HomeMy WebLinkAboutDrainage Reports - 08/14/2004Mind rovsd yRetJr3 l
Mr. Basil Hamden
City of Fort Collins
Stormwater Utility Department
P.O. Box 580
Fort Collins, CO 80522-0580
Re: Timberline Road Waterline & Roadway Improvements -Phase 1 B
Project No. 918-030
Dear Mr. Hamden: '
I D 119 @
��I111,111 11 '. r 3 I
1 1..L. A A /1Ann I i
Please find attached the results of drainage analysis for Timberline Roadway Improvements.
This drainage information was prepared based on current City of Fort Collins criteria. This
packet also includes excerpts from the Paragon Estates Final Drainage Report (September 12,
1994) prepared by TST, Inc. Consulting Engineers.
Basins were delineated only in areas were stormwater run-off patterns will vary from the
existing drainage patterns. Run-off was calculated based on the 2-yr & 100-yr storm. Since the
majority of the street section has a 4' gravel shoulder, it was assumed that stormwater will
follow existing drainage patterns and the majority of runoff will end up in the wetland areas
surrounding Timberline Road. 6" vertical curb & gutter will be installed on the west side of
Timberline Road adjacent to Paragon Estates. The contributing flows from the west half of the
street, north of Majestic Ave will turn the corner (west) into Majestic and enter Paragon Estates,
this stormwater will flow to an existing low point. The contributing flows south of Majestic will
continue to the southern property line and then exit the road via a 6' concrete drainage pan.
Existing street capacities and swales were checked in Paragon Estates, due to additional
stormwater being added to the existing flows. With the additional of stormwater flows from
Timberline Road these facilities have adequate capacity. Please see the attached Drainage
Plan for additional information.
We look forward to your review and comments and will gladly answer any questions you may
have.
Sincerely,
TST, INC. CONSULTING ENGINEERS
Natalie M. Dickinson
NMD/rmg
TST, INC. 748 Whalers Way - Building D
Consulting Engineers Fort Collins, CO 80525
(970) 226-0557
Metro (303) 595-9103
Fax(970) 226-0204
Email info@tstine.com
www.tstinc.com
Sharlene A. Shadowen, P.E.
TIMBERLINE ROAD WATERLINE & ROADWAY IMPROVEMENTS - PHASE 1B
VICINITY MAP N
SCALE 1 " = 2000'
F T � C LINE;
° TR_ LBY
Trailer
k PHASE 1
IMPROV 1VIENTS
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CLIENT: CiyorFoncone JOBNo: 0918-030
PROJECT: Timberline Road Waterline & Roadway Improvements Phase 1 B CALCULATIONS FOR: Runoff Coefficient
MADEBY: NMD DATE:7/10/2003 SHEET: 1 OF 1
COMPOSITE RUNOFF COEFFICIENT: (Based on values from Table 3-3 SDDC)
% Impervious/Pervious based on proposed layout with areas determined by Autocad.
C = [(%PERV)(COEF PERV)+(%IMP)(COEF IMP)yi
SUBBASIN PERVIOUS AREA IMPERVIOUS AREA COMP. C
% COEF. % CIDER
Al 0 0.25 100 0.95 0.95
A2 40 0.25 60 0.95 0.67
City of Fort Collins
Rainfall Intensity -Duration -Frequency Table
for using the Rational Method
(5 minutes - 30 minutes)
Figure 3-1 a
Duration
(minutes)
2-year
Intensity
in/hr
10-year
Intensity
in/hr
100-year
Intensity
in/hr
5.00
2.85
4.87
9.95
6.00
2.67
4.56
9.31
7.00
2.52
4.31
8.80
8.00
2.40
4.10
8.38
9.00
2.30
3.93
8.03
10.00
2.21
3.78
7.72
11.00
2.13
3.63
7.42
12.00
2.05
3.50
7.16
13.00
1.98
3.39
6.92
14.00
1.92
3.29
6.71
15.00
1.87
3.19
6.52
16.00
1.81
3.08
6.30
17.00
1.75
2.99
6.10
18.00
1.70
2.90
5.92
19.00
1.65
2.82
5.75
20.00
1.61
2.74
5.60
21.00
1.56
2.67
5.46
22.00
1.53
2.61
5.32
23.00
1.49
2.55
5.20
24.00
1.46
2.49
5.09
25.00
1.43
2.44
4.98
26.00
1.40
2.39
4.87
27.00
1.37
2.34
4.78
28.00
1.34
2.29
4.69
29.00
1.32
2.25
4.60
30.00
1.30
2.21
4.52
City of Fort Collins
Rainfall Intensity -Duration -Frequency Table
for using the Rational Method
(31 minutes - 60 minutes)
Figure 3-1 b
Duration
(minutes)
2-year
Intensity
in/hr
10-year
Intensity
in/hr
100-year
Intensity
in/hr
31.00
1.27
2.16
4.42
32.00
1.24
2.12
4.33
33.00
1.22
2.08
4.24
34.00
1.19
2.04
4.16
35.00
1.17
2.00
4.08
36.00
1.15
1.96
4.01
37.00
1.13
1.93
3.93
38.00
1.11
1.89
3.87
39.00
1.09
1.86
3.80
40.00
1.07
1.83
3.74
41.00
1.05
1.80
3.68
42.00
1.04
1.77
3.62
43.00
1.02
1.74
3.56
44.00
1.01
1.72
3.51
45.00
0.99
1.69
3.46
46.00
0.98
1.67
3.41
47.00
0.96
1.64
3.36
48.00
0.95
1.62
3.31
49.00
0.94
1.60
3.27
50.00
0.92
1.58
3.23
51.00
0.91
1.56
3.18
52.00
0.90
1.54
3.14
53.00
0.89
1.52
3.10
54.00
0.88
1.50
3.07
55.00
0.87
1.48
3.03
56.00
0.86
1.47
2.99
57.00
0.85
1.45
2.96
58.00
0.84 1
1.43
2.92
59.00
0.83
1.42
2.89
60.00
0.82
1.40
.86 ',
DRAINAGE CRITERIA MANUAL RUNOFF
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FIGURE 3-2.' ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
*MOST FREQUENTLY OCCURRING "UNDEVELOPED"
LAND SURFACES IN THE DENVER REGION.
REFERENCE: "Urban Hydrology For Small Watersheds" Technical
Release No. 55, USDA, SCS Jan. 1975.
5 -1-84
URBAN DRAINAGE & FLOOD CONTROL DISTRICT
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REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITY
Apply reduction factorfor applicable slope to the theoretical gutter capacity to obtain
a towable gutter capacity.
(From: U.S. Dept of Commerce, Bureau of Public Roads,1965)
MAY 1984 4-4 DESIGN CRITERIA
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1,243 .a.. 7-08-94 12:57:16 am,
SIDELOT SWALE --- FROM DP8 TO DP7
INPUT DATA:
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS:
NORMAL DEPTH =
FLOW VELOCITY =
HYDR. DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
INPUT DATA:
DISCHARGE _
BOTTOM WIDTH
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS:
NORMAL DEPTH =
FLOW VELOCITY =
HYDR. DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
10.540000 CFS
0.000000E+00 FT
4.010000E-02 FT/FT
4.000000
3.500000E-02
7.722588E-01 FT
4.417696 FPS
3.861820E-01 FT
6.178070 FT
1.252771 .
1.075303 FT
2.810000 CPS
0.000000E+00 FT
4.010000E-02 FT/FT
4.000000
3.500000E-02
4.703898E-01 FT
3.174203 FPS
2.352468E-01 FT
3.763119 FT
1..153307
6.268427E-01 FT
Page 1
8_7.txt
(REPORT
*ORIGINAL SWALE CAPACITY FROM PARAGON ESTATES DRAINAGE
(DATED: 9-12-94) RERUN WITH ADD'L FLOWS FROM
IMBERLINE ROAD IMPROVEMENTS.
XISTING SWALE IS 2' DEEP. NORMAL DEPTH IN
00YR = 0.90' DEEP, SWALE WILL STILL HAVE 1.1' OF FREEBOARD.
SIDELOT SWALE --- FROM DP8 TO DP7 --- 7/10/03
INPUT DATA:
DISCHARGE =
15.740000
CFS
BOTTOM WIDTH =
0.000000E+00
FT
BED SLOPE =
4.010000E-02
FT/FT
SIDE SLOPE =
4.000000
MANNINGS N =
3.500000E-02
RESULTS:
NORMAL DEPTH =
8.975813E-01
FT
FLOW VELOCITY =
4.883523
FPS
HYDR. DEPTH =
4.488566E-01
FT
TOP WIDTH =
7.180651
FT
FROUDE NUMBER =
1.284552
SPECIFIC ENERGY=
1.267904
FT
INPUT DATA:
DISCHARGE =
4.300000
CFS
BOTTOM WIDTH =
0.000000E+00
FT
BED SLOPE =
4.010000E-02
FT/FT
SIDE SLOPE =
4.000000
MANNINGS N =
3.500000E-02
RESULTS:
NORMAL DEPTH =
5.517568E-01
FT
FLOW VELOCITY =
3.530605
FPS
HYDR. DEPTH =
2.759190E-01
FT
TOP WIDTH =
4.414054
FT
FROUDE NUMBER =
1.184487
SPECIFIC ENERGY=
7.453154E-01
FT
Page 1
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Use Do instead of D whenever flow is supercritical in the barrel.
**Use Type L for' a distance of 31) downstream,
FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR
CONDUIT OUTLET.
11-15-82
URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT
DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE
PROP P)?Ai J,-GE
Table 5-1 �PRi4P �jRADATturJ
CLASSIFICATION AND GRADATION OF.ORDINARY RIPRAP
Riprap
% Smaller Than
Intermediate Rock
*
d50
Designation
Given Size
Dimension
By -Weight
(Inches)
Inches)
Type VL
70-100
12
50-70
9
35=50
6
6**
2-10
2
Type L
70-100
15
50-70
12
35-50
9
9**
2-10
3
Type M
70-100
21
50-70
18
35-50
12
12
2-10
4
Type H
100
30
50-70
24
35=50
18
18
2-10
6
Type VH
100 .
42
50-70-
33
35-50
24
24
2-10
9
*d50 = Mean particle size
** Bury types VL and L with native top soil and revegetate to protect
from vandalism.
5.2 Wire Enclosed Rock
Wire enclosed rock refers to rocks that are bound together in a
wire basket so that they act as a single unit. One of the major
advantages of wire enclosed rock is that it provides an alternative.in
situations where available rock sizes are too small for ordinary
riprap: Mff er advantage is the versatility that results from the
regular geometric shapes of wire enclosed rock. The rectangular
blocks and mats can be fashioned into almost any shape that can be
11-15-82
DRAINAGE CRITERIA MANUAL
9 = Expansion Angle
RIPRAP
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TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D
FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS
11-15-62
URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT
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File: 87
P"M
1,243 .a.. 7-08-94 12:57:16 am,
SIDELOT SWALE --- FROM DP8 TO DP7
INPUT DATA:
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS:
NORMAL DEPTH =
FLOW VELOCITY =
HYDR. DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
INPUT DATA:
DISCHARGE _
BOTTOM WIDTH =
BED SLOPE _
SIDE SLOPE _
MANNINGS N =
RESULTS:
NORMAL DEPTH =
FLOW VELOCITY =
HYDR. DEPTH =
TOP WIDTH _
FROUDE NUMBER =
SPECIFIC ENERGY=
10.540000 CFS
0.000000E+00 FT
4.010000E-02 FT/FT
4.000000
3.500000E-02
7.722588E-01 FT
4.417696 FPS
3.861820E-01 FT
6.178070 FT
1.252771
1.075303 FT
2.810000 CFS
0.000000E+00 FT
4.010000E-02 FT/FT
4.000000
3.500000E-02
4.703898E-01 FT
3.174203 FPS
2.352468E-01 FT
3.763119 FT
1.153307
6.268427E-01 FT
Page 1
TIMBERLINE ROAD
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