HomeMy WebLinkAboutDrainage Reports - 06/10/2014S6 L
NORTHERN
ENGINEERING
May 21, 2014
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, Colorado 80521
ADDRESS: PHONE:970.221.4158 WEBSITE;.
200 S. College Ave. Suite 10 www,northernengineering:com
Fort Collins, CO 80524 FAX: 970:221.4159
RE: Drainage Addendum Letter for
Bucking Horse Filing 2
Dear Staff:
City of Ft. Collins pro ed Plans
Approved By
Date - 6-10-/
Northern Engineering is pleased to submit this Drainage Addendum Letter for the proposed
Bucking Horse Filing 2 project for your review. The focus of this drainage summary letter is the
final SWMM model reviewed and approved with the Bucking Horse Filing 2 project ("Final
Drainage Report for Bucking Horse Filing 2", December 17, 2012, by Northern Engineering), and
our revisions to the model in order to reflect site plan changes and percentage imperviousness
revisions as described in our previous Drainage Summary Letter, dated May 7, 2014. In an
effort to streamline modeling of the condition now proposed for the site, we have re -modeled
the overall site using the computer program EPA SWMM Version 5.0. The modeling that we
completed utilized the SWMM modeling approved with Bucking Horse Filing 2 as summarized in
the report, "Final Drainage Report for Bucking Horse Filing 2", December 17, 2012, by Northern
Engineering. This model was converted to EPA SWMM, and then modified to reflect site plan
changes (Basin 105 percentage imperviousness) and changes to detention pond 215 (re -shaping
to allow for creation of a horse pasture).
Two changes have been made to the current SWMM model. First, percentage imperviousness
for SWMM Basin 105 was decreased in the current model. The SWMM approved with the Final
Drainage Report in December 2012 showed this basin with a percent impervious value of 75%.
With the proposed site plan for Bucking Horse Filing 3, the averaged percent impervious value
will be reduced by 6% to a value of 69%. This decrease in percentage imperviousness is now
reflected in the current model. Second, the stage -storage for Pond 215 has been changed in
the current SWMM model. The pond has been re -graded in order to allow for a horse pasture
to be created. The current SWMM model shows a required 100-year volume in Pond 215 of
24.54 acre-feet (previously 28.80 acre-feet) resulting in a 100-year water surface elevation of
4883.97. Please see revised SWMM modeling output provided in Attachment 1, and revised
Pond 215 information provided in Attachment 2.
4
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Additionally, the design of the storm culvert under Nancy Gray Avenue (Storm Drain 9) has
been revised based on the modifications to the SWMM model described above. The original
SWMM modeling showed a peak 100-year discharge of 338.9 cfs, whereas, the current
modeling shows 206.8 cfs. Based on this new 100-year discharge, the culvert has been re-
analyzed. Please see Attachment 3 for revised culvert analyisis.
If you should have any questions as you review this, please feel free to contact us at your
earliest convenience.
Sincerely,
NORTHERN ENGINEERING SERVICES, INC.
Aaron Cvar, PE
Project Engineer
ATTACHMENT 1
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ATTACHMENT 2
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EASEMENT
80'.76,
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VOLUME BELOW PASTURE: 8.89 AC -FT (388,457 cu. ft.)
LOWEST PASTURE ELEVATION: 4881.90
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BUCKING HORSE
Revised Pond 215 Stage Storage
5/21/2014
Incremental Incremental
Volume Volume
Elevation Area (CF) (acre feel)
Cummulative
Cummulative
Volume
Volume
(CF)
(acre feel)
4878.50
83.51
1.31
0.00
1.31
0.00
4878.70
1939.38
166.73
0.00
168.04
0.00
4878.90
5550.06
893.28
0.02
1061.32
0.02
4879.10
9377.45
2390.64
0.05
3451.96
0.08
4879.30
13120.60
4638.70
0.11
8090.66
0.19
4879.50
16692.02
7634.40
0.18
15725.06
0.36
4879.70
18074.08
11158.04
0.26
26883.10
0.62
4879.90
18559.28
14803.98
0.34
41687.08
0.96
4880.10
19729.65
18636.07
0.43
60323.15
1.38
4880.30
20709.68
22698.85
0.52
83022.00
1.91
4880.50
19936.04
26776.16
0.61
109798.16
2.52
4880.70
19616.75
30692.79
0.70
140490.95
3.23
4880.90
21430.37
34895.52
0.80
175386.47
4.03
4881.10
12481.38
38304.77
0.88
213691.24
4.91
4881.30
10381.47
40513.26
0.93
254204.50
5.84
4881.50
10148.69
42537.22
0.98
296741.72
6.81
4881.70
11244.42
44675.00
1.03
341416.72
7.84
4881.90
12502.64
47040.20
1.08
388456.92
8.92
4882.10
15094.65
49772.42
1.14
438229.34
10.06
4882.30
16757.22
53001.91
1.22
491231.25
11.28
4882.50
17580.68
56417.54
1.30
547648.79
12.57
4882.70
18545.75
60077.85
1.38
607726.64
13.95
4882.90
16561.88
63601.00
1.46
671327.64
15.41
4883.10
15839.95
66807.99
1.53
738135.63
16.95
4883.30
15939.25
69987.69
1.61
808123.32
18.55
4883.50
16200.29
73194.68
1.68
881318.00
20.23
4883.70
16476.23
76462.76
1.76
957780.76
21.99
4883.90
16609.07
79776.89
1.83
1037557.65
23.82
4884.10
16360.49
83078.76
1.91
1120636.41
25.73
4884.30 1
15653.20
86301.26
1.98
1206937.67
27.71
4884.50
5626.98
88401.89
2.03
1295339.56
29.74
4884.70
5630.04
89527.57
2.06
1384867.13
31.79
4884.90
5631.67
90653.88
2.08
1475521.01
33.87
4885.10
5799.24
91781.94
2.11
1567302.95
35.98
4885.30
6494.28
93054.83
2.14
1660357.78
38.12
4885.50
5902.19
94264.37
2.16
1754622.15
40.28
4885.70
6006.39
95454.47
2.19
1850076.62
42.47
4885.90
6191.96
96673.47
2.22
1946750.09
44.69
4886.10
11577.65
98358.72
2.26
2045108.81
46.95
4886.30
6662.01 1
100254.09
2.30
2145362.90
49.25
ATTACHMENT 3
` " HY-8 Culvert Analysis Report
rn -
Table 1 - Summary of Culvert Flows at Crossing: Storm Drain 9
Headwater Elevation
(ft)
Total Discharge (cfs)
Culvert 1 Discharge
(cfs)
Roadway Discharge
(cfs)
Iterations
4887.54
100.00
100.00
0.00
1
4887.69
110.68
110.68
0.00
1
4887.82
121.36
121.36
0.00
1
4887.95
132.04
132.04
0.00
1
4888.08
142.72
142.72
0.00
1
4888.21
153.40
153.40
0.00
1
4888.33
164.08
164.08
0.00
1
4888.45
174.76
174.76
0.00
1
4888.79
185.44
185.44
0.00
1
4888.90
196.12
196.12
0.00
1
4889.01
206.80
206.80
1 0.00 1
1
4892.23
413.81
413.81
1 0.00 1
Overtopping
W( Q w
Rating Curve Plot for Crossing: Storm Drain 9
4889.0
Y
4888.6
0
Y
T 4888.4
m
w
m 4888.2
m
4888.0
a�
4887.8
4887.6
Total Rating Curve
Crossing,. Storm Drain 9
Total Discharge (cis)
Table 2 - Culvert Summary Table: Culvert 1
Total
Culvert
Headwat
Inlet
Outlet
Outlet
Taihvater
Discharg
Discharg
er
Control
Control
Flow
Normal
Critical
Outlet
Taihvater
Velocity
Velocity
e Ids)
a (ds)
Elevftation
Depth (ft)
Depth (ft)
Type
Depth (ft)
Depth (ft)
Depth (fi)
Depth (ft)
MIS)
MIS)
100.00
100.00
4887.54
2.213
0.746
1S2n
1.471
1.530
1.479
1.356
6.464
2.901
110.68
110.68
4887.69
2.356
0.825
1-S2n
1.556
1.614
1.563
1.435
6.652
2.996
121.36
121.36
4887.82
2.493
0.901
1-S2n
1.641
1.698
1.647
1.511
6.816
3.084
132.04
132.04
4887.95
2.625
0.973
1-S2n
1.726
1.776
1.726
1.583
6.981
3.167
142.72
142.72
4888.08
2.753
1.043
1-S2n
1.808
1.846
1.815
1.653
7.082
3.245
153.40
153.40
4888.21
2.878
1.110
1-S2n
1.888
1.917
1.896
1.720
7.213
3.318
164.08
164.08
4888.33
3.002
1.175
1-S2n
1.969
1.987
1.977
1.785
7.327
3.388
174.76
174.76
4888.45
3.125
1.237
1-S2n
2.049
2.057
2.056
1.847
7.439
3.454
185.44
185.44
4888.79
3.248
3.460
2-M2
2.131
2.123
2.124
1.908
7.587
3.516
196.12
196.12
4888.90
3.372
3.575
2-M2
2.215
2.182
2.187
1.967
7.753
3.577
206.80
206.80
4889.01
3.497
3.675
2-M2
2.299
2.241
2.248
2.025
7.917
3.635
c
Inlet Elevation (invert):
4885.33 ft, Outlet
Elevation (invert): 4884.72 ft
Culvert Length: 135.97 ft,
Culvert Slope: 0.0045
0.- `0
Culvert Performance Curve Plot: Culvert 1
w
%000
c
4888
a�
W 4887
m
w
m
9 4887
�o
a�
Performance Curve
Culvert: Culvert i
Elev
00 120 140 160 180 200
Total Discharge (cfs)
«. .>
Water Surface Profile Plot for Culvert: Culvert 1
K.w
C
O
Y
W
S
Crossing = Storm Drain 9, Design Discharge - 206:8 cfs.
Culvert - Culvert 1, Culvert Discharge - 206.8 cfs
irnet Station: u.uu tt
Inlet Elevation: 4885.33 ft
Outlet Station: 135.97 ft
Outlet Elevation: 4884.72 ft
Number of Barrels: 4
Station (ft)
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
Barrel Diameter: 3.50 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0130
Inlet Type: Conventional
Inlet Edge Condition: Square Edge with Headwall
Inlet Depression: NONE
Table 3 - Downstream Channel Rating Curve (Crossing: Storm Drain 9)
Flow (cfs)
Water Surface
Elev (ft)
Depth (ft)
Velocity (ft/s)
Shear (psf)
Froude Number
100.00
4886.08
1.36
2.90
0.25
0.48
110.68
4886.16
1.44
3.00
0.27
0.49
121.36
4886.23
1.51
3.08
0.28
0.49
132.04
4886.30
1.58
3.17
0.30
0.49
142.72
4886.37
1.65
3.24
0.31
0.50
153.40
4886.44
1.72
3.32
0.32
0.50
164.08
4886.50
1.78
3.39
0.33
0.50
174.76
4886.57
1.85
3.45
0.35
0.50
185.44
4886.63
1.91
3.52
0.36
0.51
196.12
4886.69
1.97
3.58
0.37
0.51
206.80
4886.74
2.02
3.63
0.38
0.51
Tailwater Channel Data - Storm Drain 9
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 20.00 ft
Side Slope (H:V): 4.00 (_:1)
Channel Slope: 0.0030
Channel Manning's n: 0.0300
Channel Invert Elevation: 4884.72 ft
Roadway Data for Crossing: Storm Drain 9
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 100.00 ft
Crest Elevation: 4892.23 ft
Roadway Surface: Paved
Roadway Top Width: 76.00 ft