HomeMy WebLinkAbout1989 10 - Stormwater management reportSTORMWATER MANAGEMENT REPORT
FOR
VICKERS GROVE SUBDIVISION
FOR
DR. HENRY A. FISCHER
INDIAN RIVER COUNTY FLORIDA
October 1989
PREPARED BY:
MASTELLER & MOLER ASSOCIATES, INC.
POST OFFICE BOX 781045
SEBASTIAN, FLORIDA 32978-1045
(407 ) a89-4800
Sianle�F pfie d, P.E. FL 41997
r NOV 2 0 1989 1 IL AM A
GENERAL
.. This Stormwater Management Report has been prepared to describe
the stormwater facilities to be constructed for treatment and control
of stormwater runoff from the proposed Vickers Grove Subdivision. The
Vickers Grove Subdivision consists of approximately 117 acres of land
west of U.S. Highway #1 and the Florida East Coast Railroad, which is
located just north of Vickers Road in Indian River County, Florida.
The site may further be described as being located in Section 17,
Township 31 South, Range 39 East, in Indian River County. The location
of the project site is depicted on a portion of a U.S.G.S. map attached
in Appendix.
This project will consist of industrial, duplex and single family
lots. The project site is currently an active sand mine operation
which is permitted under St. Johns River Water Management District MSSW
�.
permit No. 4-061-0088. This report and supporting p p calculations are
intended to modify this existing permit to include the above referenced
subdivision. Due to the magnitude of the lake that will be the result
■+ of the land mine operation, all post developed stormwater runoff will
be contained on-site and the project will have no formal stormwater
outfall.
SITE SOILS
The project site is situated on the Atlantic Sand Ridge which runs
parallel to the East Coast of Florida, just west of U.S. Highway #1.
The project site soils have been classified as Astatula Sand
(Hydrologic Group A) as indicated on the Map Panel No. 7 by the U.S.
Department of Agriculture Soil Conservation Service in their soils
survey of Indian River County. As discussed above, the existing site
soils are currently being mined due to these soils exhibiting
excellent characterictics for use as fill for construction.
Prior to initiation of the sand mine operation at the project
site, Empire Engineering & Testing performed soil borings which
confirmed that the entire upper soil strata at the project site
consists of Astatula Sand. Additional data which supports these
findings can be found within the on-going Groundwater Monitoring Plan
as performed by Geraghty & Miller, Inc., Groundwater Consultants, dated
May 1988. At the time the soil boring tests were completed, the
groundwater elevation was determined to be elevation +- 14.0 msl, as
depicted on a plan of the subject site by Mosby & Associates, Inc.,
drawing #88-137, dated June 1988. In addition, existing ground
surface elevations for the project site ranged from 23.0 to 37.0 msl.
As such, the depth to the groundwater is a minimum of nine (9') feet.
ON
an
AO*A r1
FLOOD HAZARD INFORMATION
The project site is situated in Zone X, based upon information as
depicted on Map Panel 12061C -0079E as prepared by the Federal Emergency
.�
Management Agency (FEMA), Flood Maps for Indian River County, Florida,
dated effective May 4, 1989.
EXISTING SITE CONDITIONS
For purposes of this report, we consider that the existing
conditions of the project site will be the site in its final condition
following completion of the permitted sand mine operation. Following
completion of the lake to be built under the sand mine operation, it is
anticipated that discharge of stormwater runoff from the project site
in its pre -development state, will be insignificant due to the large
storage volume within the lake and extremely permeable soils throughout
�+ the site.
M
POST DEVELOPMENT CONDITIONS
The proposed subdivision site will contain approximately 30
industrial lots, 57 duplex or multi -family lots and 43 single family
lots. In order to develop stormwater runoff computations for the
proposed subdivision area, we have assumed that industrial and duplex
.� lots will be 70% impervious, and single family lots will be 40%
impervious. The post developed land uses are tabulated as follows:
PROPOSED LAND USE
SINGLE FAMILY LOTS 10.7 AC
MULTI -FAMILY LOTS 24.1 AC
INDUSTRIAL LOTS 12.7 AC
LAKE 55.4 AC
M ROADWAY 60' R/W 8.5 AC
OPEN SPACE
M
5.0 AC
I1 oom*�
STORMWATER COMPUTATIONS
In order to provide adequate stormwater treatment and to meet the
requirements of the St. Johns River Water Management District, the
first 1/2" of rainfall over all developed areas will be retained in a
perimeter swale system. The balance of all stormwater runoff will be
directed and retained in the interior lake. Treatment volumes, both
required and provided, for all drainage sheds are tabulated as follows
(refer to the drainage shed map in the accompanying set of plans):
TREATMENT VOLUME REQUIRED
EXAMPLE CALCULATION:
SHED NO. 1
AREA SF = 135,182
REQUIRED VOLUME = 1/2"/(12'/1')*135,182 SF = 5632 CF
M
SWALE VOLUME PROVIDED USING
AVERAGE END AREA METHODS
am VOLUME = 6040 CF
DRAINAGE
AREA
SWALE RETENTION
SWALE VOLUME
SHED NO.
SF
VOLUME REQ. CF
PROVIDED CF
1
135,182
5,632
6,040
2
273,202
11,383
13,087
3
183,975
7,666
7,725
4
154,255
6,427
8,400
5
191,476
7,978
13,200
6
232,401
9,684
12,300
7
242,296
10,125
14,625
8
79,711
3,321
11,250
9
297,343
12,389
12,600
10
171,527
7,147
9,413
11
230,095
9,587
9,750
Aoft� Aaft�
STORMWATER MANAGEMENT SYSTEM
As indicated previously, the normal water surface elevation of the
proposed 55.4 acre lake is anticipated at elevation 14.0 msl.
Stormwater computations are included in Appendex "A" to verify that the
lake system will have adequate capacity to contain a 100-year/24 hour
duration storm event without causing subdivision streets to be
inundated. Additionally, the entire storm event will be retained
on-site. These computations have been developed based upon soil
conservation service stormwater methods described in Technical Release
#55, and an assumed curve number of 100 for the lake system. The
^. following post -developed curve numbers were determined using the
previously outlined land uses:
W
POST -DEVELOPED CN
SINGLE FAMILY
CN
= 61
9.2%
MULTI -FAMILY
CN
= 81
20.7,%
INDUSTRIAL LOTS
CN
= 81
10.9%
LAKE
CN
= 100
47.6%
ROADWAY 60' R/W
CN
= 83
7.3%
OPEN/COMMON SPACE.
CN
= 40
4.3%
WEIGHTED CN
(CN=61)(9.2%)+(CN=81)(20.7%)+(CN=81)(10.9%)+(CN=100)(47.6%)+
(CN=83)(7.3%)+(CN=40)(4.3%)
100%
.� CN = 86.6
_ TIME OF CONCENTRATION (POST -DEVELOPED)
SWALE PIPE
tc = (2000') x (1 min) + (600) X (1 min) + 20 min. initial
42' 150' abstraction
= 72 MINUTES
.+
REGENERATION OF STORMWATER RETENTION VOLUME
As the project site is located on the Atlantic
Sandridge and
contains soils which are extremely permeable, and due to
the tremendous
volume of storage provided in excess of the required volumes, it is
clear that regeneration of stormwater retention volume
need not be
considered for this project.
Stage -storage data are tabulated as follows:
MSL STORAGE
STAGE ACRE -FT.
14 - 0 -
_
15 59.2
r.
16 118.5
17 177.7
18 237.0
19 296.2
20 355.5
21 414.7
22 747.0
SUMMARY POST -DEVELOPED
ACRES = 116.4
CN = 86.6
to = 72 MIN.
TOTAL RAINFALL = 13.0 INCHES
PEAK DISCHARGE = 560.66 CFS
(to on-site lake)
VOLUME RUNOFF AC/FT =
INITIAL WATER ELEVATION =
PEAK STAGE _
(assuming no percolation)
—
109.789 AC/FT
14.0 MSL
15.83 MSL
CONCLUSION
The Stormwater Management System for the Vickers Grove Subdivision
has been designed to provide treatment and controlled stormwater runoff
in accordance with the Standards of the City of Sebastian and the St.
Johns River Water Management District.
Respectfully submitted,
OR MASTELLER & MOLER ASSOCIATES -INC.-
., � -===
Stanl F. Mayfield, PSE: =i-.., 4SJ97-
M
W
M
m
APPENDIX
m
m
m
HYDROGRAPH 8Y SCS M�iF.
Project
VICKER'S
GROVE POST -DEVELOPED HYDROGRAPH
-
0.75
1.00
Discharge in cfs
Date: 09-28-1989
0.00
Time: 15:07:09
0.00
0.00
Volume in ac -ft
0.00
Drainage area in acres
0.00
= 116.40
-
Time in hours
1.25
1.50
Runoff curve number
2.00
= 86.60
No
Time of concentration in
minutes
= 72.00
-
0.00
0.00
Volume in ac -ft
Total rainfall in inches
0.00
= 13.00
-
Storm distribution curve
number
= 3.00
2.50
Peaking factor, K
3.00
= 484.00
-
Peak: discharge in cfs
= 560.66
Time of peak discharge in
hours
= 12.61
.r
1.17
1.86
Volume in ac -ft
Volume of runoff in ac -
ft
= 109.78
Time in hours
0.00
0.25
0.50
0.75
1.00
Discharge in cfs
0.00
0.00
0.00
0.00
0.00
Volume in ac -ft
0.00
0.00
0.00
0.00
0.00
Time in hours
1.25
1.50
1.75
2.00
2.25
No
Discharge in cfs
0.00
0.00
0.00
0.00
0.00
Volume in ac -ft
0.00
0.00
0.00
0.00
0.00
Time in hours
2.50
2.75
3.00
3.25
3.50
Discharge in cfs
0.04
0.20
0.58
1.17
1.86
Volume in ac -ft
0.00
0.00
0.01
0.03
0.06
-
Time in hours
3.75
4.00
4.25
4.50
4.75
Discharge in cfs
2.57
3.33
4.21
5.22
6.25
Volume in ac -ft
0.11
0.17
0.25
0.34
0.46
Time in hours
5.00
5.25
5.50
5.75
6.00
Discharge in cfs
7.13
7.86
8.61
9.51
10.61
Volume in ac -ft
0.60
0.75
0.92
1.11
1.32
Time in hours
6.25
6.50
6.75
7.00
7.25
Discharge in cfs
11.76
12.85
13.80
14.61
15.48
Volume in ac -ft
1.55
1.80
2.08
2.37
2.68
Time in hours
7.50
7.75
8.00
8.25
8.50
Discharge in cfs
16.64
18.13
19.58
20.96
22.52
Volume in ac -ft
3.02
3.38
3.77
4.18
4.63
9.75
33.13
7.48
11.00
55.69
11.84
12.25
469.04
28.75
13.50
219.40
7"2.51
14.75
74.77
85.64
16.00
45.11
91.57
17.25
34.39
95.57
18.50
26.21
98.83
19.75
24.34
101.49
21.00
20.98
103.83
22.25
19.48
105.90
23.50
16.88
107.78
24.75
9.55
109.35
26.00
0.77
109.73
Time in hours
/"q/%F
9.00
9.25
50
Discharge in cfs
.4. 3
26.37
28.42
x.65
Volume in ac -ft
5.12
5.64
6.21
6.82
Time in hours
10.00
10.25
10.50
10.75
Discharge in cfs
35.88
39.08
43.18
48.64
Volume in ac -ft
8.19
8.96
9.81
10.76
Time in hours
11.25
11.50
11.75
12.00
Discharge in cfs
65.45
79.33
133.70
277.76
Volume in ac -ft
13.09
14.59
16.79
21.04
Time in hours
12.50
12.75
13.00
13.25
Discharge in cfs
55.98
517.73
402.68
293.40
Volume in ac -ft
39.38
50.52
60.03
67.22
Time in hours
13.75
14.00
14.25
14.50
Discharge in cfs
166.15
130.19
104.87
87.19
Volume in ac -ft
76.50
79.56
81.99
83.97
m
Time in hours
15.00
15.25
15.50
15.75
Discharge in cfs
65.81
59.10
53.38
48.78
Volume in ac -ft
87.10
88.39
89.55
90.60
Time in hours
16.25
16.50
16.75
17.00
Discharge in cfs
41.92
39.22
37.03
35.52
Volume in ac -ft
92.47
93.31
94.10
94.85
A
Time In hours
17.50
17.75
18.00
18.25
Discharge in cfs
33.38
32.25
30.98
29.61
,.
Volume in ac -ft
96.27
96.95
97.60
98.23
Time in hours
18.75
19.00
19.25
19.50
Discharge in cfs
26.BB
25.82
25.13
24.70
Volume in ac -ft
99.39
99.94
100.46
100.98
Time in hours
20.00
20.25
20.50
20.75
�.
Discharge in cfs
23.77
23.01
22.31
21.69
Volume in ac -ft
101.96
102.47
102.93
103.39
Time in hours
21.25
21.50
21.75
22.00
Discharge in cfs
20.28
19.94
19.94
Volume in ac -ft
104.26
104.67
105.08
f1V9.8E
1`•5.50
^`
Time in hours
22.50
22.75
23.00
23.25
Discharge in cfs
19.00
18.51
17.88
17.20
Volume in ac -ft
106.30
106.69
107.06
107.42
Time in hours
23.75
24.00
24.25
24.50
Disc=harge in cfs
16.92
16.78
15.84
13.20
Volume in ac -ft
108.13
108.47
108.81
109.11
Time in hours
25.00
25.25
25.50
25.75
Discharge in cfs
6.13
3.64
2.18
1.31
Volume in ac -ft
109.51
10.3.61
109.67
109.71
Time in hours
26.25
26.50
26.75
Discharge in cfs
0.46
0.27
0.16
Volume in ac -ft
109.74
109.75
109.75
9.75
33.13
7.48
11.00
55.69
11.84
12.25
469.04
28.75
13.50
219.40
7"2.51
14.75
74.77
85.64
16.00
45.11
91.57
17.25
34.39
95.57
18.50
26.21
98.83
19.75
24.34
101.49
21.00
20.98
103.83
22.25
19.48
105.90
23.50
16.88
107.78
24.75
9.55
109.35
26.00
0.77
109.73
AOMWN AM4,
Date : 09-28-1989
Project . vicKErL`S SQgpviSIOPi
Initial water surface elevation in feet. 14.00
Initial inflow to the reservoir in cfs. 0.00
Initial outflow from the reservoir in cfs. 0.00
Stage -storage relationship for the reservoir
�. Stage in
feet
14.00
15.00
16.00
Storage
in ac -ft.
0.00
59.25
118.50
Stage in
feet
18.00
19.00
20.00
..
Storage
in ac -ft.
237.00
296.25
355.50
Stage in
feet
22.00
2.50
2.75
Storage
in ac -ft.
474.00
0.04
0.20
M
Time : 15:45:37
Stage -discharge relationship for the reservoir
Stage in feet 14.00 18.00 23.00
Discharge in cfs 0.00 0.00 0.00
Inflow hydrograph to the reservoir
17.00
177.75
21.00
414.75
Time in hours
0.00
0.25
0.50
0.75
Discharge in cfs
0.00
0.00
0.00
0.00
., Time in hours
1.00
1.25
1.50
1.75
Discharge in cfs
0.00
0.00
0.00
0.00
Time in hours
2.00
2.25
2.50
2.75
^' Discharge in cfs
0.00
0.00
0.04
0.20
Time in hours
3.00
3.25
3.50
3.75
Discharge in cfs
0.58
1.17
1.66
2.57
Time in hours
4.00
4.25
4.50
4.75
Discharge in cfs
3.33
4.21
5.22
6.25
..
Time in hours
5.00
5.25
5.50
5.75
M
M
Discharge in cfs
/"Q/"6
7.86
'"4.61
9.51
Time in hours
6.00
6.25
6.50
6.75
..
Discharge in cfs
10.61
11.7E
12.85
13.81"
Time in hours
7.00
7.25
7.50
7.75
Discharge in cfs
14.61
15.48
16.64
18.13
_
Time in hours
8.00
8.25
8.50
8.75
Discharge in cfs
19.58
20.96
22.52
24.38
Time in hours
9.00
9.25
9.50
9.75
Discharge in cfs
26.37
28.42
30.65
33.13
Time in hours
10.00
10.25
10.50
10.75
Discharge in cfs
35.88
39.08
43.18
48.64
Time in hours
11.00
11.25
11.50
11.75
Discharge in cfs
55.69
65.45
79.33
133.70
Time in hours
12.00
12.25
12.50
12.75
Discharge in cfs
277.7E
469.4
559.98
517.73
Time in hours
13.00
13.25
13.50
13.75
Discharge in cfs
402.68
293.40
219.40
166.15
Time in hours
14.00
14.25
14.50
14.75
�+
Discharge in cfs
130.19
104.87
87.19
74.77
Time in hours
15.00
15.25
15.50
15.75
Discharge in cfs
65.81
59.10
53.38
48.78
Time in hours
16.00
16.25
16.50
16.75
Discharge in cfs
45.11
41.92
39.22
37.03
Time in hours
17.00
17.25
17.50
17.75
Discharge in cfs
35.52
34.39
33.38
32.25
Time in hours
18.00
16.25
16.50
18.75
Discharge in cfs
30.98
29.61
28.21
26.86
Time in hours
19.00
19.25
19.50
19.75
Discharge in cfs
25.82
25.13
24.70
24.34
Time in hours
20.00
20.25
20.50
20.75
Discharge in cfs
23.77
23.01
22.31
21.69
Time in hours
21.00
21.25
21.50
21.75
Discharge in cfs
20.98
20.28
19.94
19.94
Time in hours
22.00
22.25
22.50
22.75
Discharge in cfs
19.86
19.48
19.00
18.51
Time in hours
23.00
23.25
23.50
23.75
wo
Discharge in cfs
17.88
17.20
16.88
16.92
Time in hours
24.00
24.25
24.50
24.75
Discharge in cfs
16.78
15.84
13.20
9.55
on
Time in hours
25.00
25.25
25.50
25.75
M
Discharge in c fs
' -.A' s3
3.64 ^t. 18
1.31
Time in hours
26.00
26.25 26.50
26.75
., Discharge in cfs
0.77
0.4E 0.27
0.16
M
on
M
w
MR
w
w
M
u
M
w
.,
No
..
MR
OR
No
No
..
No
..
MR
ON
No
No
No
MR
ON
2111
OW.,.ft�
Routing of hydrograph through the reservoir
Time
Inflow
Stage
Outflow
Storage
(hr.)
Ccfs)
(ft)
Ccfs>
(ac.ft)
-----------------------------------------------------------------
0.00
0.00
14.00
0.00
0.0000
0.17
0.00
14.00
0.00
0.0000
0.33
0.00
14.00
0.00
0.0000
0.50
0.00
14.00
0.00
0.0000
0.67
0.00
14.00
0.00
0.0000
0.83
0.00
14.00
0.00
0.0000
1.00
0.00
14.00
0.00
0.0000
1.17
0.00
14.00
0.00
0.0000
1.33
0.00
14.00
0.00
0.0000
1.50
0.00
14.00
0.00
0.0000
1.67
0.00
14.00
0.00
0.0000
1.83
0.00
14.00
0.00
0.0000
2.00
0.00
14.00
0.00
0.0000
2.17
0.00
14.00
0.00
0.0000
2.33
0.01
14.00
0.00
0.0001
2.50
0.04
14.00
0.00
0.0005
2.67
0.15
14.00
0.00
0.0018
2.83
0.33
14.00
0.00
0.0050
3.00
0.58
14.00
0.00
0.0113
3.17
0.98
14.00
0.00
0.0220
3.33
1.40
14.00
0.00
0.0384
3.50
1.8E
14.00
0.00
0.0609
3.67
2.33
14.00
0.00
0.0897
3.83
2.82
14.00
0.00
0.1253
4.00
3.33
14.00
0.00
0.1676
4.17
3.92
14.00
0.00
0.2176
4.33
4.55
14.00
0.00
0.2759
4.50
5.22
14.01
0.00
0.3431
4.67
5.91
14.01
0.00
0.4198
4.83
6.55
14.01
0.00
0.5056
5.00
7.13
14.01
0.00
0.5998
5.17
7.62
14.01
0.00
0.7014
5.33
8.11
14.01
0.00
0.8097
5.50
8.61
14.02
0.00
0.9249
5.67
9.21
14.02
0.00
1.0477
5.83
9.86
14.02
0.00
1.1791
6.00
10.61
14.02
0.00
1.3202
6.17
11.38
14.02
0.00
1.4716
6.33
12.13
14.03
0.00
1.6335
6.50
12.85
14.03
0.00
1.8055
6.67
13.48
14.03
0.00
1.9868
6.83
14.07
14.04
0.00
2.1765
7.00
14.61
14.04
0.00
2.3741
7.17
15.19
14.04
0.00
2.5793
7.33
15.87
14.05
0.00
2.7932
7.50
16.64
14.05
0.00
3.0171
7.67
17.63
14.05
0.00
3.2532
7.83
18.61
14.06
0.00
3.5028
8.00
19.58
14.06
0.00
3.7658
8.17
20.50
14.07
0. ("MN "1
4.0418
8.33
21.48
14.07
0.01
4.3309
8.50
22.52
14.08
0.00
4.6339
..
8.67
23.76
14.08
0.00
4.9526
B.83
.25.04
14.09
0.00
5.2887
9.00
26.37
14.10
0.00
5.6427
9.17
27.74
14.10
0.00
6.0154
.�
9.03
29.17
14.15
0.00
6.4073
9.50
30.65
14.12
0.00
6.8193
9.67
32.31
14.12
0.00
7.2529
9.83
34.05
14.13
0.00
7.7099
10.00
35.88
14.14
0.00
8.1914
10.17
38.01
14.15
0.00
8.7003
10.33
40.45
14.1E
0.00
9.2407
10.50
43.18
14.17
0.00
9.816E
10.67
46.82
14.18
0.00
10.4364
10.83
50.99
14.19
0.00
11.1099
..
11.00
55.69
14.20
0.00
11.6446
11.17
62.19
14.21
0.00
12.6564
11.33
70.08
14.23
0.00
13.5674
11.50
79.33
14.25
0.00
14.5964
11.67
115.58
14.27
0.00
15.9387
11.83
181.72
14.30
0.00
17.9862
12.00
277.77
14.36
0.00
21.1508
..
12.17
405.28
14.44
0.00
25.8550
12.33
499.35
14.54
0.00
32.0853
12.50
559.98
14.66
0.00
39.3809
12.67
531.81
14.79
0.00
'46.9002
12.83
479.38
14.91
0.00
53.8643
13.00
402.68
15.01
0.00
59.9391
.�
13.17
329.83
15.10
0.00
64.9839
13.33
268.73
15.17
0.00
69.1062
13.50
219.40
15.22
0.00
72.4680
13.67
183.90
15.27
0.00
75.2455
..
13.63
154.16
15.31
0.00
77.5738
14.00
130.19
15.34
0.00
79.5321
14.17
113.31
15.37
0.00
81.2091
14.33
98.98
15.40
0.00
82.6711
14.50
87.19
15.42
0.00
83.9532
14.67
78.91
15.44
0.00
85.0971
14.83
71.78
15.45
0.00
86.1349
15.00
65.81
15.47
0.00
87.0825
15.17
61.34
15.46
0.00
87.9582
15.33
57.20
15.50
0.00
88.774E
15.50
53.38
15.51
0.00
89.5362
15.67
50.32
15.52
0.00
90.22504
15.83
47.56
15.53
0.00
90.9245
16.00
45.11
15.55
0.00
91.5626
16.17
42.98
15.5E
0.00
92.1693
16.33
41.02
15.57
0.00
92.7478
16.50
39.22
15.57
0.00
93.3004
16.67
37.76
15.58
0.00
93.8306
1E.B3
36.52
15.59
0.00
94.3422
17.00
35.52
15.60
0.00
94.8384
..
17.17
34.76
15.61
0.00
95.3224
17.33
34.05
15.62
0.00
95.7963
17.50
33.38
15.62
0.00
96.2607
17.67
32.63
15.63
0.00
96.7153
17.83
31.83
15.64
0.00
97.1593
18.00
30.98
15.65
0.00
97.5919
" Note:
Peak Discharge in cfs = 0.00
Time of Peak Discharge in hours = 0.00
Peak Elevation in feet = -I ."-
Time of Peak Elevation in hours = 24.00
M
18.17
30.07
15. G5
0.:-40N ^
98.0123
18.33
29.14
15.66
0.04•
98.4201
18.50
28.21
15.67
0.00
98.8151
18.67
27.32
15.67
0.00
99.1975
18.83
26.53
15.68
0.00
99.5684
19.00
25.82
15.69
0.00
99.9289
19.17
25.36
15.69
0.00
100.2814
..
19.33
24.99
15.70
0.00
100.6281
19.50
24.70
15.70
0.00
100.9703
19.67
24.46
15.71
0.00
101.3089
19.83
24.15
15.72
0.00
101.6436
20.00
23.77
15.72
0.00
101.9736
20.17
23.27
15.73
0.00
102.2975
20.33
22.76
15.73
0.00
102.6146
20.50
22.31
15.74
0.00
102.9251
`:x.67
21.90
15.74
0.00
103.2296
20.83
21.45
15.75
0.00
103.5282-'
21.00
10.98
15.75
0.00
103.8204
21.17
20.51
15.76
0.00
104.1062
21.33
20.17
15.76
0.00
104.3863
21.50
19.94
15.77
0.00
104.6626
21.67
19.94
15.77
0.00
104.9373
21.83
19.92
15.78
0.00
105.2118
22.00
19.86
15.78
0.00
105.4857
22.17
19.61
15.78
0.00
105.7575
22.33
19.32
15.79
0.00
106.0256
22.50
19.00
15.79
0.00
106.2695
22.67
18.67
15.80
0.00
106.5489
22.83
18.30
15.80
0.00
106.8035
23.00
17.88
15.81
0.00
107.0527
23.17
17.43
15.81
0.00
107.2959
23.33
17.09
15.81
0.00
107.5336
23.50
16.88
15.82
0.00
107.7676
23.67
16.91
15.82
0.00
108.0003
23.83
16.87
15.83
0.00
108.2330
24.00
16.78
15.83
0.00
108.4648
" Note:
Peak Discharge in cfs = 0.00
Time of Peak Discharge in hours = 0.00
Peak Elevation in feet = -I ."-
Time of Peak Elevation in hours = 24.00
M