf 2,10 1.25 =Cf 100
D. Pnt.
Area
(acres)
C Cf
I (2yr.)
(in/hr)
1 (1 Oyr.)
(in/hr)
1 (100yr.)
(In/hr)
Basin Q
(cfs)
Comb. Q
(cfs)
COMMENTS
,SB 5.
2.30
0.50
2.50
2.88
2 yr. runoff
0.50
4.40
5.06
C 4
10 yr. runoff
0.63
6.90
9.92
-9 9
100 yr. runoff
0.50 = C 1.00 =Cf (2,10) 1.25 =Cf(100)
6.90 = Area This Page
DATE: OCTOBER 1993
DEVELOPED RUNOFF COMPUTATIONS FOR 2/10/100 YR. STORMS
Waterglen P.U.D.
FOR: Vine Street Properties
BY: Stewart & Associates
GENERAL NOTES: Velocity in a Channel per FIGURE 3-2
If C x.Cf > = 1 then C x Cf = 1 (constants listed below)
For design of the developed site runoff 'quantities Tc(100) was the basis for design
iz Rneari r)n Awarn no -Q In no and Avarnna rhnnnal I in inn nr 9 fn-q I MANION.DF-S
DEVELOPED BASINS
ZUBBASIN _O.0 100
DEVELOPED RUNOFF COMPUTATIONS FROM RATIONAL METHOD
Q=CxCfxlxA
... .....
D. Pnt.
Slope
N
C Cf
Length
(feet)
Overt Tc
(min.)
Vel.Chan
(ft/sec.)
Tc Chan.
(min.)
Tc Total
(min.)
COMMENTS
0.381
0.38
100.00
18.8
Tc (100)
0.381
500.00
2.001
4.2,..-i
� -:-i 2&0
LNGST. OVERL.+CHANNEL
0.30 = Runoff C
1.00 = Cf 2,10
1.25 =Cf 100
D..Pnt.
Area
(acres)
C Cf
I (2yr.)
(in/hr)
1 (1 Oyr.)
(in/hr)
I (100yr.)
(In/hr)
Basin Q
(cfs)
Comb. Q
(cfs)
COMMENTS
16.001
0.30
1.70
8.161
..... ...
2 yr. runoff
1 0.30
3.001
14.40
41.
.4
19jr. runoff
1 0.38
4.80
28.80
. .. ......... .
100 yr. runoff
0.30 = C 1.00 =Cf(2,10) 1.25 =Cf(100)
D. Pnt.
Slope
%(feet)
C * Cf
Length
OverL Tc
(min.)
Vel.Chan
(ft/sec.)
Tc Chan.
(min.)
Tc Total
(min
COMMENTS
.:SB-2
2.001
0.631
100.001
7.11
1
Tc (100)
0.501
1 1100.001
1 2.001
9.17
..... ...
..... ... .. -
1- .......... ...:.:.:.:.16;2j
LNGST. OVERL.+CHANNEL
u.*u = munon u 1.UU = LT Z, I U 1.Z0 =UT 11JU
D. Pnt.
Area
(acres)
C Cf
I (2yr.)
(in/hr)
1 (1 Oyr.)
(In/hr)
1 (1 00yr.)
(in/hr)
Basin Q
(cfs)
Comb. Q
cfs
COMMENTS
SI3 2,:::
6.80
0.50
2.50
8.50
8s5
2 yr. runoff
0.50
3.60
12.24
1212
10 yr. runoff
0.63
5.85
24.86
100 yr. runoff
0.50 = C 1.00 =Cf(2,10) 1.25 =Cf(100)
LLLaa2
ZZ.t$U = Area inis rage
DESIGN RUNOFF COMPUTATIONS FROM RATIONAL METHOD
SUBBASIW..: .0 C 1000:, . . ....
D. Pnt.
Slope
I M
C • Cf
Length
(feet)
Overl-Tc
(min.)
Vel.Chan
Lft/sec.)
Tc Chan.
(min.)
Tc Total
(min.)
COMMENTS
HB-.8:..-j
0.40
1.11
500.00
48.2
Tc (100)
0.40
650.00
1.50
7.2
::55.4!LNGST.OVERL.+CHANNEL
0.20 = Runoff C
1.00 = Cf 2.10 1.25 =Cf 100
D. Pnt.
Area
(acres)
C' Cf
1(2yr.)
(in/hr)
I (10yr.)
jn/h
I (100yr.)
in/hd
Basin Q
(cfs)
Comb. Q
i (cfs)
COMMENTS
HB�8
6.191
01
1.05
F77777TU
2 yr. runoff
H220
-1.70
1.87
[�...__ _i .1;9
10 yr. runoff
0.251
2.75
3.78
I_ __ - -38
100 yr, runoff
0.20 = C 1.00 =Cf 2,10 1.25 =Cf 100
FTSB-B ;
.-
SUBBASIN10r
0y)
D. Pnt.
Slope
M
C C1
Length
(feet)
Overt- Tc
(mi
Vel.Chan
Tc Chan.
(min.)
Tc Total
(min.)
COMMENTS
HB9, j
0.45
0.25
200.02
29.31
Tc (1100)
1 0.451
950.00
1
1.501
10.6
39.91
LNGST. OVERL.+CHANNEL
0.20 = Runoff C 1.00 = Cf 2,10 1.25 =Cf 100
D. Pnt.
Area
(acres)
C Cf
I (2yr.)
(in/ho
I (10yr.)
(in/ho
1(100yr.)
(in/hr)
Basin
(efs)cfs
Comb. Q
COMMENTS
g:
HIB .::.::
14.70
32
1.20
1.32
�3
2 yr. runoff
1 0� 201
1 2.20
2.42
:,� %:1:::,:,-,9 A
10 yr. runoff
0.251
3.50
4.81
48
100 yr. runoff
0.20 = C 1.00 =Cf (2,10) 1.25 =Cf(100)
, 9 SB
iSUBBASINO�T�O.C. r ..........
D. Pnt. . . .
slope
%(feet)
C • Cf
Length
Overl-Tc
(min.)
Vel.Chan
Lft/sec.)
Tc Chan.
(min.)
Tc Total
(min.)
COMMENTS
HB 110:
0.400.25
500.00
48
4 Tc (100)
1 0.401
650.001
1 1.50
7.2
LNGST. OVERL.+CHANNEL
0.20 = Runoff C 1.00 = Cf 2,10 1.25 =Cf 100
D. Pnt.
Area
(acres)
C • Cf
I (2yr.)
(in/ho
1 (10yr.)
(in/hr)
I (100yr.)
Cin/hrl
Basin Q
(cfs)
Comb. 0
(cfs)
COMMENTS
:H13�10::z:
17.00
0.9
1.05
1.0
2 yr. runoff
012201
1.70
1.87
1ii4
10 yr. runoff
0.251
2.75
3.78
--a.8
100 yr. runoff
0.20 = C 1.00 =Cf 2,10 1.25 =Cf 100
LLgq':'
SUBBASIN..: .M O�C�-.ocyr)
DESIGN RUNOFF COMPUTATIONS FROM RATIONAL METHOD
.
.........
................
D. Pnt.
Slope
M
C Cf
Length
feet
Overt To
(min.)
Vol Chan
(ft/sec.)
To Chan.
min.
To Total
(min.)
COMMENTS
HB 6::::::,:
0.40
0.25
500.00
48.2
To (100)
0.40
350.00
1.50
3.9
52i1J.
LNGST.OVERL.+CHANNEL
0.20 = Runoff C
1.00 = Cf 2,10 1.25 =Cf 100
D. Pnt.
(D-1)
Area
(acres)
C Cf
1(2yr.)
(In/ho
1 (1 Oyr.)
(in/hj
1 (100yr.)
On/hO
Basin Q
(cfs)
Comb. Q
(cfs)
COMMENTS
HB
5.50
0.20
1.00
1.10
2 yr. runoff
0.20
1.80
1.98
2.0
10 yr. runoff
0.25
2.90
3.99
100 yr. runoff
0.20 = C 1.00 =Cf 2,10 1.25 =Cf 100
::::::SB-6]-..-
:.SUBBASIN:,:, :T.O;C.i.
-FC
D. Pnt.
Slope
Length
(feet)
I Overl-Tc
(min.)
I Vel.Chan
(tt/sec.)
I To Chan.
(min.)
I To Total
(min.)
I COMMENTS
...
:,SoLiWSit6:
0.401
0.251
100.00
21.61
To (100
0.40
1
�22
i 0)
001
1.501
7.2
2838i
LNG ST. OVERL.+ CHANNEL
0.20 = Runoff C 1.00 = Cf 2,10 1.25 =Of 100
1
D. Pnt.
(D- 1)
Area
(acres)
C * Cf
-
1(2yr.)
(in/ho
1 (11 Oyr.)
fin/hr)
I (100yr.)
(In/hj
Basin 0
(cfs)
1 Comb, Q
(cis
COMMENTS
:"South:Site:
7.50
0.20
1.50
1.65
-:%:-1;7.
2 yr. runoff
0.20
2.70
2.97
1.0
10 yr. runoff
0.25
4.30
5.91
[�>;:5�9
100 yr. runoff
0.20 = C 1.00 =Cf 2,10 1.25 =Cf 100
1::-SoutKSite
SUBBAS11W.7.6
. ... .. -
D. Pnt.
Slope
(,X
C Cf
Length
(feet)
Overl- To
(min.)
Vol Chan
(ft/sec.)
To Chan.
(min.)
To Total
(min.)
COMMENTS
0.751
0.25
200.00
24.7
To (100)
0.751
600.00
1.50
6.7
.4.
LNGST. OVERL.+CHANNEL
0.20 = Runoff C 1.00 = Cf 2,110 1.25 =Cf 100
D. Pnt.
Area
(acres)
C Cf
I
I (2yr.)
I (in/ho
1 (11 Oyr.)
I (in
I (100yr.)
(in/hr)
Basin Q
(ofs)cfs
Comb. Q
COMMENTS
HB-7 !1
16.501
0.201
1.401
1.54
xi:1 5
2 yr. runoff
0.201
1 2.501
2.75
2.8
10 yr. runoff
0.25
1-
4.00
5.50
&5
100 yr. runoff
0.20 = C 1.00 =Cf 2,10 1.25 =Cf(100)
ONSITE HISTORIC (CONTINUED)
SUBBASIN..T�O.C.:.::.(IODVri:.,.�...
HISTORIC RUNOFF COMPUTATIONS FROM RATIONAL METHOD
D. Prit.
Slope
M
C * Cf
Length
(feet)
Overl-Tc
(min.)
Vel.Chan
(ft/sec.)
Tc Chan.
(min.)
Tc Total
(min.)
COMMENTS
HB3
0."!
99
`6,2�
�119
Tc 100
1
6,1N)i
1.501
0.00
LNGST. OVERL.+CHANNEL
0.20 = Runoff C
1.00 = Cf 2,10 1.25 =Cf 100
D. Pnt.
(D- 1)
Area
(acres)
C Cf
1(2yr.)
I (10yr.)
(in/hr)
I (I 00yr.)
fln/h
Basin Q
cf S)cfs
Comb. Q
COMMENTS
HB3.
1.75��
0.77
2 yr. runoff
.12201
.1�
0
1.36
.......... .4
10 yr. runoff
0.251
4.95
2.72
2.7,
100 r. runoff
y
0.20 = C 1.00 =Cf 2,10 1.25 =Cf (100)
3.,.....
D. P n . t
Slope
%(feet)
C Cf
Length
Overl- c
(min.)
Val.Chan
(ft/s C.)
To Chan.
(min.)
Tc Total
(min.)
COMMENTS
1.501
0.25
400.00
27.8
Tc 100)
(
0.001
0.001
1.50
0.0
LNGST. OVERL.+CHANN EL
0.20 = Runoff C 1.00 = Cf 2,10 1.25 =Cf 100
D. Prit.
(D- 1)
Area
(acres)
C Cf
I (2yr.)
(In/hr)
1 (1 Oyr.)
P n h 0
1 ((! 0 -)
1 n johyjr
Basin 0
cf
Comb. 0
` s
COMMENTS
: . - ..
4 ..
1.51
0.72
0.7
2 yr. runoff
0.2.111
201
2.701
1.30
3
1 43
10 yr. runoff
1 0.251
1
1 4.30
2.58
��Z6
100 yr. runoff
0.20 C 1.00 =Cf(2,10) 1.25 =Cf 100
'.S13 - 4--
'SUBBASIN O.C-..10 r
D. Prit.
Slope
%(m
C Cf
Length
(feet)
Overt T
in
Vel.Chan
(ft/sec.)
Tc Chan.gTc
min.
Total
min.)
COMMENTS
:HB-5
2.701
0.25
300.001
19.81
To 1 00i__
1 0.001
0.001
1 1.50
0.0
0.20 = Runoff C 1.00 = Cf 2,10 1.25 =Cf 100
D. Prit.
(D- 1)
Area
(acres)
C Cf
I (Tyr.)
(in/hr)
I (I Oyr.)
(in/hd
I (100yr.)
(In/hi)
Basin Q
(cfs)cfs
Comb. Q
COMMENTS
HB 5.....,
2.301
0.20
1.82
0.84
....... . ... OSS
2 yr. runoff
0.20
3.25
1.50
C5
10 r.runoff
0.25
5.20
2.99
. ....... 3 0
100 yr. runoff
0.20 = C 1.00 =Cf 2,10 1.25 =Cf(100)
SB-5--
DATE: October 1993
HISTORIC RUNOFF COMPUTATIONS FOR 2/ 10/ 100 YR. STORM
Water Ion P Hn
FOR: Vine Street properties
BY: Stewart & Associates
GENERAL NOTES: Velocity in a Channel per FIGURE 3-2.
If C x Cf > = 1 then C x Cf = 1 (constants listed below)
For design of the developed site runoff quantifies Tc(100) was the basis for design
Onsite Historic
HISTORIC RUNOFF COMPUTATIONS FROM RATIONAL METHOD
Q= CxCfxIxA
D. Pnt.
Slope
I (%)
C Cf
I
Length
(feet)
OverLTO
(min.)
Vel.Chan
(ft/sec.)
Tc Chan.
(min.)
To Total
(min.)
COMMENTS
HB
1.001
0.25
100.00
15.9
Tc (100)
1 1.001
500.001
1.00
8.3
�:ii�,.:�:�����i;���'24.2:!LNGST.OVERL.+CHANNEL
0.20 = Runoff C
1.00 = Cf 2,10
1.25 =Cf 100
D. Pnt.
(D- 1)
Area
(acres)
C Cf
I (2yr.)
Qn/hr)
I (10yr.)
(in/h4
I (I 00yr.)
(inffi
Basin 0
CIS)
Comb. Q
(Cfs)
COMMENTS
HIS 1
16.00
1.68
5.38
77777797T
2 yr. runoff
0.20
1 2.90
9.28
10 yr. runoff
0.251
1
4.70
18.80
T88
100 yr. runoff
0.20 = C 1.00 =Cf 2,10 1.25 =Cf (100)
B ... I .....
SUBBASIW l).....,......................I.I...
.0 C 0 ()Wr
D. Pnt.
Slope
%(feet)
C Cf
Length
Overt Tc
(min.)
Vel.Chan
(ft/sec.)
To Chan.
(min.)
Tc Total
(min.)
COMMENTS
0.25
300.00
32.6
To 100)
(
1 0.601
900.00
1 1.00
15.00
-.4 7.6,
LNGST. OVERL.+CHANNEL
0.20 = Runoff C 1.00 = Cf 2,10 1.25 =Cf 100
D. Pnt.
(D- 1)
Area
(acres)
C Cf
1(2yr.)
(in/hj
I (I Oyr.)
(in/ho
1 (11 00yr.)
(in/ho
Basin 0
(Cf S)
Comb. Q
(CIS)
COMMENTS
6.80
0.20
1.10
1.50
1. 5
2 yr. runoff
0.20
1.90
2.58
Z6
10 yr. runoff
0.25
3.15
5.36
100 yr. runoff
0.20 = C 1.00 =Cf 2,10 1.25 =Cf(100)
zz.ts = area inis page
5
STEWART$,ASSOCIATES
Consulting Engineers and Surveyors
103 S. MELDRU, \ORT COLLINS, CO 80521
PH.482-9331 FAX,482-9382
By: Date: Client: Sheet No. �� of
Project:
Subject: ;� �' G i . :5
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STEWART&ASSvCIATES 103 S. 93 DRrAx aORT COLLINS, CO 80521
82
Consulting Engineers and Surveyors /.
By: Date: / Client: Sheet No. Z2of
Project:
Subject:
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STEWWART&06 S.-)CIATES PH. 103S.MEL9331 DRUI, ORT COLLINS, CO 80521
48�-FAX 482-9382
Consulting Engineers and Surveyors
BY: Date: Client: Sheet No. �of
Project: z "w
Subject:
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STEWART&OLSSJGATES 103 S. MEL
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Consulting Engineers and Surveyors
By: Date: Client: iVl''/'ate Sheet No. e of .
Project: � �'✓�
Subject: �/-�';•.-7..^r � � C �
STEWART&ASACIATES 103 PH. S. ME 3D1RL. , 4ORT COLLINS, CO 80521
Consulting Engineers and Surveyors
By: Date: Client:
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T Project: i y',r = - :7// -7
Subject:
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82
Consulting Engineers and Surveyors
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Project:
Date: Client: �/�9t,le5^j ley f i�i��J!/.��5 Sheet No. of
Subject:
11
STEWART&ASSuCIATES
Consulting Engineers and Surveyors
By: f�•,. f
Project:
Subject:
103 S. MELDRUi. .:ORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
Date: - Client: 5. al 1 Sheet No. -5'of
STEWART&kSGATES
Consulting Engineers and Surveyors
0
Project:
103 S. MELDRU.. , -FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
Date: Client: �!/t' S Sheet No. of
Subject:
STEWART&ASSvC[ATES
Consulting Engineers and Surveyors
103 S. MELDRUI. .:ORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
By: 0� Date: Client: _�1f/rs Sheet No. .- of
Project:
Subject: i�•y''.."�, r�i-�� �' u'�C
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October 1993
Hydraulic Capacity of
Trapezoidal Section With 1450 cfs
NOTE: This is for Offsite Drainage from East Side Of Property
0.005 = CHANNEL SLOPE 1 75.00 = BOTTOM WIDTH
0.330 = SIDE SLOPE 1 0.035 = MANNING'S (n)
0.330 = SIDE SLOPE 2
Depth of
Water Surface
Slope 1 Offset
Slope 2 Offset
Area of
Wetted
Discharge.
Velocity
Flow (ft)
Width (ft)
From C.L.
From C.L.
Flows
Perimeter (ft)
(cfs)
(fps)
2.00
87.12
43.56
43.56
162.12
86.11
742.1
4.58
.. ... ...... .... - -� 2.10�
.................. 87.73:
4386
::43 86
70 86
86.57
0:
�WQ7.1.5
: 4
2.20
88.33
44.17
44.17
179.67
87.02
874.58
.4.87
2.309
44.474:::
18853:�
.............. . .
% X. --944.36..
5.01
2.40
89.55
44.77
44.77
197.45
87.93
1016.56
5.15
. . . . . . . . . . . .
oix 2 50
. . . . . . . . . .
0 .1 5:
4508
. . . . . .
. . . . . .
2.60
90.76
45.38
45.38
215.48
88.83
1167.97
5.42
2
A
%45 8
. . . . . . . .
::4 6& 5
. . . . . . . . . . . .
224 9
. . . . . . .
09 8
. . . . . . . .
247. 9
. . . . . . . . . . . . .
5&0
2.80
91.97
45.98
45.98
233.76
89.73
1328.75
5.68
.. . . . . . . . .
...... - ..... �:..:,-92.58
. . . . . . . . . . . .
::46
9
. . . . . .. .46 29:
. ... . ... . . . . . :24298::
. . . . ...
4 .12.6&
5.81.
3.00
93.18
46.59
46.59
252.27
90.62
1498.84
5.94
k
93
4689,
62::
06T..
3.20
94.39
47.20
47.20
271.03
91.51
1678.22
6.19
3.30'^0
:95
A7:
so
47.50
...... ... .. ......
..280 50:
3.40
95.61
47.80
47.80
290.03
92.39
1866.84
6.44
-.:.;3.50:
:96.21
40 11
9Z83f��-.�
*:
1964 62 :
3.60
96.82
48.41
48.41
309.27
93.27
2064.70
6.68
4
4871
8p:�
.-7 v
2167
0
& 7.9
3.80
98.03
49.02
49.02
328.76
94.15
2271.78
6.91
.1 go
49.32
........ ...
........... ....
493'
..... . ...
0.4 �59
3 7879
..039
4.00
99.24
49.62
49.62
348.48
95.031
2488.09
7.14_
NOTES:
C
STEWART&&SSOCIATES... PH. 482-9331MELDRU38OLLINS, CO 80521 FAX 482-92
Consulting Engineers and Surveyors
By: i Date: Client: Sheet No. 2 of
Project:
Subject:
J
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October 1993
Depth of
Flow (ft)
1.50
... ... . ....
1.70
..........
1.90
2.10
.220
2.30
2.50
2.70
2.90
..............
3.10
3.20
3.30
11kV10Yd=&ffl
. . Hydraulic Capacity of
Trapezoidal Section With 258 cfs
NOTE: This is for Onsite Drainage from Northeast Side Of Property
0.005 = CHANNEL SLOPE 1 20.00 = BOTTOM WIDTH
0.330 = SIDE SLOPE 1 0.035 = MANNING'S (n)
0.330 = SIDE SLOPE 2
ope 1 Offset
Slope 2 Offset
From C.L.
From C.L.
14.55
14.55
... -.14.85
15.15
15.15
45
1A:A5
15.76
15.76
-.ito
0 6
16.36
16.36
6.07
16.97
16.97
17.58
17.58
777
18.18
18.18
18.79
18.79
19.39
19.39
19
70r.
20.00
20.00
2030
20.30
20.61
20.61
Area of -
Wetted
Flow (sf)
Perimeter (ft)
36.82
28.79
42.76
29.73
4 2
30.19
48.94
30.65
55.36
31.57
02
62.03
32.48
65 451
32.93
68.94
33.38
76.09
34.28
9 6r,
�34 73
83.48
35.17
8 7. 27
35.62
91.12
36.06
95 336.51
.... ... ...
99.00
36.95
!03,03�m!i�ii...��..����.,�.�.,.�....���.�.���...�,.r..�.,07r.39
107.12,
37.83
130.23
146.43
163.57
<181.66
200.71
220.73!
241.72
263.70
286.67
3.10.65
335.65
361.67
388.72
. 4 1 1.6.83
-445-98
:476 21
507.51
<539.89
573.38
Velocity
(fps)
3.54
368:
3.83
4.10
4.37
4.49
4.62
5
4.87
4.99
5.11
5.34
5.57
6.68:r
5.7
6.01
October 1993
Hydraulic Capacity of
Trapezoidal Section With 420 cfs
NOTE: This is for Onsite Drainage from North Of Property
0.010 = CHANNEL SLOPE 1 18.00 = BOTTOM WIDTH
0.250 = SIDE SLOPE 1 0.035 = MANNING'S (n)
0.250 = SIDE SLOPE 2
Depth of:
Water Surface
Slope 1 Offset
Slope 2 Offset
Area of
Wetted
Discharge
_Velocity
Flow (ft)
Width (ft) .
From C.L.
From C.L.
Flows
Perimeter (ft)
(cf s)
(fps)
1.50
30.00
15.00
15.00
36.00
29.31
175.31
4.87
. ... .. .. .... iM
X80
...... 1. 40.
.4 0,
�39�04:
1.70
31.60
15.80
15.80
42.16
30.49
222.15
5.27
.J
32.4 0:
�6
1 '20
... .2 0.l:.:::�..::.-�,:::::..-.:..-�::.1.5.
.3 6j
0 8
47;78*:,_.:.,._�._
546
1.90
33.20
16.60
16.60
48.64
31.67
274.93
5.65
GO
i,� ...
..... 303.61
5.84;
2.10
34.80
17.40
17.40
55.44
32.82
333.84
6.02
2.20;
35 60:
780
...17 80
58 96
33.40
365.65
i!,*..i�_i!_.Alap'
2.30
.36.40
18.20
18.20
62.56
33.97
399.07
6.38
2.40
37.2
4 2
2.50
38.00
19.00
19.00
70.00
35.11
470.81
6.73
�.60
9s40
�q0:
4
%35,67
2.70
39.60
19.80
19.80
77.76
36.24
549.26
7.06
2.60
40A0.:
20 20
....,81;.76
2.90
41.20
20.60
20.60
85.84
37.36
634.61
7.39
:3 0:�
.. .... . 42.DO�
2.1.00
:9 0
679 3:
3.10
42.80
21.40
21.40
94.24
38.48
727.04
7.71_
...... .
21�.80:"&.�������-.��;�����;,��P-1�.80��.:,:::-::.:.
8;56::
-:39 W
.......
7�87:
3.30
44.40
22.20
22.20
102.96
39.59
826.76
8.03
...... .
. ..... .......
Ar,
2Z60j
.0
7.44:
40141
8791.t
3.501
46.001
23.001
23.00
112.001
40.691
933.941
8.341
NOTES:
DATE: October 1993
HISTORIC RUNOFF COMPUTATIONS FOR.2/ 10/ 100 YR. STORM
Waterglen P.U.D.
FOR: Vine Street properties
BY: Stewart & Associates
GENERAL NOTES: Velocity In a Channel per FIGURE 3-2
If C x Cf > = I then C x Cf = 1 (constants listed below)
For design of the, developed site runoff quantities Tell 00) was the basis for design
Offsite Historic HISTORIC RUNOFF COMPUTATIONS FROM RATIONAL METHOD
Q = C x Cf x I x A
SUBBASIN: .O.C.:
D. Pnt.
Slope
I (%)
C Cf
I
Length
(feet)
Overt To
(min.)
Vel.Chan
r (ft/sec.)
Tc Chan.
(min.)
To Total
(min.)
COMMENTS
.:?Off site 6ac.1
3.001
0.25
500.00
24.71
Te (100)
1 0.001
0.00
1.00
0.0
24 J]
- .... .......:I
LNGST.OVERL.+CHANNEL
0.20 = Runoff C
1.00 Cf 2,10
1.25 =Cf 100
D. Pnt.
(D- 1)
Area
(acres)
C • Cf
I (2yr.)
On/hrl
I (10yr.)
On/hr)
I (100yr.)
(In/hj
Basin Q
(cfs)
Comb. Q
(cfs)
COMMENTS
.-..Oftita 6ac
6.00
21
1.61
1.93
2yr. runoff
0.20
2-90
3.48
3- A;
10 yr. runoff
0.251
4.65
6.98
�-7.7.0
100 yr. runoff
0.20 = C 1.00 =Cf(2,10) 1.25 =Cf(100)
Offsitd:eac:
3
STE V VART&ASSJCIATES 103-S.MEL
939 RU, FORT gOLLINS, CO 80521
PH.Consulting Engineers and Surveyors /
By: �. � Date: O�'D 1152,T Client: 45 Sheet No. L of .
Project: /a '�.,: %�l�G� %m/ir7>zi7-
Subject:
i
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Waterglen P.,U.D.
Page 4
Sub —basin 9 is Lots 1 through 116 and that portion of'lots not included
in Sub —basin 8. The area is 14.7 acres more or less.' All runoff from this
basin is to a detention pond west of Lots 19 through 24. The outlet is to
Cooper Slough. A storm drain system is required in this sub —basin with inlets
at Rannoch Street and Glenloch Drive and also at Glenarbor Lane and Glenloch
Drive.
Sub —basin 10 is all of Lochside Commons. The area is 17.0 acres more
or less. All runoff: is to a detention pond south and west of Lots 18 and 19.
The pond outlet is to.Cooper Slough. A storm sewer system.is required in this
sub —basin.
EROSION CONTROL
This project is scheduled for a 10—year buildout. The developer plans
to construct a small phase of Lochside Commons first. Erosion control
scheduling and calculations will be completed for that portion which will be
included for final design at that time. It is not feasible to do proposed
erosion control for this large site not knowing which portions are to be started
and when. Obvious concerns will be the protection of Cooper Slough from water
erosion and the interstate from wind erosion.
Franklin D. Blake, P.E. & L.S.
Waterglen P.U.D.
Page 3
East Vine Drive crossing at Cooper Slough will need to be designed and
constructed for the ultimate design. The crossing will need to carry 2350
c.f.s. at present. .If Boxelder Creek is corrected prior to the'need for the
crossing, the size can be reduced by the 1685 c.f.s. that crosses I-25.
The proposed future commercial/industrial area including the village. center
and recreation area will be required to have onsite detention. The storm sewer
system is designed to handle the 10—year flows from this area. This area is
39.5 acres and is all the property lying east of Waterglen Drive.
Waterglen Park, which is 11.5 acres, will runoff directly to Cooper Slough.
A detention pond will be designed north of the access road for the developed
flows from the park and also Lots 25 through 41 from Elgin Park filing. The
total area to this pond is 16.0 acres more or less. The -pond will outlet at
the two—year historic rate. This area is Sub —basin 1.
Sub —basin 2 is.Lots 1 through 24 of Elgin Park and will runoff south to
the regional pond. This area is 6.8 acres more or less. Outlet is to Cooper
Slough.
Sub —basin 3.is.Lots 42 through 50 of Elgin Park and will flow east by
way of Tartan Court to a detention pond east of Lots 46 and 47 and west of
Cooper Slough. The outlet is to Cooper Slough. This area is 2.2 acres more
or less.
Sub —basin 4 is Lots 51 through 61 of Elgin Park and will flow east to
a pond east of Lots 55 and 56. the outlet.is to Cooper Slough. This area
is 2.4 acres more or less.
Sub —basin 5 is Lots 62 through 71 of Elgin Park and will flow east to
a detention pond east of Lots-67 and 68. The outlet is to Cooper Slough.
The area is 2.3 acres more -or less.
Sub —basin 6 is the multi —family area which is 13 acres more or less and
will runoff to two ponds between the west side of the multi -family area and
Cooper Slough. Runoff from both ponds is to Cooper Slough. The north area
is 5.5 acres and the south area is 7,5 acres.
Sub —basin 7 is the Celtic Commons. The area is 16.5 acres more or less.
All runoff is to a detention pond south of Waterglen Place. Outlet from this
pond will be in a grass swale to Cooper Slough. A storm sewer system is
required in this area to carry the initial storm. The storm sewer will be
in Caelic Place with curb inlets at Waterglen Place and Celtic Lane.
Sub —basin 8 is all of Lots 32 through 62 and part of Lots 63 through 78
and part of Lots 26 through 31 of the Glenarbor Commons. The area is 6.1 acres
more or less. Runoff is to a detention pond south of Lots 33 through 36 and
west of Lots 26 through 31. Outlet from the pond is west to Cooper Slough.
Curb inlets will be required on Gardenwall Court.
Waterglen P.U.D. {
Page 2
The site is presently being farmed. There are two existing main houses
on Vine Drive about 600 feet from the interstate. Cooper Slough is a wetlands
area.
DRAINAGE CRITERIA
Because the site is less than 200 acres, the Rational Method has been
utilized to determine peak runoff rates and required detention pond volumes.
Design factors used are in accordance with the recommendations of the City
of Fort Collins Drainage Criteria Manual. In accordance with City policy,
the 100—year runoff from the developed site will be detained in onsite detention
ponds and released at the 2—year undeveloped rate.
DEVELOPED SITE
The site is planned to be developed with.multi—family housing, modular
or conventional housing, manufactured housing, commercial/industrial uses,
a community village center with recreational area and a neighborhood park for
the development.
.The major storm offsite runoff will be channeled through the site to Cooper
Slough. The 420 c.f.s. from the north will flow in a regional drainageway
channel to the north end of Cooper Slough. It will be approximately 800 feet
long. This channel crosses the access road along the south. side of the proposed
park. This channel will be designed to carry the 420 c.f.s. with a minimum
of 1.0 foot freeboard. At the road crossing, the runoff will be designed to
go under with 0.5 feet of road overtopping to keep this access open during
the major storm.
The 258 c.f.s, that -breaches I-25 in the northeast corner of this site
will be designed to flow over the proposed commercial area on parking lot areas
then channelized to cross Waterglen Drive and continue west to Cooper Slough
behind the lots on the north side of Gardenwall Court. The channel will be
designed to flow under Waterglen Drive then in a grass channel with a minimum
of 1.0 foot of freeboard to Cooper Slough. This drainage channel is temporary
until Boxelder Creek is returned to its natural drainageway.
The 1450 c.f.s. from Boxelder Creek at the southeast side of the property
is proposed to flow overland through parking areas to Waterglen Drive. At
Waterglen Drive, we are asking for a variance to normal street overtopping
and propose to. flood this crossing during major storms. The street will need
to be signed accordingly. The reasons for the variance are: 1) The 1450 c.f.s.
is a temporary situation that is going to be corrected by returning Boxelder
Creek to its original location; 2) This channel will be dry except for a major
storm; and 3) The residences will have secondary access through the park then
along Elgin Court to East Vine. Drive or north along Waterglen Drive to Mountain
Vista Drive when this road is completed to the north. The major storm runoff
will be carried from Waterglen Drive to Cooper Slough in a grass channel with
a 1.0 minimum freeboard.
PRELIMINARY DRAINAGE REPORT
WATERGLEN P.U.D.
EXISTING SITE
The proposed Waterglen P.U.D. is a 160—acre site situate in the East 2
of Section 4, Township 7 North, Range 68 West of the Sixth P.M., Fort Collins,
Larimer County, Colorado.
The site is bounded on the south by East Vine Drive, on the east by U.S.
Highway I-25, and on the north and the west by the Larimer Weld Canal. At
present, the adjacent properties on the north and west are undeveloped and
are currently under cultivation. Cooper Slough runs north to south through
the site to East Vine Drive, then under the road in a 36" corrugated metal
pipe. The slough is approximately 10 acres. Water runs in the slough year
around.
There is no initial storm runoff from that portion of the site bounded
by the Larimer—Weld Canal. There is approximately 6 acres that is west of
the proposed site and below the canal that flow onto this site. Runoff from
the southbound lane of I-25 runs west to the borrow channel next to the road,
then south to Vine Drive road, then west along the north borrow channel along
Vine Drive to Cooper Slough.
During the Major Storm, runoff from the properties is being directed to
a point 600 feet more or less east of this site's northwest boundary corner.
The projected flow at this point is 420 c.f.s. Flows also breach I-25 in two
locations and flow onto this site. At the northeast corner of the site, 258
c.f.s. overflows I-25, and at the southeast corner, 1450 c.f.s. overflows I-
25. These flows over. I-25 are from a study currently being completed by the
Army Corps of Engineers on Boxelder Creek.These flows are a drastic diversion
from the original Boxelder Creek study. The changes to the original study
are due to a flow split three miles north of this site that causes the majority
of runoff to leave the main Boxelder channel and flow west to the east side
of I-25, then south along the said east side and overtopping the interstate
in several different locations. We have been told that the City of Fort Collins
and Larimer County are going to work together to return these flows to the
original channel. Also underway is a new drainage study of Cooper Slough
beginning at East Vine Drive and going south. The study is being completed
by Love and Associates. The beginning Major Storm flow at Vine Drive for this
study is 2350 c.f.s.
All storm water runoff from this site ends up in the Cooper Slough. The
east three —fourths of the site flow south at about a 0.7% slope, then west
to the slough at about 0.4% slope. The west one—fourth of the site flows east—
southeast to the slough at about 1.5% slope. The slough flows north to south
at about 0.6%.
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PRELIMINARY DRAINAGE.REPORT
WATERGLEN P.U.D.-
PREPARED
FOR
VINE STREET PROPERTIES
4875 PEARL EAST CIRCLE. SUITE 300
BOULDER, COLORADO 80301
OCTOBER 25, 1993
PREPARED
BY
STEWART & ASSOCIATES. INC.
103 SOUTH MELDRUM STREET
.FORT COLLINS, COLORADO 80521
303/482-9331