HomeMy WebLinkAbout1989 Oct - Stormwater Management ReportRECEi E.0 NOV 0 2 f�zlJ
STORMWATER MANAGEMENT S:En,-,.R
FOR
VICKERS GROVE SUBDIVISION
FOR
DR. HENRY A. FISCHER
INDIAN RIVER COUNTY, FLORIDA
October 1989
PREPARED BY:
MASTELLER & MOLER ASSOCINIES,
POST OFFICE BOX 78104S
SEBASTIAN, FLOP.DA 32978-1045
[Ei9-4?00
Stanley ryf.j.r t,,. P.F FL 441997
M
M
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 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.
W
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.
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:
W PROPOSED LAND USE
F"
SINGLE FAMILY LOTS
MULTI -FAMILY LOTS
INDUSTRIAL LOTS
LAKE
M ROADWAY 60' R/W
OPEN SPACE
rn
r�
M
10.7 AC
24.1 AC
12.7 AC
55.4 AC
8.5 AC
5.0 AC
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):
ZZ
TREATMENT VOLUME REQUIRED
EXAMPLE CALCULATION:
SHED NO. 1
AREA SF = 135,182
REQUIRED VOLUME = 1/2"/(12'/1')*135,182 SF = 5632 CF
r.
SWALE VOLUME PROVIDED USING
AVERAGE END AREA METHODS
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
r.
^
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:
^
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 MINU'S'ES
W
SUMMARY POST -DEVELOPED
.. ACRES = 116.4
CN = 86.6
tc = 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
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 -
�w
15
59.2
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
tc = 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,
MASTELLER & MOLER ASSOCIATES, INC.
/ �(,y
�. Stan ey F. Mayfield, P. E_ b/T 41997
.,
M
APPENDIX
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DtXk Point
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LOCATIptr\ M6.P FRAM U.S.G. S. SEC3�STIp.ti\ ��n^eI�IJIcLE
VICKERS GROVE
SUBDIVISION
N
HM Masteller & Moler Associates, Inc.
M CONSULTING ENGINEERS LAND PLANNERS
Post Office Box 781045
Sebastian. Florida 3297B-1045 (407) - 589 - 4800
HYDROGRAPH BY SCS METHOD
Project VICKER'S GROVE POST -DEVELOPED HYDROGRAPH
^
Date: 09-28-1989
Time:
Drainage area in acres
=
116.40
�.
Runoff curve number
=
86.60
Time of concentration
in minutes
=
72.00
Total rainfall in inches
=
13.00
Storm distribution curve
number
=
3.00
Peaking factory K
=
484.00
Peak discharge in cfs
=
560.66
Time of peak discharge
in hours
=
12.61
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
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
15:07:09
OR
Time in hours
8.75
9.00
9.25
9.50
9.75
_
Discharge in cfs
24.38
26.37
28.42
30.65
33.13
Volume in ac -ft
5.12
5.64
6.21
6.82
7.48
^•
Time in hours
10.00
10.25
10.50
10.75
11.00
Discharge in cfs
35.88
39.08
43.18
48.64
55.69
Volume in ac -ft
8.19
8.96
9.81
10.76
11.84
Time in hours
11.25
11.50
11.75
12.00
12.25
Discharge in cfs
65.45
79.33
133.70
277.76
469.04
Volume in ac -ft
13.09
14.59
16.7.3
21.04
28.75
w�
Time in hours
12.50
12.75
13.00
13.25
13.50
Discharge in cfs
559.98
517.73
402.68
293.40
219.40
Volume in ac -ft
39.38
50.52
60.03
67.22
72.51
Time in hours
13.75
14.00
14.25
14.50
14.75
Discharge in cfs
166.15
130.19
104.87
87.19
74.77
Volume in ac -ft
76.50
79.56
81.99
83.97
85.64
Time in hours
15.00
15.25
15.50
15.75
16.00
Discharge in cfs
65.81
59.10
53.38
48.78
45.11
Volume in ac -ft
87.10
88.39
89.55
90.60
91.57
..
Time in hours
16.25
16.50
16.75
17.00
17.25
Discharge in cfs
41.92
39.22
37.03
35.52
34.39
Volume in ac -ft
92.47
93.31
94.10
94.85
95.57
Time in hours
17.50
17.75
18.00
1B.25
18.50
Discharge in cfs
33.38
32.25
30.98
29.61
28.21
Volume in ac -ft
96.27
96.95
97.60
98.23
98.83
•
Time in hours
18.75
19.00
19.25
19.50
19.75
Discharge in cfs
26.88
25.82
25.13
24.70
24.34
Volume in ac -ft
99.39
99.94
100.46
100.98
101.49
time in hours
20.00
20.25
20.50
20.75
21.00
Discharge in cfs
23.77
23.01
22.31
21.69
20.98
Volume in ac -ft
101.98
102.47
102.93
103.39
103.83
Time in hours
21.25
21.50
21.75
22.00
22.25
Discharge in cfs
20.28
19.94
19.94
19.86
19.48
Volume in ac -ft
104.26
104.67
105.08
105.50
105.90
Time in hours
22.50
22.75
23.00
23.25
23.50
Discharge in cfs
19.00
18.51
17.88
17.20
16.68
Volume in ac -ft
106.30
106.69
107.06
107.42
107.78
Ow
Time in hours
23.75
24.00
24.25
24.50
24.75
Discharge in cfs
16.92
16.78
15.84
13.20
9.55
Volume in ac -ft
108.13
108.47
108.81
109.11
109.35
Time in hours
25.00
25.25
25.50
25.75
26.00
Discharge in cfs
6.13
3.64
2.18
1.31
0.77
Volume in ac -ft
109.51
109.61
109.67
109.71
109.73
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
OR
^
Date 09-28-1989
Project . ViCKCR!5 SUgpiVISION1
Initial water surface elevation in feet.
^ Initial inflow to the reservoir in cfs.
Initial outflow from the reservoir in cfs. .
^
M
14.00
0.00
0.00
Stage -storage relationship for the reservoir
Time . 15.45:37
Stage in
feet
14.00
15.00
16.00
17.00
^ Storage
in ac -ft.
0.00
59.25
118.50
177.75
Stage in
feet
18.00
19.00
20.00
21.00
Storage
in ac -ft.
237.00
296.25
355.50
414.75
^
Discharge in cfs
0.00
0.00
0.04
0.20
Stage in
feet
22.00
Time in hours
Storage
in ac -ft.
474.00
3.75
Discharge in cfs
0.58
1.17
1.86
2.57
^
..
Stage -discharge
----------------------------------------------
relationship
for the reservoir
4.25
^ Stage in
feet
14.00
18.00
23.00
5.22
Discharge
in cfs
0.00
0.00
0.00
Inflow - -- -
hydrographtothereservoir
^
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
�.rDischarge 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
1.86
2.57
^
Time in hours
4.O0
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
^
IN
Discharge in cfs
7.13
7.86
8.61
9.51
N,
Time in hours
6.00
6.25
6.50
6.75
Discharge in cfs
10.61
11.76
12.85
13.80
IN
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
.N
Time in hours
10.00
10.25
10.5.1
10.75
Discharge in i=fs
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
7.3.33
133.70
Time in hours
12.00
12.25
12.50
12.75
Discharge in cfs
277.76
469.04
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
I
Time in hours
16.00
16.25
16.50
16.75
Discharge in cfs
45.11
41.92
39.22
37.03
NO
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
18.25
18.50
18.75
Discharge in i=fs
30.98
29.61
28.21
26.88
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
IN
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
1.3.94
19.94
Time in hours
22.00
22.25
22.50
22.75
,N
Discharge in cfs
1.3.86
19.48
19.00
18.51
Time in hours
23.00
23.15
23.50
23.75
Discharge in cfs
17.88
17.20
16.88
16.92
IN
Time in hours
24.00
24.25
24.50
14.75
Discharge in i=fs
16.78
15.84
13.20
9.55
IN
Time in hours
15.00
15.25
25.50
23.75
IN
.� Discharge in cfs
Time in hours
Discharge in cfs
w
M
Ow
w
w
w
M
w
w
M
M
w
M
w
M
6.13
3.64
2.18
1.31
26.np
26.25
26.50
26.75
H.77
0.46
0.27
0.16
M
W
M
M
M
M
M
W
M
M
M
Routing of hydrograph through the reservoir
Time Inflow Stage
(hr.) (cfs) (ft)
Outflow Storage
(cfs) (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
1.86
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
9.88
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
1.3741
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
0.00
4.0418
8.33
21.48
14.07
0.00
4.3309
8.50
22.52
14.08
0.00
4.6339
8.67
23.76
14.08
0.00
4.9526
6.83
25.04
14.09
0.00
5.'2887
9.00
26.37
14.10
O. OC)
5.6427
9.17
27.74
14.10
0.00
6.0154
.,
9.33
29.17
14.11
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
14.16
0.00
9.2407
10.50
43.18
14.17
0.00
9.8166
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
11.8446
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
161.72
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
13.83
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
14.63
71.78
15.45
0.00
86.1349
15.00
65.81
15.47
0.00
87.0825
15.17
61.34
15.48
0.00
87.9582
15.33
57.20
15.50
0.00
88.7746
15.50
53.38
15.51
0.00
89.5362
15.67
50.32
15.52
0.00
90.2504
15.83
47.56
15.53
0.00
90.9245
16.00
45.11
15.55
0.00
91.5626
16.17
42.98
15.56
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
93.8300,
16.83
36.52
15.59
0.00
94.3422
17.r)(-) )(_)
35.5 _'
15.G1 )
0.00
'34.8384
17.17
34.76
15.61
(.).Oc)
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
97.591'
�+
18.17
30.07
15.65
0.00
98.0123
18.33
29.14
15.66
0.00
98.4201
18.50
28.21
15.67
0.00
98.8151
18.67
27.32
15.67
0.00
99.1975
^
16.83
26.53
15.68
0.00
99.5684
19.00
25.82
15.69
0.00
99.928.3
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
22.78
15.73
0.00
102.6146
"
20.50
22.31
15.74
0.00
102.9251
20.67
21.90
15.74
0.00
103.2296
20.83
21.45
15.75
0.00
103.5282
..
21.00
20.98
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
106.2895
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 i=fs = 0.00
Time of Peak Discharge in hours = 0.00
Peak Elevation in feet = �y
^ Time of Peak Elevation in hours = 24.00
M
^
^