HomeMy WebLinkAboutENGINEERING - 06 00184 - Madison Memorial Hospital - AdditionGREAT BASIN ENGINEERING - NORTH
CONSULTING ENGINEERS P.O. Box 150048 - Ogden, Utah 84415
AND LAND SURVEYORS Ogden 801.394.4515 - Salt Lake City 801.521.0222 - Fax 801.392.7544
MADISON MEMORIAL HOSPITAL
450 EAST MAIN STREET
STORM WATER STUDY
Project No. 05N518
November 8, 2005
General Site Information:
The proposed construction is for an addition and remodel of the existing Madison Memorial Hospital with
associated parking lot and an additional out building. The hospital is located at 450 East Main Street in Rexburg,
Idaho. The existing and proposed site is shown on the attached figures. For this project, a portion of the residential
neighborhood to the north was purchased and will be used for the expansion and roads.
The pre -construction status of the site is a hospital building with a portion of a residential neighborhood. It
was found that a time of concentration for the pre -construction site was about 19 minutes. This results in a peak
flow from the site of 16.28 cubic feet per second. This fixes the limit for runoff from this site after construction.
A runoff coefficient of 0.15 was used for natural ground and landscaped areas for pre and post construction
areas. A runoff coefficient of 0.90 was used for asphalt, concrete, buildings, and other hard surfaced areas. The
runoff coefficient for the proposed site was calculated to be 0.70. This is an increase of about seventeen percent in
hard surface from the existing conditions. Due to this increase, detention onsite will be required as part of this
project. The proposed site has about twenty-seven percent landscaping. The remainder of the site is considered
hard surface. The proposed site is divided into 4 areas. These areas are shown on the attached figure. Area 1 is the
undetained flow. Areas two through 4 are detained in a detention pond or in underground detention.
A time of concentration of 5 to 15 minutes was calculated for the proposed areas. The time of
concentration was calculated using the method outlined by Seelye in "Design" page 18-01. This time is based on
the longest path inside each detention area over grass, asphalt, concrete, or through a pipeline as applicable. Five
minutes is the shortest time using this method. Rainfall intensities were taken from information provided by Mr.
John Millar of Rexburg City. A copy of this data is attached.
The storm water detention ponds are sized based on a 25 -year storm. The discharge rate is based on the 10 -
year storm. Each detention area has capacity for more than the 25 -year storm.
The pipes are sized for not less than the 10 -year storm. The minimum storm drain size of pipe is 8 -inches
and grows to 18 -inches prior to the detention pipes.
Data showing area information, runoff coefficient, time of concentration, peak flow, required detention,
and available detention for the site is provided in the attached calculations.
Pipe Sizes:
Storm water pipes in the project are proposed to be reinforced concrete pipe (RCP) and PVC pipe. All
pipes in the project will be sloped so that a minimum scour velocity of 2 feet per second is maintained when the
pipes are flowing full. The minimum pipe size is 8 -inches largest used for detention is 48 -inches. These pipes will
convey the 10 -year design flow without problem.
Orifice Plates:
Orifice plates will be used to control the rate of storm water release from the site. The attached calculations
show that the diameters range from 1.74 inches to 7.21 inches. A 2 -inch orifice plate will be the minimum diameter
used to reduce the propensity of plugging. The release rates were set so that the total release from the site does not
exceed the allowable release based on the pre -construction conditions.
0600184
Madison Memorial Hospital Addition
Detention Ponds:
As indicated above, the site is divided into 4 areas with 3 areas having detention. Most of the site has been
and remains undetained. The detention for Areas 2 and 4 is in underground pipes. The detention facilities have
capacity for the 25 -year storm with some extra available for larger storms.
Detention Pond Routine:
It was requested that routing calculations be provided showing that the detention facilities have sufficient
volume. A SCS Type B Storm Distribution was used to model the design time, 25 year storm for each basin. The
design storm was chosen as the peak detention calculated. This peak volume was then routed using this distribution
model. It was found that each area has sufficient volume for the 25 -year storm.
Release Rate:
The release rate from the site was based on pre -construction conditions. The storm water system is
designed to retain flows in excess of the historical runoff rate. This rate is about 16.28 cubic feet per second. The
maximum release rate from the site will not occur until the detention ponds reach full depth. The plates will allow
nuisance flows to pass through without detention. As flows increase, storm water will begin to back up into the
detention ponds.
100 -Year Storm Flow Routing:
As indicated above, the detention ponds are sized for at least the 25 -year storm with some excess capacity
for the 100 -year storm. Each detention area has a flow routing that will keep the storm water away from the hospital
during a large storm. The hospital is set so that the finish floor is several feet above the top of the nearest detention
area. Large storms will eventually fill all of the detention for this project. Once this happens, excess storm water
will flow over the lowest curb and gutter locations to the roadway to the west. This is the same pattern for all storms
that exceed the pipe capacity on site prior to construction. /\
Great Basin Engineering, Inc.
Prepared by David R. Waldron, P.E.
Project Manager
.:;;">.;., ExistingConditions
Total Area =647,813 813 sf
tge (Hatching) 404, 604 sf
= � �Q = �' Hard Surface Area
Landscape Area =243,209 sf
C=O. 618 (c=0. is landscaping, 0.90 hard surfaces)
Tc=19 Minutes intensity 10 -year storm=1.77 !n/hr
r i i/ " \ • ''? O -CA =16.168 cubic feet per second
/
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Proposed Overall Condifions
Total Area =647,813 sf
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Hord Surface Area (Holching) = 475,324 sf
Landscape Area = 170,117 sf
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Madison Memorial Hospital
450 East Main Street
7 -Nov -05
Storm Water Study
Prior to Construction
Runoff Coefficient
C=0.15 for natural ground and landscaping
C=0.90 for hard surfaces Le. asphalt, concrete, etc.
Time of Concentration use "Design" by Seelye
Area 1
449' over landscaping @ S=6.46% 19 min
Rainfall Intensities
Use data from Zone G OF Curve (10 -year storm)
Area 1 @ tc=19 min., Intensity= 1.77 inches per hour
Peak Flow
1 Drainage Area
Use "Rational
Method"
Total
Hard Surface
Landscaping Total
Hard Surface
Landscaping Runoff
Area
Area
Area Area
Area
Area Coefficient
Area (so
(sf)
(so (acres)
(acres)
(acres)
Area 1 647,813
404,604
243,209 14.872
9.288
5.583 0.618
Runoff Coefficient
C=0.15 for natural ground and landscaping
C=0.90 for hard surfaces Le. asphalt, concrete, etc.
Time of Concentration use "Design" by Seelye
Area 1
449' over landscaping @ S=6.46% 19 min
Rainfall Intensities
Use data from Zone G OF Curve (10 -year storm)
Area 1 @ tc=19 min., Intensity= 1.77 inches per hour
Peak Flow
Use "Rational
Method"
I Area
Q
Area C
(in/hr) (acres)
(cfs)
Area 1 0.618
1.77 14.87
16.28
Allowable Flow Rate =
1.095 cfs/acre
Peak Allowable Flow =
16.279 cfs
Hard Surface Landscaping
Runoff
Post Construction
Area
Coefficient
(acres)
4 Drainage Areas 3 Detention Areas
5 min
Total
Hard Surface
Landscaping
Total
0.838
Area
Area
Area
Area
Area
(so
(sf)
(sf)
(acres)
Area 1
347,865
224,772
123,093
7.986
Area 2
238,407
201,912
36,495
5.473
Area 3
51,161
39,795
11,366
1.174
Area 4
10,380
8,845
1,535
0.238
Totals
647,813
475,324
172,489
14.872
Hard Surface Landscaping
Runoff
Area
Area
Coefficient
(acres)
(acres)
5 min
5.160
2.826
0.635
4.635
0.838
0.785
0.914
0.261
0.733
0.203
0.035
0.789
10.912
3.960
0.700
Runoff Coefficient
C=0.15 for natural ground and landscaping
C=0.90 for hard surfaces Le. asphalt, concrete, etc.
Time of Concentration use "Design" by Seelye
Area 1
148' over landscaping @ S=16.4% 10 min
Area 2
39.6' over landscaping @ S=30.3%
5 min
82' over asphalt @ S=4.0%
5 min
687' through pipe @ 2fps
5 min
(in/hr) (acres)
15 min
Area 2
87' over landscaping @ S=11.7%
8 min
78' over asphalt @ S=4.0%
5 min
176' through pipe @ 2fps
2 min
(in/hr) (acres)
15 min
Area 4
88' over asphalt @ S=1.98% 5 min
Rainfall Intensities
Use data from Zone G OF Curve (25 -year storm)
Area 1 @ tc=10 min., Intensity = 2.40 inches per hour 10 -Year Storm
Area 2 @ tc=15 min., Intensity= 2.40 inches per hour
Area 3 @ tc=15 min., Intensity= 2.40 inches per hour
Area 4 @ tc=5 min., Intensity = 4.25 inches per hour
Peak Flow 25 Year Storm
Use "Rational Method"
I Area
Q
Area C
(in/hr) (acres)
(cfs)
Area 1 0.635
2.40 7.99
12.16
Area 2 0.785
2.40 5.47
10.31
Area 3 0.733
2.40 1.17
2.07
Area 4 0.789
4.25 0.24
0.80
Allowable Flow =
16.279 cfs
Peak Undetained Flow =
12.163 cfs
Net Allowable Flow =
4.116 cfs
Net Allowable Flow Rate =
0.60 cfs/acre
Area 2 25 Year Storm
C =
0.785
Flow Rate Out =
0.598
Area =
5.473
Flow Out =
3.271
Rainfall
Accumulated
Allowable
Needed
Time
Intensity
Volume
Release
Detention
(min.)
(in/hr)
(CF)
(CF)
(CF)
5
4.25
5479.194
981.411
4497.8
10
2.97
7657.979
1962.821
5695.2
15
2.40
9282.399
2944.232
6338.2 Peak Detention
20
1.97
10159.070
3925.643
6233.4
30
1,50
11602.999
5888.464
5714.5
40
1.25
12892.221
7851.285
5040.9
50
1.10
14181.443
9814.106
4367.3
60
0.93
14310.365
11776.928
2533.4
90
0.70
16244.199
17665.392
-1421.2
Area 3 25 Year Storm
C =
0.733
Flow Rate Out =
0.598
Area =
1.174
Flow Out =
0.702
Rainfall
Accumulated
Allowable
Needed
Time
Intensity
Volume
Release
Detention
(min.)
(in/hr)
(CF)
(CF)
(CF)
5
4.25
1098.221
210.606
887.6
10
2.97
1534.925
421.212
1113.7
15
2.40
1860.516
631.818
1228.7 Peak Detention
20
1.97
2036.231
842.424
1193.8
30
1.50
2325.645
1263.636
1062.0
40
1.25
2584.050
1684.848
899.2
50
1.10
2842.455
2106.060
736.4
60
0.93
2868.295
2527.272
341.0
90
0.70
3255.902
3790.908
-535.0
Area 4 25 Year Storm
C =
0.789
Flow Rate Out =
0.598
Area =
0.238
Flow Out =
0.142
Rainfall
Accumulated
Allowable
Needed
Time
Intensity
Volume
Release
Detention
(min.)
(in/hr)
(CF)
(CF)
(CF)
5
4.25
239.743
42.730
197.0
10
2.97
335.076
85.459
249.6
15
2.40
406.153
128.189
278.0 Peak Detention
20
1.97
444.512
170.919
273.6
30
1.50
507.691
256.378
251.3
40
1.25
564.101
341.837
222.3
50
1.10
620.511
427.296
193.2
60
0.93
626.152
512.756
113.4
90
0.70
710.768
769.133
-58.4
OK
OK
OK
Flow
Orifice
Detention Volume Calculations
Orifice
Area
Available
Required
(cfs)
(feetA2)
Area
Detention
Detention
0.2837
0.601
7.213
(cf)
(cf)
0.271
3.250
Area 2
8,311
6338.2
1.744
Area 3
3,039
1228.7
Area 4
314
278.0
Orifice Plate
Calculations
Q=0.62*
Area*Sgrt(2*32.2*Head)
Area
Top
Flow Line
Pipe
Orifice
Water
Pipe
Diameter
Head
(feet)
(feet)
(inches)
(feet)
Area 2
898.15
892.28
12
5.370
Area 3
896.50
890.00
12
6.000
Area 4
898.15
894.67
12
2.980
Use 2" for
orifice plate
to reduce plugging
OK
OK
OK
Flow
Orifice
Orifice
Orifice
Area
Diameter
Diameter
(cfs)
(feetA2)
(feet)
(inches)
3.271
0.2837
0.601
7.213
0.702
0.0576
0.271
3.250
0.142
0.0166
0.145
1.744
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Area 2
Area 3
Time=
15
Minutes
Time=
15 Minutes
Time/Total Rain/Total
Tot. Precip
9282.399
Tot. Precip
1860.52
Time
Rainfall
Time
Precip
Time
Precip
0.000
0.000
0.00
0.0
0.00
0.0
0.020
0.008
0.30
74.3
0.30
14.9
0.040
0.015
0.60
139.2
0.60
27.9
0.060
0.024
0.90
222.8
0.90
44.7
0.080
0.035
1.20
324.9
1.20
65.1
0.100
0.040
1.50
371.3
1.50
74.4
0.160
0.077
2.40
714.7
2.40
143.3
0.200
0.100
3.00
928.2
3.00
186.1
0.220
0.112
3.30
1039.6
3.30
208.4
0.250
0.139
3.75
1287.5
3.75
258.1
0.330
0.224
4.95
2079.3
4.95
416.8
0.340
0.264
5.10
2450.6
5.10
491.2
0.360
0.354
5.40
3286.0
5.40
658.6
0.380
0.440
5.70
4084.3
5.70
818.6
0.400
0.520
6.00
4826.8
6.00
967.5
0.420
0.608
6.30
5643.7
6.30
1131.2
0.440
0.632
6.60
5866.5
6.60
1175.8
0.460
0.660
6.90
6126.4
6.90
1227.9
0.480
0.680
7.20
6312.0
7.20
1265.2
0.500
0.704
7.50
6534.8
7.50
1309.8
0.520
0.720
7.80
6683.3
7.80
1339.6
0.540
0.739
8.10
6859.7
8.10
1374.9
0.580
0.772
8.70
7166.0
8.70
1436.3
0.600
0.788
9.00
7314.5
9.00
1466.1
0.620
0.800
9.30
7425.9
9.30
1488.4
0.640
0.817
9.60
7583.7
9.60
1520.0
0.660
0.827
9.90
7676.5
9.90
1538.6
0.680
0.840
10.20
7797.2
10.20
1562.8
0.700
0.852
10.50
7908.6
10.50
1585.2
0.720
0.866
10.80
8038.6
10.80
1611.2
0.740
0.877
11.10
8140.7
11.10
1631.7
0.760
0.888
11.40
8242.8
11.40
1652.1
0.780
0.900
11.70
8354.2
11.70
1674.5
0.800
0.908
12.00
8428.4
12.00
1689.3
0.820
0.918
12.30
8521.2
12.30
1708.0
0.840
0.928
12.60
8614.1
12.60
1726.6
0.860
0.936
12.90
8688.3
12.90
1741.4
0.880
0.945
13.20
8771.9
13.20
1758.2
0.900
0.952
13.50
8836.8
13.50
1771.2
0.920
0.964
13.80
8948.2
13.80
1793.5
0.940
0.972
14.10
9022.5
14.10
1808.4
0.960
0.982
.14.40
9115.3
14.40
1827.0
0.980
0.992
14.70
9208.1
14.70
1845.6
1.000
1.000
15.00
9282.4
15.00
1860.5
Area 2 Underground Detention Pipes Volume vs.
Elevation Information
Pipe Size
4 feet
Pipe length
661.37
feet
Bottom Elevation =
892.28
Elevation
Depth
Beta
Area
Volume
(feet)
(feet)
(radians)
(ft -2)
(ftA3)
892.28
0.00
0.000
0.000
0.0
892.28
892.32
0.04
0.204
0.023
15.0
892.32
892.36
0.08
0.290
0.064
42.2
892.36
892.41
0.12
0.355
0.117
77.2
892.41
892.45
0.17
0.411
0.179
118.5
892.45
892.49
0.21
0.460
0.250
165.1
892.49
892.53
0.25
0.505
0.327
216.3
892.53
892.57
0.29
0.547
0.411
271.6
892.57
892.61
0.33
0.586
0.500
330.8
892.61
892.66
0.37
0.622
0.595
393.4
892.66
892.70
0.42
0.657
0.694
459.2
892.70
892.74
0.46
0.691
0.798
528.0
892.74
892.78
0.50
0.723
0.907
599.6
892.78
892.82
0.54
0.754
1.019
673.8
892.82
892.86
0.58
0.784
1.135
750.4
892.86
892.90
0.62
0.813
1.254
829.4
892.90
892.95
0.67
0.841
1.377
910.5
892.95
892.99
0.71
0.869
1.502
993.6
892.99
893.03
0.75
0.896
1.631
1078.8
893.03
893.07
0.79
0.922
1.763
1165.7
893.07
893.11
0.83
0.948
1.897
1254.4
893.11
893.15
0.87
0.973
2.033
1344.7
893.15
893.20
0.92
0.998
2.172
1436.6
893.20
893.24
0.96
1.023
2.313
1530.0
893.24
893.28
1.00
1.047
2.457
1624.8
893.28
893.32
1.04
1.071
2.602
1720.9
893.32
893.36
1.08
1.095
2.749
1818.3
893.36
893.40
1.12
1.118
2.898
1916.8
893.40
893.45
1.17
1.141
3.049
2016.5
893.45
893.49
1.21
1.164
3.201
2117.2
893.49
893.53
1.25
1.186
3.355
2218.9
893.53
893.57
1.29
1.209
3.510
2321.6
893.57
893.61
1.33
1.231
3.667
2425.1
893.61
893.65
1.37
1.253
3.824
2529.4
893.65
893.70
1.42
1.275
3.983
2634.5
893.70
893.74
1.46
1.297
4.143
2740.3
893.74
893.78
1.50
1.318
4.304
2846.7
893.78
893.82
1.54
1.340
4.466
2953.7
893.82
893.86
1.58
1.361
4.629
3061.3
893.86
893.90
1.62
1.382
4.792
3169.3
893.90
893.95
1.67
1.403
4.956
3277.8
893.95
893.99
1.71
1.424
5.121
3386.7
893.99
894.03
1.75
1.445
5.286
3495.9
894.03
894.07
1.79
1.466
5.451
3605.4
894.07
894.11
1.83
1.487
5.617
3715.1
894.11
894.15
1.87
1.508
5.784
3825.0
894.15
894.20
1.92
1.529
5.950
3935.1
894.20
894.24
1.96
1.550
6.117
4045.3
894.24
894.28
2.00
1.571
6.283
4155.5
894.28
894.32
2.04
1.592
6.450
4265.7
894.32
894.36
2.08
1.612
6.616
4375.9
894.36
894.40
2.12
1.633
6.783
4486.0
894.40
894.45
2.17
1.654
6.949
4595.9
894.45
894.49
2.21
1.675
7.115
4705.7
894.49
894.53
2.25
1.696
7.281
4815.2
894.53
894.57
2.29
1.717
7.446
4924.4
894.57
894.61
2.33
1.738
7.610
5033.2
894.61
894.65
2.37
1.759
7.774
5141.7
894.65
894.70
2.42
1.781
7.938
5249.8
894.70
894.74
2.46
1.802
8.100
5357.3
894.74
894.78
2.50
1.823
8.262
5464.3
894.78
894.82
2.54
1.845
8.423
5570.8
894.82
894.86
2.58
1.867
8.583
5676.5
894.86
894.90
2.62
1.889
8.742
5781.6
894.90
894.95
2.67
1.911
8.900
5885.9
894.95
894.99
2.71
1.933
9.056
5989.4
894.99
895.03
2.75
1.955
9.211
6092.1
895.03
895.07
2.79
1.978
9.365
6193.8
895.07
895.11
2.83
2.001
9.517
6294.5
895.11
895.15
2.87
2.024
9.668
6394.2
895.15
895.20
2.92
2.047
9.817
6492.7
895.20
895.24
2.96
2.071
9.964
6590.1
895.24
895.28
3.00
2.094
10.110
6686.2
895.28
895.32
3.04
2.119
10.253
6781.0
895.32
895.36
3.08
2.143
10.394
6874.4
895.36
895.40
3.12
2.168
10.533
6966.3
895.40
895.45
3.17
2.194
10.670
7056.6
895.45
895.49
3.21
2.220
10.804
7145.3
895.49
895.53
3.25
2.246
10.935
7232.3
895.53
895.57
3.29
2.273
11.064
7317.4
895.57
895.61
3.33
2.301
11.190
7400.5
895.61
895.65
3.37
2.329
11.312
7481.7
895.65
895.70
3.42
2.358
11.432
7560.6
895.70
895.74
3.46
2.388
11.548
7637.2
895.74
895.78
3.50
2.419
11.660
7711.4
895.78
895.82
3.54
2.451
11.768
7783.0
895.82
895.86
3.58
2.484
11.872
7851.8
895.86
895.90
3.62
2.519
11.972
7917.6
895.90
895.95
3.67
2.556
12.066
7980.2
895.95
895.99
3.71
2.595
12.156
8039.4
895.99
896.03
3.75
2.636
12.239
8094.7
896.03
896.07
3.79
2.681
12.317
8146.0
896.07
896.11
3.83
2.730
12.387
8192.5
896.11
896.15
3.87
2.786
12.450
8233.8
896.15
896.20
3.92
2.852
12.503
8268.9
896.20
896.24
3.96
2.937
12.544
8296.1
896.24
896.28
4.00
3.142
12.566
8311.0
896.28
Area 3 Detention Pond
Bottom Elevation = 893.00
Elevation Depth Volume Vol^2 Vol^3
893 0.00 0.0 0 0
894 1.00 324.5 105300.25 34169931
895 2.00 1133.8 1285593.15 1457656932
896 3.00 2291.6 5251338.9 12033863188
896.5 3.50 3039.0 9235521 28066748319
SUMMARY OUTPUT
Regression Statistics
Multiple R 0.999112
R Square 0.998225
Adjusted R 0.49645
Standard E 0.152638
Observatio 5
ANOVA
Residual 2 0.046597 0.02329828
Total 5 26.25
Intercept
0
#N/A
#N/A
#N/A
X Variable
0.002903
0.000401
7.24571994
0.018519964
X Variable
-1.11E-06
3.82E-07
-2.9187273
0.100073726
X Variable
1.78E-10
8.66E-11
2.05384867
0.176368775
Area 4 Underground Detention Pipes Volume vs. Elevation Information
Pipe Size
2 feet
Pipe length
100 feet
Bottom Elevation =
894.67
Elevation
Depth
Beta
Area
Volume
(feet)
(feet)
(radians)
(ft^2)
(ft^3)
894.67
0.00
0.000
0.000
0.0
894.67
894.71
0.04
0.290
0.016
1.6
894.71
894.75
0.08
0.411
0.045
4.5
894.75
894.80
0.12
0.¢05
0.082
8.2
894.80
894.84
0.17
0.586
0.125
12.5
894.84
894.88
0.21
0.657
0.174
17.4
894.88
894.92
0.25
0.723
0.227
22.7
894.92
894.96
0.29
0.784
0.284
28.4
894.96
895.00
0.33
0.841
0.344
34.4
895.00
895.05
0.37
0.896
0.408
40.8
895.05
895.09
0.42
0.948
0.474
47.4
895.09
895.13
0.46
0.998
0.543
54.3
895.13
895.17
0.50
1.047
0.614
61.4
895.17
895.21
0.54
1.095
0.687
68.7
895.21
895.25
0.58
1.141
0.762
76.2
895.25
895.29
0.62
1.186
0.839
83.9
895.29
895.34
0.67
1.231
0.917
91.7
895.34
895.38
0.71
1.275
0.996
99.6
895.38
895.42
0.75
1.318
1.076
107.6
895.42
895.46
0.79
1.361
1.157
115.7
895.46
895.50
0.83
1.403
1.239
123.9
895.50
895.54
0.87
1.445
1.321
132.1
895.54
895.59
0.92
1.487
1.404
140.4
895.59
895.63
0.96
1.529
1.487
148.7
895.63
895.67
1.00
1.571
1.571
157.1
895.67
895.71
1.04
1.612
1.654
165.4
895.71
895.75
1.08
1.654
1.737
173.7
895.75
895.79
1.12
1.696
1.820
182.0
895.79
895.84
1.17
1.738
1.903
190.3
895.84
895.88
1.21
1.781
1.984
198.4
895.88
895.92
1.25
1.823
2.066
206.6
895.92
895.96
1.29
1.867
2.146
214.6
895.96
896.00
1.33
1.911
2.225
222.5
896.00
896.04
1.37
1.955
2.303
230.3
896.04
896.09
1.42
2.001
2.379
237.9
896.09
896.13
1.46
2.047
2.454
245.4
896.13
896.17
1.50
2.094
2.527
252.7
896.17
896.21
1.54
2.143
2.599
259.9
896.21
896.25
1.58
2.194
2.667
266.7
896.25
896.29
1.62
2.246
2.734
273.4
896.29
896.34
1.67
2.301
2.797
279.7
896.34
896.38
1.71
2.358
2.858
285.8
896.38
896.42
1.75
2.419
2.915
291.5
896.42
896.46
1.79
2.484
2.968
296.8
896.46
896.50
1.83
2.556
3.017
301.7
896.50
896.54
1.87
2.636
3.060
306.0
896.54
896.59
1.92
2.730
3.097
309.7
896.59
896.63
1.96
2.852
3.126
312.6
896.63
896.67
2.00
3.142
3.142
314.2
896.67
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N O U R S
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Soil Conservation Service Type B Storm Distribution
1.000
0.800
w
0.600
0
0.400
rc
0.200
0.090
0.900
0.200 0.400 0.690 0.800 1.000
TimefTotal Time
Time/Total Time
Rainfall/Total Rainfall
Timef notal Time
Rainfall/Total Rainfall
0.000
0.000
0.580
0.772
0.020
0.008
0.600
0.788
0.040
0.015
0.620
0.800
0.060
0.024
0.640
0.817
0.080
0.035
0.660
0.827
0.100
0.040
0.680
0.840
0.160
0.077
0.700
0.852
0.200
0.100
0.720
0.866
0.220
0.112
0.740
0.877
0.250
0.138
0.760
0.888
0.330
0.224
0.780
0.900
0.340
0.264
0.800
0.908
0.360
0.354
0.820
0.918
0.380
0.440
0.840
0.928
0.400
0.520
0.860
0.936
0.420
0.608
0.880
0.945
0.440
0.632
0.900
0.952
0.460
0.660
0.920
0.964
0.480
0.680
0.940
0.972
0.500
0.704
0.960
0.982
0.520
0.720
0.980
0.992
0.540
0.739
1.000
1.000
ivanized
?to Bolts
;alvanized Steel Plote
(Dia. Varies, See Sheet C3)
Catch Bosin
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Catch Basin
OPL 7£
GREAT BASIN ENGINEERING -NORTH
CONSULTING ENGINEERS
AND LAND SURVEYORS P.O. Box 150048 - Ogden, Utah 84415
Ogden 801.394.4515 - Salt Lake City 801.521.0222 - Fax 801.392.7544
MADISON MEMORIAL HOSPITAL
450 EAST MAIN STREET
STORM WATER STUDY
Project No. 0514518
November 8, 2005
General Site Information•
The proposed construction is for an addition and remodel of the existing Madison Memorial Hospital with
associated parking lot and an additional out building. The hospital is located at 450 East Main Street in Rexburg,
Idaho. The existing and proposed site is shown on the attached figures. For this project, a portion of the residential
neighborhood to the north was purchased and will be used for the expansion and roads.
The pre -construction status of the site is a hospital building with a portion of a residential neighborhood. it
was found that a time of concentration for the pre -construction site was about 19 minutes. This results in a peak
flow from the site of 16.28 cubic feet per second. This fixes the limit for runoff from this site after construction.
A runoff coefficient of 0.15 was used for natural ground and landscaped areas for pre and post construction
areas. A runoff coefficient of 0.90 was used for asphalt, concrete, buildings, and other hard surfaced areas. The
runoff coefficient for the proposed site was calculated to be 0.70. This is anincrease of about seventeen percent in
hard surface from the existing conditions. Due to this increase, detention onsite will be required as part of this
project. The proposed site has about twenty-seven percent landscaping. The remainder of the site is considered
hard surface. The proposed site is divided into 4 areas. These areas are shown on the attached figure. Area 1 is the
undetained flow. Areas two through 4 are detained in a detention pond or in underground detention.
A time of concentration of 5 to 15 minutes was calculated for the proposed areas. The time of
concentration was calculated using the method outlined by Seelye in "Design" page 18-01. This time is based on
the longest path inside each detention area over grass, asphalt, concrete, or through a pipeline as applicable. Five
minutes is the shortest time using this method. Rainfall intensities were taken from information provided by Mr.
John Millar of Rexburg City. A copy of this data is attached.
year storm. Each detention area has capacity for more than the 25 -year storm.
The storm water detention ponds are sized based on a 25 -year storm. The discharge rate is based on the 10-
The pipes are sized for not less than the 10 -year storm. The minimum storm drain size of pipe is 8 -inches
and grows to 18 -inches prior to the detention pipes.
Data showing area information, runoff coefficient, time of concentration, peak flow, required detention,
and available detention for the site is provided in the attached calculations.
Pipe Sizes,
Storm water pipes in the project are proposed to be reinforced concrete pipe (RCP) and PVC pipe. All
pipes in the project will be sloped so that a minimum scour velocity of 2 feet per second is maintained when the
pipes are flowing full. The minimum pipe size is 8 -inches largest used for detention is 48 -inches. These pipes will
convey the ]0 -year design flow without problem.
Orifice Plates,
Orifice plates will be used to control the rate of storm water release from the site. The attached calculations
show that the diameters range from 1.74 inches to 7.21 inches. A 2 -inch orifice plate will be the minimum diameter
used to reduce the propensity of plugging. The release rates were set so that the total release from the site does not
exceed the allowable release based on the pre -construction conditions.
Detention Ponds:
As indicated above, the site is divided into 4 areas with 3 areas having detention. Most of the site has been
and remains undetained. The detention for Areas 2 and 4 is in underground pipes. The detention facilities have
capacity for the 25 -year storm with some extra available for larger storms.
Detention Pond Routing:
It was requested that routing calculations be provided showing that the detention facilities have sufficient
volume. A SCS Type B Storm Distribution was used to model the design time, 25 year storm for each basin. The
design storm was chosen as the peak detention calculated. This peak volume was then routed using this distribution
model. It was found that each area has sufficient volume for the 25 -year storm.
Release Rate:
The release rate from the site was based on pre -construction conditions. The storm water system is
designed to retain flows in excess of the historical runoff rate. This rate is about 16.28 cubic feet per second. The
maximum release rate from the site will not occur until the detention ponds reach full depth. The plates will allow
nuisance flows to pass through without detention. As flows increase, storm water will begin to back up into the
detention ponds.
100 -Year Storm Flow Routing:
As indicated above, the detention ponds are sized for at least the 25 -year storm with some excess capacity
for the 100 -year storm. Each detention area has a flow routing that will keep the storm water away from the hospital
during a large storm. The hospital is set so that the finish floor is several feet above the top of the nearest detention
area. Large storms will eventually fill all of the detention for this project. Once this happens, excess storm water
will flow over the lowest curb and gutter locations to the roadway to the west. This is the same pattern for all storms
that exceed the pipe capacity on site prior to construction. �%
Great Basin Engineering, Inc.
Prepared by David R. Waldron, P.E.
Project Manager
Existing Conditions
Total Area =647,813 sf
M996Y 01 Hard Surface Area (Hatching) 404,604 sf
/,
CLandscape Area =243,209 sf
=0.618 (C=0.15 landscaping, ago hard surfaces)
14 Tc=19 Minulas Intensity 10—year stormcl.77 /n/hr
O=CM =16..768 cubic f* I
e per second
HMPO iwvm
------ - ---------
------------
--------------- ---
---------- 7-
V
Proposed Overall Condiflons
Total Area =647,813 sf
\ `e;, Hard Surface Area (Alciching) = 475,324 sf
Landscape Area = 170,117 sf
C=0.700 (C=0.15 landscaping. 0.90 hard surfaces)
17
...........
. Sv
I
Madison Memorial Hospital
450 East Main Street
7 -Nov -O5
Storm Water Study
Prior to Construction
Runoff Coefficient
C=0.15 for natural ground and landscaping
C=0.90 for hard surfaces I.e. asphalt, concrete, etc.
Time of Concentration use "Design" by Seelye
Area 1
449' over landscaping @ S=6.46% 19 min
Rainfall Intensities
Use data from Zone G OF Curve (10 -year storm)
Area 1 @ tc=19 min., Intensity = 1.77 inches per hour
Peak Flow
1 Drainage Area
Method"
Total
Hard Surface
Landscaping Total
Hard Surface
Landscaping
Area
Area
Area Area
Area
Area
Area (sf)
(so
(so (acres)
(acres)
(acres)
Area 1 647,813
404,604
243,209 14.872
9.288
5.583
Runoff Coefficient
C=0.15 for natural ground and landscaping
C=0.90 for hard surfaces I.e. asphalt, concrete, etc.
Time of Concentration use "Design" by Seelye
Area 1
449' over landscaping @ S=6.46% 19 min
Rainfall Intensities
Use data from Zone G OF Curve (10 -year storm)
Area 1 @ tc=19 min., Intensity = 1.77 inches per hour
Runoff
Coefficient
0.618
Peak Flow
Use "Rational
Method"
I Area Q
Area C
(in/hr) (acres) (cfs)
Area 1 0.618
1.77 14.87 16.28
Allowable Flow Rate =
1.095 cfs/acre
Peak Allowable Flow =
16.279 cfs
Runoff
Coefficient
0.618
Hard Surface Landscaping Runoff
Area
Area
Post Construction
(acres)
(acres)
4 Drainage Areas 3 Detention Areas
2.826
Total
Hard Surface Landscaping
Total
0.785
Area
Area Area
Area
Area
(so
(so (sf)
(acres)
Area 1
347,865
224,772 123,093
7.986
Area 2
238,407
201,912 36,495
5.473
Area 3
51,161
39,795 11,366
1.174
Area 4
10,380
8,845 1,535
0.238
Totals
647,813
475,324 172,489
14.872
Hard Surface Landscaping Runoff
Area
Area
Coefficient
(acres)
(acres)
5.160
2.826
0.635
4.635
0.838
0.785
0.914
0.261
0.733
0.203
0.035
0.789
10.912
3.960
0.700
Runoff Coefficient
C=0.15 for natural ground and landscaping
C=0.90 for hard surfaces i.e. asphalt, concrete, etc.
Time of Concentration use "Design" by Seelye
Area 1
148' over landscaping @ S=16.4%
10 min
Area 2
39.6' over landscaping @ S=30.3%
5 min
82' over asphalt @ S=4.0%
5 min
687' through pipe @ 2fps
5 min
2.40 7.99
15 min
Area 2
2.40 5.47
87' over landscaping @ S=11.7%
8 min
78' over asphalt @ S=4.0%
5 min
176' through pipe @ 2fps
2 min
0.80
15 min
Area 4
88' over asphalt @ S=1.98% 5 min
Rainfall Intensities
Use data from Zone G OF Curve (25 -year storm)
Area 1 @ tc=10 min., Intensity = 2.40 inches per hour 10 -Year Storm
Area 2 @ tc=15 min., Intensity = 2.40 inches per hour
Area 3 @ tc=15 min., Intensity = 2.40 inches per hour
Area 4 @ tc=5 min., Intensity = 4.25 inches per hour
Peak Flow 25 Year Storm
Use "Rational
Method"
I Area
Q
Area C
(in/hr) (acres)
(cfs)
Area 1 0.635
2.40 7.99
12.16
Area 2 0.785
2.40 5.47
10.31
Area 3 0.733
2.40 1.17
2.07
Area 4 0.789
4.25 0.24
0.80
Allowable Flow =
16.279 cfs
Peak Undetained Flow =
12.163 cfs
Net Allowable Flow =
4.116 cfs
Net Allowable Flow Rate =
0.60 cfs/acre
Area 2 25 Year Storm
C =
0.785
Flow Rate Out =
0.598
Area =
5.473
Flow Out =
Flow Out =
3.271
Accumulated
Rainfall
Accumulated
Allowable
Needed
Time
Intensity
Volume
Release
Detention
(min.)
(in/hr)
(CF)
(CF)
(CF)
5
4.25
5479.194
981.411
4497.8
10
2.97
7657.979
1962.821
5695.2
15
2.40
9282.399
2944.232
6338.2 Peak Detention
20
1.97
10159.070
3925.643
6233.4
30
1.50
11602.999
5888.464
5714.5
40
1.25
12892.221
7851.285
5040.9
50
1.10
14181.443
9814.106
4367.3
60
0.93
14310.365
11776.928
2533.4
90
0.70
16244.199
17665.392
-1421.2
Area 3 25 Year Storm
C =
0.733
Flow Rate Out =
0.598
Area =
1.174
Flow Out =
Flow Out =
0.702
Accumulated
Rainfall
Accumulated
Allowable
Needed
Time
Intensity
Volume
Release
Detention
(min.)
(in/hr)
(CF)
(CF)
(CF)
5
4.25
1098.221
210.606
887.6
10
2.97
1534.925
421.212
1113.7
15
2.40
1860.516
631.818
1228.7 Peak Detention
20
1.97
2036.231
842.424
1193.8
30
1.50
2325.645
1263.636
1062.0
40
1.25
2584.050
1684.848
899.2
50
1.10
2842.455
2106.060
736.4
60
0.93
2868.295
2527.272
341.0
90
0.70
3255.902
3790.908
-535.0
Area 4 25 Year Storm
C =
0.789
Flow Rate Out =
Area =
0.238
Flow Out =
Rainfall
Accumulated
Allowable
Time
Intensity
Volume
Release
(min.)
(in/hr)
(CF)
(CF)
5
4.25
239.743
42.730
10
2.97
335.076
85.459
15
2.40
406.153
128.189
20
1.97
444.512
170.919
30
1.50
507.691
256.378
40
1.25
564.101
341.837
50
1.10
620.511
427.296
60
0.93
626.152
512.756
90
0.70
710.768
769.133
0.598
0.142
Needed
Detention
(CF)
197.0
249.6
278.0 Peak Detention
273.6
251.3
222.3
193.2
113.4
-58.4
Detention Volume Calculations
Available
Required
Area Detention
Detention
(if)
(if)
Area 2 8,311
6338.2
OK
Area 3 3,039
1228.7
OK
Area 4 314
278.0
OK
Orifice Plate
Calculations
Q=0.62*
Area*Sgrt(2*32.2*Head)
Area
Top
Flow Line Pipe
Orifice
Flow
Orifice
Orifice
Orifice
Water
Pipe Diameter
Head
Area
Diameter
Diameter
Area 2
(feet)
898.15
(feet) (inches)
892.28 12
(feet)
(cfs)
(feetA2)
(feet)
(inches)
Area 3
896.50
890.00 12
5.370
6.000
3.271
0.702
0.2837
0.0576
0.601
0.271
7.213
Area 4
898.15
894.67 12
2.980
0.142
0.0166
0.145
3.250
1.744
Use 2" for
orifice plate
to reduce plugging
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Area 2
Area 3
Time=
15
Minutes
Time=
15 Minutes
Time/Total Rain/Total
Tot. Precip
9282.399
Tot. Precip=
1860.52
Time
Rainfall
Time
Precip
Time
Precip
0.000
0.000
0.00
0.0
0.00
0.0
0.020
0.008
0.30
74.3
0.30
14.9
0.040
0.015
0.60
139.2
0.60
27.9
0.060
0.024
0.90
222.8
0.90
44.7
0.080
0.035
1.20
324.9
1.20
65.1
0.100
0.040
1.50
371.3
1.50
74.4
0.160
0.077
2.40
714.7
2.40
143.3
0.200
0.100
3.00
928.2
3.00
186.1
0.220
0.112
3.30
1039.6
3.30
208.4
0.250
0.139
3.75
1287.5
3.75
258.1
0.330
0.224
4.95
2079.3
4.95
416.8
0.340
0.264
5.10
2450.6
5.10
491.2
0.360
0.354
5.40
3286.0
5.40
658.6
0.380
0.440
5.70
4084.3
5.70
818.6
0.400
0.520
6.00
4826.8
6.00
967.5
0.420
0.608
6.30
5643.7
6.30
1131.2
0.440
0.632
6.60
5866.5
6.60
1175.8
0.460
0.660
6.90
6126.4
6.90
1227.9
0.480
0.680
7.20
6312.0
7.20
1265.2
0.500
0.704
7.50
6534.8
7.50
1309.8
0.520
0.720
7.80
6683.3
7.80
1339.6
0.540
0.739
8.10
6859.7
8.10
1374.9
0.580
0.772
8.70
7166.0
8.70
1436.3
0.600
0.788
9.00
7314.5
9.00
1466.1
0.620
0.800
9.30
7425.9
9.30
1488.4
0.640
0.817
9.60
7583.7
9.60
1520.0
0.660
0.827
9.90
7676.5
9.90
1538.6
0.680
0.840
10.20
7797.2
10.20
1562.8
0.700
0.852
10.50
7908.6
10.50
1585.2
0.720
0.866
10.80
8038.6
10.80
1611.2
0.740
0.877
11.10
8140.7
11.10
1631.7
0.760
0.888
11.40
8242.8
11.40
1652.1
0.780
0.900
11.70
8354.2
11.70
1674.5
0.800
0.908
12.00
8428.4
12.00
1689.3
0.820
0.918
12.30
8521.2
12.30
1708.0
0.840
0.928
12.60
8614.1
12.60
1726.6
0.860
0.936
12.90
8688.3
12.90
1741.4
0.880
0.945
13.20
8771.9
13.20
1758.2
0.900
0.952
13.50
8836.8
13.50
1771.2
0.920
0.964
13.80
8948.2
13.80
1793.5
0.940
0.972
14.10
9022.5
14.10
1808.4
0.960
0.982
.14.40
9115.3
14.40
1827.0
0.980
0.992
14.70
9208.1
14.70
1845.6
1.000
1.000
15.00
9282.4
15.00
1860.5
Area 2 Underground Detention Pipes Volume vs. Elevation Information
Pipe Size
4 feet
Pipe length
661.37 feet
Bottom Elevation =
892.28
Elevation
Depth
Beta
Area
Volume
(feet)
(feet)
(radians)
(ftA2)
(ft -3)
892.28
0.00
0.000
0.000
0.0
892.28
892.32
0.04
0.204
0.023
15.0
892.32
892.36
0.08
0.290
0.064
42.2
892.36
892.41
0.12
0.355
0.117
77.2
892.41
892.45
0.17
0.411
0.179
118.5
892.45
892.49
0.21
0.460
0.250
165.1
892.49
892.53
0.25
0.505
0.327
216.3
892.53
892.57
0.29
0.547
0.411
271.6
892.57
892.61
0.33
0.586
0.500
330.8
892.61
892.66
0.37
0.622
0.595
393.4
892.66
892.70
0.42
0.657
0.694
459.2
892.70
892.74
0.46
0.691
0.798
528.0
892.74
892.78
0.50
0.723
0.907
599.6
892.78
892.82
0.54
0.754
1.019
673.8
892.82
892.86
0.58
0.784
1.135
750.4
892.86
892.90
0.62
0.813
1.254
829.4
892.90
892.95
0.67
0.841
1.377
910.5
892.95
892.99
0.71
0.869
1.502
993.6
892.99
893.03
0.75
0.896
1.631
1078.8
893.03
893.07
0.79
0.922
1.763
1165.7
893.07
893.11
0.83
0.948
1.897
1254.4
893.11
893.15
0.87
0.973
2.033
1344.7
893.15
893.20
0.92
0.998
2.172
1436.6
893.20
893.24
0.96
1.023
2.313
1530.0
893.24
893.28
1.00
1.047
2.457
1624.8
893.28
893.32
1.04
1.071
2.602
1720.9
893.32
893.36
1.08
1.095
2.749
1818.3
893.36
893.40
1.12
1.118
2.898
1916.8
893.40
893.45
1.17
1.141
3.049
2016.5
893.45
893.49
1.21
1.164
3.201
2117.2
893.49
893.53
1.25
1.186
3.355
2218.9
893.53
893.57
1.29
1.209
3.510
2321.6
893.57
893.61
1.33
1.231
3.667
2425.1
893.61
893.65
1.37
1.253
3.824
2529.4
893.65
893.70
1.42
1.275
3.983
2634.5
893.70
893.74
1.46
1.297
4.143
2740.3
893.74
893.78
1.50
1.318
4.304
2846.7
893.78
893.82
1.54
1.340
4.466
2953.7
893.82
893.86
1.58
1.361
4.629
3061.3
893.86
893.90
1.62
1.382
4.792
3169.3
893.90
893.95
1.67
1.403
4.956
3277.8
893.95
893.99
1.71
1.424
5.121
3386.7
893.99
894.03
1.75
1.445
5.286
3495.9
894.03
894.07
1.79
1.466
5.451
3605.4
894.07
894.11
1.83
1.487
5.617
3715.1
894.11
894.15
1.87
1.508
5.784
3825.0
894.15
894.20
1.92
1.529
5.950
3935.1
894.20
894.24
1.96
1.550
6.117
4045.3
894.24
894.28
2.00
1.571
6.283
4155.5
894.28
894.32
2.04
1.592
6.450
4265.7
894.32
894.36
2.08
1.612
6.616
4375.9
894.36
894.40
2.12
1.633
6.783
4486.0
894.40
894.45
2.17
1.654
6.949
4595.9
894.45
894.49
2.21
1.675
7.115
4705.7
894.49
894.53
2.25
1.696
7.281
4815.2
894.53
894.57
2.29
1.717
7.446
4924.4
894.57
894.61
2.33
1.738
7.610
5033.2
894.61
894.65
2.37
1.759
7.774
5141.7
894.65
894.70
2.42
1.781
7.938
5249.8
894.70
894.74
2.46
1.802
8.100
5357.3
894.74
894.78
2.50
1.823
8.262
5464.3
894.78
894.82
2.54
1.845
8.423
5570.8
894.82
894.86
2.58
1.867
8.583
5676.5
894.86
894.90
2.62
1.889
8.742
5781.6
894.90
894.95
2.67
1.911
8.900
5885.9
894.95
894.99
2.71
1.933
9.056
5989.4
894.99
895.03
2.75
1.955
9.211
6092.1
895.03
895.07
2.79
1.978
9.365
6193.8
895.07
895.11
2.83
2.001
9.517
6294.5
895.11
895.15
2.87
2.024
9.668
6394.2
895.15
895.20
2.92
2.047
9.817
6492.7
895.20
895.24
2.96
2.071
9.964
6590.1
895.24
895.28
3.00
2.094
10.110
6686.2
895.28
895.32
3.04
2.119
10.253
6781.0
895.32
895.36
3.08
2.143
10.394
6874.4
895.36
895.40
3.12
2.168
10.533
6966.3
895.40
895.45
3.17
2.194
10.670
7056.6
895.45
895.49
3.21
2.220
10.804
7145.3
895.49
895.53
3.25
2.246
10.935
7232.3
895.53
895.57
3.29
2.273
11.064
7317.4
895.57
895.61
3.33
2.301
11.190
7400.5
895.61
895.65
3.37
2.329
11.312
7481.7
895.65
895.70
3.42
2.358
11.432
7560.6
895.70
895.74
3.46
2.388
11.548
7637.2
895.74
895.78
3.50
2.419
11.660
7711.4
895.78
895.82
3.54
2.45.1
11.768
7783.0
895.82
895.86
3.58
2.484
11.872
7851.8
895.86
895.90
3.62
2.519
11.972
7917.6
895.90
895.95
3.67
2.556
12.066
7980.2
895.95
895.99
3.71
2.595
12.156
8039.4
895.99
896.03
3.75
2.636
12.239
8094.7
896.03
896.07
3.79
2.681
12.317
8146.0
896.07
896.11
3.83
2.730
12.387
8192.5
896.11
896.15
3.87
2.786
12.450
8233.8
896.15
896.20
3.92
2.852
12.503
8268.9
896.20
896.24
3.96
2.937
12.544
8296.1
896.24
896.28
4.00
3.142
12.566
8311.0
896.28
Area 3 Detention Pond
Variable
0.002903
Bottom Elevation =
893.00
0.018519964
X
Elevation Depth
Volume
VolA2
VolA3
893 0.00
0.0
0
0
894 1.00
324.5
105300.25
34169931
895 2.00
1133.8
1285593.15
1457656932
896 3.00
2291.6
5251338.9
12033863188
896.5 3.50
3039.0
9235521
28066748319
SUMMARY OUTPUT
0.000
0.0
894.67
Regression Statistics
Multiple R 0.999112
R Square 0.998225
Adjusted R 0.49645
Standard E 0.152638
Observatio 5
ANOVA
nuyressior 3 26.2034 8.73446781 374.897557
Residual 2 0.046597 0.02329828
Total 5 26.25
X
Variable
0.002903
0.000401
7.24571994
0.018519964
X
Variable
-1.11E-06
3.82E-07
-2.9187273
0.100073726
X
Variable
1.78E-10
8.66E-11
2.05384867
0.176368775
Area 4 Underground Detention Pipes Volume vs. Elevation Information
Pipe Size
2 feet
Pipe length
100 feet
Bottom Elevation =
894.67
Elevation
Depth
Beta
Area
Volume
(feet)
(feet)
(radians)
(ftA2)
(ft -3)
894.67
0.00
0.000
0.000
0.0
894.67
894.71
0.04
0.290
0.016
1.6
894.71
894.75
0.08
0.411
0.045
4.5
894.75
894.80
0.12
0.505
0.082
8.2
894.80
894.84
0.17
0.586
0.125
12.5
894.84
894.88
0.21
0.657
0.174
17.4
894.88
894.92
0.25
0.723
0.227
22.7
894.92
894.96
0.29
0.784
0.284
28.4
894.96
895.00
0.33
0.841
0.344
34.4
895.00
895.05
0.37
0.896
0.408
40.8
895.05
895.09
0.42
0.948
0.474
47.4
895.09
895.13
0.46
0.998
0.543
54.3
895.13
895.17
0.50
1.047
0.614
61.4
895.17
895.21
0.54
1.095
0.687
68.7
895.21
895.25
0.58
1.141
0.762
76.2
895.25
895.29
0.62
1.186
0.839
83.9
895.29
895.34
0.67
1.231
0.917
91.7
895.34
895.38
0.71
1.275
0.996
99.6
895.38
895.42
0.75
1.318
1.076
107.6
895.42
895.46
0.79
1.361
1.157
115.7
895.46
895.50
0.83
1.403
1.239
123.9
895.50
895.54
0.87
1.445
1.321
132.1
895.54
895.59
0.92
1.487
1.404
140.4
895.59
895.63
0.96
1.529
1.487
148.7
895.63
895.67
1.00
1.571
1.571
157.1
895.67
895.71
1.04
1.612
1.654
165.4
895.71
895.75
1.08
1.654
1.737
173.7
895.75
895.79
1.12
1.696
1.820
182.0
895.79
895.84
1.17
1.738
1.903
190.3
895.84
895.88
1.21
1.781
1.984
198.4
895.88
895.92
1.25
1.823
2.066
206.6
895.92
895.96
1.29
1.867
2.146
214.6
895.96
896.00
1.33
1.911
2.225
222.5
896.00
896.04
1.37
1.955
2.303
230.3
896.04
896.09
1.42
2.001
2.379
237.9
896.09
896.13
1.46
2.047
2.454
245.4
896.13
896.17
1.50
2.094
2.527
252.7
896.17
896.21
1.54
2.143
2.599
259.9
896.21
896.25
1.58
2.194
2.667
266.7
896.25
896.29
1.62
2.246
2.734
273.4
896.29
896.34
1.67
2.301
2.797
279.7
896.34
896.38
1.71
2.358
2.858
285.8
896.38
896.42
1.75
2.419
2.915
291.5
896.42
896.46
1.79
2.484
2.968
296.8
896.46
896.50
1.83
2.556
3.017
301.7
896.50
896.54
1.87
2.636
3.060
306.0
896.54
896.59
1.92
2.730
3.097
309.7
896.59
896.63
1.96
2.852
3.126
312.6
896.63
896.67
2.00
3.142
3.142
314.2
896.67
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Soil Conservation Service Type B Storm Distribution
Time/Total Time
Rainfalllrotal Rainfall
Time/Total Time
Rainfall/Total Rainfall
0.000
0.000
0.580
0.772
0.020
0.008
0.600
0.788
0.040
0.015
0.620
0.800
0.060
0.024
0.640
0.817
0.080
0.035
0.660
0.827
0.100
0.040
0.680
0.840
0.160
0.077
0.700
0.852
0.200
0.100
0.720
0.866
0.220
0.112
0.740
0.877
0.250
0.138
0.760
0.888
0.330
0.224
0.780
0.900
0.340
0.264
0.800
0.908
0.360
0.354
0.820
0.918
0.380
0.440
0.840
0.928
0.400
0.520
0.860
0.936
0.420
0.608
0.880
0.945
0.440
0.632
0.900
0.952
0.460
0.660
0.920
0.964
0.480
0.680
0.940
0.972
0.500
0.704
0.960
0.982
0.520
0.720
0.980
0.992
0.540
0.739
1.000
1.000
7/vanized
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,o/van/zed Slee/ P/c/,q
(Dia. 1117Nes> See Sheel C3)
Catch Bos/n
as r motion Rate ®snail
Catch Basin
OPIATE
GREAT BASIN ENGINEERING - NORTH
CONSULTING ENGINEERS P.O. Box 150048 • Ogden, Utah 84415
AND LAND SURVEYORS Ogden 801.394.4515 • Salt Lake City 801.521.0222 • Fax 801.392.7544
MADISON MEMORIAL HOSPITAL
450 EAST MAIN STREET
STORM WATER STUDY
Project No. 05N518
November 8, 2005
General Site Information:
The proposed construction is for an addition and remodel of the existing Madison Memorial Hospital with
associated parking lot and an additional out building. The hospital is located at 450 East Main Street in Rexburg,
Idaho. The existing and proposed site is shown on the attached figures. For this project, a portion of the residential
neighborhood to the north was purchased and will be used for the expansion and roads.
The pre -construction status of the site is a hospital building with a portion of a residential neighborhood. It
was found that a time of concentration for the pre -construction site was about 19 minutes. This results in a peak
flow from the site of 16.28 cubic feet per second. This fixes the limit for runoff from this site after construction.
A runoff coefficient of 0.15 was used for natural ground and landscaped areas for pre and post construction
areas. A runoff coefficient of 0.90 was used for asphalt, concrete, buildings, and other hard surfaced areas. The
runoff coefficient for the proposed site was calculated to be 0.70. This is an increase of about seventeen percent in
hard surface from the existing conditions. Due to this increase, detention onsite will be required as part of this
project. The proposed site has about twenty-seven percent landscaping. The remainder of the site is considered
hard surface. The proposed site is divided into 4 areas. These areas are shown on the attached figure. Area I is the
undetained flow. Areas two through 4 are detained in a detention pond or in underground detention.
A time of concentration of 5 to 15 minutes was calculated for the proposed areas. The time of
concentration was calculated using the method outlined by Seelye in "Design" page 18-01. This time is based on
the longest path inside each detention area over grass, asphalt, concrete, or through a pipeline as applicable. Five
minutes is the shortest time using this method. Rainfall intensities were taken from information provided by Mr.
John Millar of Rexburg City. A copy of this data is attached.
The storm water detention ponds are sized based on a 25 -year storm. The discharge rate is based on the 10 -
year storm. Each detention area has capacity for more than the 25 -year storm.
The pipes are sized for not less than the 10 -year storm. The minimum storm drain size of pipe is 8 -inches
and grows to 18 -inches prior to the detention pipes.
Data showing area information, runoff coefficient, time of concentration, peak flow, required detention,
and available detention for the site is provided in the attached calculations.
Pine Sizes:
Storm water pipes in the project are proposed to be reinforced concrete pipe (RCP) and PVC pipe. All
pipes in the project will be sloped so that a minimum scour velocity of 2 feet per second is maintained when the
pipes are flowing full. The minimum pipe size is 8 -inches largest used for detention is 48 -inches. These pipes will
convey the 10 -year design flow without problem.
Orifice Plates:
Orifice plates will be used to control the rate of storm water release from the site. The attached calculations
show that the diameters range from 1.74 inches to 7.21 inches. A 2 -inch orifice plate will be the minimum diameter
used to reduce the propensity of plugging. The release rates were set so that the total release from the site does not
exceed the allowable release based on the pre -construction conditions.
Detention Ponds:
As indicated above, the site is divided into 4 areas with 3 areas having detention. Most of the site has been
and remains undetained. The detention for Areas 2 and 4 is in underground pipes. The detention facilities have
capacity for the 25 -year storm with some extra available for larger storms.
Detention Pond Routine:
It was requested that routing calculations be provided showing that the detention facilities have sufficient
volume. A SCS Type B Storm Distribution was used to model the design time, 25 year stone for each basin. The
design storm was chosen as the peak detention calculated. This peak volume was then routed using this distribution
model. It was found that each area has sufficient volume for the 25 -year storm.
Release Rate:
The release rate from the site was based on pre -construction conditions. The storm water system is
designed to retain flows in excess of the historical runoff rate. This rate is about 16.28 cubic feet per second. The
maximum release rate from the site will not occur until the detention ponds reach full depth. The plates will allow
nuisance flows to pass through without detention. As flows increase, storm water will begin to back up into the
detention ponds.
100 -Year Storm Flow Routine:
As indicated above, the detention ponds are sized for at least the 25 -year storm with some excess capacity
for the 100 -year storm. Each detention area has a flow routing that will keep the storm water away from the hospital
during a large storm. The hospital is set so that the finish floor is several feet above the top of the nearest detention
area. Large storms will eventually fill all of the detention for this project. Once this happens, excess storm water
will flow over the lowest curb and gutter locations to the roadway to the west. This is the same pattern for all storms
that exceed the pipe capacity on site prior to construction.
Great Basin Engineering, Inc.
Prepared by David R. Waldron, P.E.
Project Manager
Existing Conditions
Total Area =647,813 sf
f7dlu Surface Area (Hatching) = 404,604 s,
Landscape Area =243,209 sf
-----------
0.90 hard surfaces)
C=O. 6 18 (c=o. 15 landscaping,
)lc=lg Minutes Intensity 10 -year slorw=1.77 in/hr
O=CM =16.168 cubic foot per second
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Proposed OveroH Conditions
rolol Area =647,813 sf
Hard Surface Area (Hatching) = 475,324 sf
Landscape Area = 170,117 sf
C=O. 700 (cso. 15 landscaping, a-qo hard surfaces)
roY
X,
A(
21, X
V
10
X
MADISON A7iMFRIAZ '• V
'HOSPIrAL
X/ X
A
A
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II.L A
- - -------- - - --- ------
A
Madison Memorial Hospital
450 East Main Street
7 -Nov -05
Storm Water Study
Prior to Construction
Runoff Coefficient
C=0.15 for natural ground and landscaping
C=0.90 for hard surfaces Le. asphalt, concrete, etc.
Time of Concentration use "Design" by Seelye
Area 1
449' over landscaping @ S=6.46% 19 min
Rainfall Intensities
Use data from Zone G IDF Curve (10 -year storm)
Area 1 @ tc=19 min., Intensity = 1.77 inches per hour
Peak Flow
Use "Rational Method"
I Area Q
Area C (in/hr) (acres) (cfs)
Area 1 0.618 1.77 14.87 16.28
Allowable Flow Rate = 1.095 cfs/acre
Peak Allowable Flow = 16.279 cfs
1 Drainage Area
Total
Hard Surface
Landscaping Total
Hard Surface
Landscaping Runoff
Area
Area
Area Area
Area
Area Coefficient
Area A
(so
(so (acres)
(acres)
(acres)
Area 1 647,813
404,604
243,209 14.872
9.288
5.583 0.618
Runoff Coefficient
C=0.15 for natural ground and landscaping
C=0.90 for hard surfaces Le. asphalt, concrete, etc.
Time of Concentration use "Design" by Seelye
Area 1
449' over landscaping @ S=6.46% 19 min
Rainfall Intensities
Use data from Zone G IDF Curve (10 -year storm)
Area 1 @ tc=19 min., Intensity = 1.77 inches per hour
Peak Flow
Use "Rational Method"
I Area Q
Area C (in/hr) (acres) (cfs)
Area 1 0.618 1.77 14.87 16.28
Allowable Flow Rate = 1.095 cfs/acre
Peak Allowable Flow = 16.279 cfs
Hard Surface Landscaping Runoff
Area
Area
Post Construction
(acres)
(acres)
5 min
4 Drainage Areas 3 Detention
Areas
0.635
Total
Hard Surface Landscaping
Total
0.914
Area
Area Area
Area
Area
(so
(sf) (sf)
(acres)
Area 1
347,865
224,772 123,093
7.986
Area 2
238,407
201,912 36,495
5.473
Area 3
51,161
39,795 11,366
1.174
Area 4
10,380
8,845 1,535
0.238
Totals
647,813
475,324 172,489
14.872
Hard Surface Landscaping Runoff
Area
Area
Coefficient
(acres)
(acres)
5 min
5.160
2.826
0.635
4.635
0.838
0.785
0.914
0.261
0.733
0.203
0.035
0.789
10.912
3.960
0.700
Runoff Coefficient
C=0.15 for natural ground and landscaping
C=0.90 for hard surfaces Le. asphalt, concrete, etc.
Time of Concentration use "Design" by Seelye
Area 1
148' aver landscaping @ S=16.4% 10 min
Area 2
39.6' over landscaping @ S=30.3%
5 min
82' over asphalt @ S=4.0%
5 min
687' through pipe @ 2fps
5 min
Area C
15 min
Area 2
87' over landscaping @ S=11.7%
8 min
78' over asphalt @ S=4.0%
5 min
176' through pipe @ 2fps
2 min
Area C
15 min
Area 4
88' over asphalt @ S=1.98% 5 min
Rainfall Intensities
Use data from Zone G OF Curve (25 -year storm)
Area 1 @ tc=10 min., Intensity = 2.40 inches per hour 10 -Year Storm
Area 2 @ tc=15 min., Intensity= 2.40 inches per hour
Area 3 @ tc=15 min., Intensity= 2.40 inches per hour
Area 4 @ tc=5 min., Intensity = 4.25 inches per hour
Peak Flow 25 Year Storm
Use "Rational
Method"
I Area
Q
Area C
(in/hr) (acres)
(cfs)
Area 1 0.635
2.40 7.99
12.16
Area 2 0.785
2.40 5.47
10.31
Area 3 0.733 '
2.40 1.17
2.07
Area 4 0.789
4.25 0.24
0.80
Allowable Flow =
16.279 cfs
Peak Undetained Flow =
12.163 cfs
Net Allowable Flow =
4.116 cfs
Net Allowable Flow Rate =
0.60 cfs/acre
Area 2 25 Year Storm
C =
0.785
Flow Rate Out =
0.598
Area =
5.473
Flow Out =
3.271
Rainfall
Accumulated
Allowable
Needed
Time
Intensity
Volume
Release
Detention
(min.)
(in/hr)
(CF)
(CF)
(CF)
5
4.25
5479.194
981.411
4497.8
10
2.97
7657.979
1962.821
5695.2
15
2.40
9282.399
2944.232
6338.2 Peak Detention
20
1.97
10159.070
3925.643
6233.4
30
1.50
11602.999
5888.464
5714.5
40
1.25
12892.221
7851.285
5040.9
50
1.10
14181.443
9814.106
4367.3
60
0.93
14310.365
11776.928
2533.4
90
0.70
16244.199
17665.392
-1421.2
Area 3 25 Year Storm
C =
0.733
Flow Rate Out =
0.598
Area =
1.174
Flow Out =
0.702
Rainfall
Accumulated
Allowable
Needed
Time
Intensity
Volume
Release
Detention
(min.)
(in/hr)
(CF)
(CF)
(CF)
5
4.25
1098.221
210.606
887.6
10
2.97
1534.925
421.212
1113.7
15
2.40
1860.516
631.818
1228.7 Peak Detention
20
1.97
2036.231
842.424
1193.8
30
1.50
2325.645
1263.636
1062.0
40
1.25
2584.050
1684.848
899.2
50
1.10
2842.455
2106.060
736.4
60
0.93
2868.295
2527.272
341.0
90
0.70
3255.902
3790.908
-535.0
Area 4 25 Year Storm
C =
0.789
Flow Rate Out =
0.598
Area =
0.238
Flow Out =
0.142
Rainfall
Accumulated
Allowable
Needed
Time
Intensity
Volume
Release
Detention
(min.)
(in/hr)
(CF)
(CF)
(CF)
5
4.25
239.743
42.730
197.0
10
2.97
335.076
85.459
249.6
15
2.40
406.153
128.189
278.0 Peak Detention
20
1.97
444.512
170.919
273.6
30
1.50
507.691
256.378
251.3
40
1.25
564.101
341.837
222.3
50
1.10
620.511
427.296
193.2
60
0.93
626.152
512.756
113.4
90
0.70
710.768
769.133
-58.4
Detention Volume Calculations
Orifice Plate Calculations
Q=0.62* Area*Sgrt(2*32.2*Head)
Area
Available
Required
Area
Detention
Detention
Orifice
(cf)
(cf)
Area 2
8,311
6338.2 OK
Area 3
3,039
1228.7 OK
Area 4
314
278.0 OK
Orifice Plate Calculations
Q=0.62* Area*Sgrt(2*32.2*Head)
Area
Top
Flow Line
Pipe
Orifice
Flow
Orifice
Orifice
Orifice
Water
Pipe
Diameter
Head
Area
Diameter
Diameter
(feet)
(feet)
(inches)
(feet)
(cfs)
(feetA2)
(feet)
(inches)
Area 2
898.15
892.28
12
5.370
3.271
0.2837
0.601
7.213
Area 3
896.50
890.00
12
6.000
0.702
0.0576
0.271
3.250
Area 4
898.15
894.67
12
2.980
0.142
0.0166
0.145
1.744
Use 2" for orifice plate
to reduce plugging
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Area 2
Area 3
Time=
15
Minutes
Time=
15 Minutes
Time/Total Rain/Total
Tot. Precip=
9282.399
Tot. Precip=
1860.52
Time
Rainfall
Time
Precip
Time
Precip
0.000
0.000
0.00
0.0
0.00
0.0
0.020
0.008
0.30
74.3
0.30
14.9
0.040
0.015
0.60
139.2
0.60
27.9
0.060
0.024
0.90
222.8
0.90
44.7
0.080
0.035
1.20
324.9
1.20
65.1
0.100
0.040
1.50
371.3
1.50
74.4
0.160
0.077
2.40
714.7
2.40
143.3
0.200
0.100
3.00
928.2
3.00
186.1
0.220
0.112
3.30
1039.6
3.30
208.4
0.250
0.139
3.75
1287.5
3.75
258.1
0.330
0.224
4.95
2079.3
4.95
416.8
0.340
0.264
5.10
2450.6
5.10
491.2
0.360
0.354
5.40
3286.0
5.40
658.6
0.380
0.440
5.70
4084.3
5.70
818.6
0.400
0.520
6.00
4826.8
6.00
967.5
0.420
0.608
6.30
5643.7
6.30
1131.2
0.440
0.632
6.60
5866.5
6.60
1175.8
0.460
0.660
6.90
6126.4
6.90
1227.9
0.480
0.680
7.20
6312.0
7.20
1265.2
0.500
0.704
7.50
6534.8
7.50
1309.8
0.520
0.720
7.80
6683.3
7.80
1339.6
0.540
0.739
8.10
6859.7
8.10
1374.9
0.580
0.772
8.70
7166.0
8.70
1436.3
0.600
0.788
9.00
7314.5
9.00
1466.1
0.620
0.800
9.30
7425.9
9.30
1488.4
0.640
0.817
9.60
7583.7
9.60
1520.0
0.660
0.827
9.90
7676.5
9.90
1538.6
0.680
0.840
10.20
7797.2
10.20
1562.8
0.700
0.852
10.50
7908.6
10.50
1585.2
0.720
0.866
10.80
8038.6
10.80
1611.2
0.740
0.877
11.10
8140.7
11.10
1631.7
0.760
0.888
11.40
8242.8
11.40
1652.1
0.780
0.900
11.70
8354.2
11.70
1674.5
0.800
0.908
12.00
8428.4
12.00
1689.3
0.820
0.918
12.30
8521.2
12.30
1708.0
0.840
0.928
12.60
8614.1
12.60
1726.6
0.860
0.936
12.90
8688.3
12.90
1741.4
0.880
0.945
13.20
8771.9
13.20
1758.2
0.900
0.952
13.50
8836.8
13.50
1771.2
0.920
0.964
13.60
8948.2
13.80
1793.5
0.940
0.972
14.10
9022.5
14.10
1808.4
0.960
0.982
.14.40
911.5.3
14.40
1827.0
0.980
0.992
14.70
9208.1
14.70
1845.6
1.000
1.000
15.00
9282.4
15.00
1860.5
Area 2 Underground Detention Pipes Volume vs.
Elevation Information
Pipe Size
4 feet
Pipe length
661.37
feet
Bottom Elevation =
892.28
Elevation
Depth
Beta
Area
Volume
(feet)
(feet)
(radians)
(ft^2)
(ft -3)
892.28
0.00
0.000
0.000
0.0
892.28
892.32
0.04
0.204
0.023
15.0
892.32
892.36
0.08
0.290
0.064
42.2
892.36
892.41
0.12
0.355
0.117
77.2
892.41
892.45
0.17
0.411
0.179
118.5
892.45
892.49
0.21
0.460
0.250
165.1
892.49
892.53
0.25
0.505
0.327
216.3
892.53
892.57
0.29
0.547
0.411
271.6
892.57
892.61
0.33
0.586
0.500
330.8
892.61
892.66
0.37
0.622
0.595
393.4
892.66
892.70
0.42
0.657
0.694
459.2
892.70
892.74
0.46
0.691
0.798
528.0
892.74
892.78
0.50
0.723
0.907
599.6
892.78
892.82
0.54
0.754
1.019
673.8
892.82
892.86
0.58
0.784
1.135
750.4
892.86
892.90
0.62
0.813
1.254
829.4
892.90
892.95
0.67
0.841
1.377
910.5
892.95
892.99
0.71
0.869
1.502
993.6
892.99
893.03
0.75
0.896
1.631
1078.8
893.03
893.07
0.79
0.922
1.763
1165.7
893.07
893.11
0.83
0.948
1.897
1254.4
893.11
893.15
0.87
0.973
2.033
1344.7
893.15
893.20
0.92
0.998
2.172
1436.6
893.20
893.24
0.96
1.023
2.313
1530.0
893.24
893.28
1.00
1.047
2.457
1624.8
893.28
893.32
1.04
1.071
2.602
1720.9
893.32
893.36
1.08
1.095
2.749
1818.3
893.36
893.40
1.12
1.118
2.898
1916.8
893.40
893.45
1.17
1.141
3.049
2016.5
893.45
893.49
1.21
1.164
3.201
2117.2
893.49
893.53
1.25
1.186
3.355
2218.9
893.53
893.57
1.29
1.209
3.510
2321.6
893.57
893.61
1.33
1.231
3.667
2425.1
893.61
893.65
1.37
1.253
3.824
2529.4
893.65
893.70
1.42
1.275
3.983
2634.5
893.70
893.74
1.46
1.297
4.143
2740.3
893.74
893.78
1.50
1.318
4.304
2846.7
893.78
893.82
1.54
1.340
4.466
2953.7
893.82
893.86
1.58
1.361
4.629
3061.3
893.86
893.90
1.62
1.382
4.792
3169.3
893.90
893.95
1.67
1.403
4.956
3277.8
893.95
893.99
1.71
1.424
5.121
3386.7
893.99
894.03
1.75
1.445
5.286
3495.9
894.03
894.07
1.79
1.466
5.451
3605.4
894.07
894.11
1.83
1.487
5.617
3715.1
894.11
894.15
1.87
1.508
5.784
3825.0
894.15
894.20
1.92
1.529
5.950
3935.1
894.20
894.24
1.96
1.550
6.117
4045.3
894.24
894.28
2.00
1.571
6.283
4155.5
894.28
894.32
2.04
1.592
6.450
4265.7
894.32
894.36
2.08
1.612
6.616
4375.9
894.36
894.40
2.12
1.633
6.783
4486.0
894.40
894.45
2.17
1.654
6.949
4595.9
894.45
894.49
2.21
1.675
7.115
4705.7
894.49
894.53
2.25
1.696
7.281
4815.2
894.53
894.57
2.29
1.717
7.446
4924.4
894.57
894.61
2.33
1.738
7.610
5033.2
894.61
894.65
2.37
1.759
7.774
5141.7
894.65
894.70
2.42
1.781
7.938
5249.8
894.70
894.74
2.46
1.802
8.100
5357.3
894.74
894.78
2.50
1.823
8.262
5464.3
894.78
894.82
2.54
1.845
8.423
5570.8
894.82
894.86
2.58
1.867
8.583
5676.5
894.86
894.90
2.62
1.889
8.742
5781.6
894.90
894.95
2.67
1.911
8.900
5885.9
894.95
894.99
2.71
1.933
9.056
5989.4
894.99
895.03
2.75
1.955
9.211
6092.1
895.03
895.07
2.79
1.978
9.365
6193.8
895.07
895.11
2.83
2.001
9.517
6294.5
895.11
895.15
2.87
2.024
9.668
6394.2
895.15
895.20
2.92
2.047
9.817
6492.7
895.20
895.24
2.96
2.071
9.964
6590.1
895.24
895.28
3.00
2.094
10.110
6686.2
895.28
895.32
3.04
2.119
10.253
6781.0
895.32
895.36
3.08
2.143
10.394
6874.4
895.36
895.40
3.12
2.168
10.533
6966.3
895.40
895.45
3.17
2.194
10.670
7056.6
895.45
895.49
3.21
2.220
10.804
7145.3
895.49
895.53
3.25
2.246
10.935
7232.3
895.53
895.57
3.29
2.273
11.064
7317.4
895.57
895.61
3.33
2.301
11.190
7400.5
895.61
895.65
3.37
2.329
11.312
7481.7
895.65
895.70
3.42
2.358
11.432
7560.6
895.70
895.74
3.46
2.388
11.548
7637.2
895.74
895.78
3.50
2.419
11.660
7711.4
895.78
895.82
3.54
2.451
11.768
7783.0
895.82
895.86
3.58
2.484
11.872
7851.8
895.86
895.90
3.62
2.519
11.972
7917.6
895.90
895.95
3.67
2.556
12.066
7980.2
895.95
895.99
3.71
2.595
12.156
8039.4
895.99
896.03
3.75
2.636
12.239
8094.7
896.03
896.07
3.79
2.681
12.317
8146.0
896.07
896.11
3.83
2.730
12.387
8192.5
896.11
896.15
3.87
2.786
12.450
8233.8
896.15
896.20
3.92
2.852
12.503
8268.9
896.20
896.24
3.96
2.937
12.544
8296.1
896.24
896.28
4.00
3.142
12.566
8311.0
896.28
Area 3
Detention Pond
2 feet
0.000401
Bottom
Elevation =
893.00
-1.11E-06
Elevation
Depth
Volume
VolA2
VolA3
893
0.00
0.0
0
0
894
1.00
324.5
105300.25
34169931
895
2.00
1133.8
1285593.15
1457656932
896
3.00
2291.6
5251338.9
12033863188
896.5
3.50
3039.0
9235521
28066748319
SUMMARY OUTPUT
Regression Statistics
Multiple R 0.999112
R Square 0.998225
Adjusted R 0.49645
Standard E 0.152638
Observatio 5
ANOVA
Residual 2 0.046597 0.02329828
Total 5 26.25
X Variable
0.002903
2 feet
0.000401
7.24571994
0.018519964
X Variable
-1.11E-06
3.82E-07
-2.9187273
0.100073726
X Variable
1.78E-10
8.66E-11
2.05384867
0.176368775
Area 4 Underground Detention Pipes Volume vs. Elevation Information
Pipe Size
2 feet
Pipe length
100 feet
Bottom Elevation =
894.67
Elevation
Depth
Beta
Area
Volume
(feet)
(feet)
(radians)
(ft -2)
(ft -3)
894.67
0.00
0.000
0.000
0.0
894.67
894.71
0.04
0.290
0.016
1.6
894.71
894.75
0.08
0.411
0.045
4.5
894.75
894.80
0.12
0.505
0.082
8.2
894.80
894.84
0.17
0.586
0.125
12.5
894.84
894.88
0.21
0.657
0.174
17.4
894.88
894.92
0.25
0.723
0.227
22.7
894.92
894.96
0.29
0.784
0.284
28.4
894.96
895.00
0.33
0.841
0.344
34.4
895.00
895.05
0.37
0.896
0.408
40.8
895.05
895.09
0.42
0.948
0.474
47.4
895.09
895.13
0.46
0.998
0.543
54.3
895.13
895.17
0.50
1.047
0.614
61.4
895.17
895.21
0.54
1.095
0.687
68.7
895.21
895.25
0.58
1.141
0.762
76.2
895.25
895.29
0.62
1.186
0.839
83.9
895.29
895.34
0.67
1.231
0.917
91.7
895.34
895.38
0.71
1.275
0.996
99.6
895.38
895.42
0.75
1.318
1.076
107.6
895.42
895.46
0.79
1.361
1.157
115.7
895.46
895.50
0.83
1.403
1.239
123.9
895.50
895.54
0.87
1.445
1.321
132.1
895.54
895.59
0.92
1.487
1.404
140.4
895.59
895.63
0.96
1.529
1.487
148.7
895.63
895.67
1.00
1.571
1.571
157.1
895.67
895.71
1.04
1.612
1.654
165.4
895.71
895.75
1.08
1.654
1.737
173.7
895.75
895.79
1.12
1.696
1.820
182.0
895.79
895.84
1.17
1.738
1.903
190.3
895.84
895.88
1.21
1.781
1.984
198.4
895.88
895.92
1.25
1.823
2.066
206.6
895.92
895.96
1.29
1.867
2.146
214.6
895.96
896.00
1.33
1.911
2.225
222.5
896.00
896.04
1.37
1.955
2.303
230.3
896.04
896.09
1.42
2.001
2.379
237.9
896.09
896.13
1.46
2.047
2.454
245.4
896.13
896.17
1.50
2.094
2.527
252.7
896.17
896.21
1.54
2.143
2.599
259.9
896.21
896.25
1.58
2.194
2.667
266.7
896.25
896.29
1.62
2.246
2.734
273.4
896.29
896.34
1.67
2.301
2.797
279.7
896.34
896.38
1.71
2.358
2.858
285.8
896.38
896.42
1.75
2.419
2.915
291.5
896.42
896.46
1.79
2.484
2.968
296.8
896.46
896.50
1.83
2.556
3.017
301.7
896.50
896.54
1.87
2.636
3.060
306.0
896.54
896.59
1.92
2.730
3.097
309.7
896.59
896.63
1.96
2.852
3.126
312.6
896.63
896.67
2.00
3.142
3.142
314.2
896.67
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M I N U T E S -- Y :)b 8 10 12 18 2y
H O U R S
0 U R A T t 0 N
,it
Soil Conservation Service Type B Storm Distribution
1.000
0.800
A
0.600
2
O
0.400
`c
A
K
0.200
0.000
0.000 0.200 0.400 0.600
TimeRotal Time
0.800 1.000
Time/Total Time
Rainfall/Total Rainfall
Time/Total Time
Rainfall/Total Rainfall
0.000
0.000
0.580
0.772
0.020
0.008
0.600
0.788
0.040
0.015
0.620
0.800
0.060
0.024
0.640
0.817
0.080
0.035
0.660
0.827
0.100
0.040
0.680
0.840
0.160
0.077
0.700
0.852
0.200
0.100
0.720
0.866
0.220
0.112
0.740
0.877
0.250
0.138
0.760
0.888
0.330
0.224
0.780
0.900
0.340
0.264
0.800
0.908
0.360
0.354
0.820
0.918
0.380
0.440
0.840
0.928
0.400
0.520
0.860
0.936
0.420
0.608
0.880
0.945
0.440
0.632
0.900
0.952
0.460
0.660
0.920
0.964
0.480
0.680
0.940
0.972
0.500
0.704
0.960
0.982
0.520
0.720
0.980
0.992
0.540
0.739
1.000
1.000
/vonized
'te dolts
;a/von/zed Stea/ P/ate
(O%O. Vories, See Sheet C3)
,atch Basin
Catch Basin
OPLA7E