HomeMy WebLinkAboutDrainage Reports - 04/06/2001PROPERTY OF
FORT COLLINS UTUATIES
Final 011 � port
FINAL DRAINAGE STUDY
AND
EROSION CONTROL REPORT
FOR
PARKSIDE EAST AT RIGDEN FARM
Prepared For:
Parkside Homes
1501 Academy Court
Suite 203
Fort Collins, CO 80524
(970) 407-9551
Date: March 27, 2001
Project No. 0048
Consulting Engineer:
Loonan and Associates, Inc.
1630 South College Ave.
P.O. Box 270852
Fort Collins, CO 80527
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z"a" & "4970c.
P 0. Sax 270952
57m r ems, (,P0 90527
(970) 493-2909
57,E (970) 495- 9735
March 27, 2001
Project No. 0048
Mr. Glenn Schlueter
City of Fort Collins
Stormwater Utility Department
700 Wood Street
Fort Collins, CO 80522
Dear Mr. Schlueter:
On behalf of our client we are submitting the attached Final Drainage Study for
Parkside East at Rigden Farm. The purpose of this report is to evaluate and present the
drainage impacts from the proposed Construction of Parkside East at Rigden Farm. The
drainage report will present the developed flow conditions and proposed improvements.
The Final Drainage Study for Parkside East at Rigden Farm was prepared in
accordance with the provisions of the City of Fort Collins Storm Drainage Criteria —
revised January 1997.
Loonan and Associates, Inc.
Colorado P.E. 19195
Table of Contents
Introduction................................................................................ page p g 1
ExistingCondition....................................................................... page 1
DrainageImpact......................................................................... page 1
Proposed Site Conditions
Major Drainage Basins
Offsite Basins
Onsite Basins
OffsiteRunoff............................................................................. page p g 2
OnsiteRunoff..............................................................................ae page 3
Conclusion.................................................................................ae page 4
Erosion and Sediment Control.......................................................... page p g 4
APPENDIX A
Final Drainage Study
FINAL DRAINAGE STUDY
FOR
PARKSIDE EAST AT RIGDEN FARM
Introduction
Parkside East at Rigden Farm is a proposed multi -family residential subdivision in the
City of Fort Collins, Colorado. The site is generally located on the South side of East
Drake Road midway between Timberline Road and County Road 9. The entire Rigden
Farm development consists of the majority of the North ''/z of Section 29, T7N, R68W,
Sixth Principal Meridian, Larimer County, Colorado. Parkside East at Rigden Farm
consists of approximately 3.24 acres located east of Rigden Parkway between Canby
Way and Des Moines Drive.
The purpose of this Final Drainage Study is to evaluate and present the drainage impacts
from Parkside East at Rigden Farm. In the evaluation, a site description of the project and
its relationship to the Rigden Farm development will be presented. This Final Drainage
Study presents the changes to the developed flow condition and proposed improvements
to resolve the impact of the developed flow condition. This Final Drainage Report
' demonstrates compliance with the approved final "Drainage and Erosion Control Report
for Rigden Farm Filing One, P.D.P," dated September 30, 1999, by JR Engineering.
Existing Condition Description
Currently the ground is gently sloping and covered with native grass. The site is bound by
Rigden Parkway on the West, Canby Way on the North, Des Moines Drive on the South
and Rigden Farm Filing One on the East.
In the present state, the site slopes from the West to the East at approximately 4.0%. The
current runoff drains East and South into Pond 216 (from JR's Filing One report). Pond
216 is being built by the developers of Rigden Farm. This pond provides the Detention
and water quality for this site.
An area drain has been constructed at the southeast corner of the site with a 24-inch RCP
storm sewer to convey the runoff from the central portion of this site to Rigden Farm
Filing One's storm system. The developed runoff from this site has been accounted for in
the "Drainage and Erosion Control Report for Rigden Farm Filing One, P.D.P," dated
September 30, 1999, by JR Engineering. Please refer to attached excerpts from their
study that is located in Appendix A.
' Drainage Impact
Proposed Site Conditions
Parkside East at Rigden Farm consists of 7 buildings with 6 dwelling units each, for a
total of 42 residential units. In addition to the 7 residential buildings, there are 8 garage
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buildings and a clubhouse with a pool. The proposed development is accessed by Rigden
Parkway.
Major Drainage Basins
Parkside East at Rigden Farm lies within Reach 2 of the Foothills Basin.
Offsite Basins
Due to the construction of the adjacent streets, there are no offsite drainage basins that
enter this site.
Onsite Basins
Sub -basin A- This sub -basin consists of the northern 0.30-acre basin that drains onto
Canby Way. The basin proposed land use consists of one multi -family
building and a portion of one garage with the remainder being landscaped.
Sub -basin B- This sub -basin consists of the central 1.44-acre portion of the site that
drains to the proposed Type R Inlet located near the southeast corner of the
site. The basin proposed land use consists of several multi -family buildings
and garages, asphalt driveways and parking, with the remainder being
landscaped.
Sub -basin C- This sub -basin consists of the northeastern 0.08-acre portion of the site that
drains to a proposed area drain. The basin proposed land use consists of a
portion of a multi -family building and garage with the remainder being
landscaped.
Sub -basin D- This sub -basin consists of the eastern 0.30-acre portion of the site that
drains to a proposed area drain. The basin proposed land use consists of a
portion of a multi -family building and garage with the remainder being
either landscaped or the Clubhouse/Pool.
Sub -basin E- This sub -basin consists of the southeastern 0.28-acre portion of the site that
drains to a proposed area drain. The basin proposed land use consists of a
portion of several multi -family buildings and a garage with the remainder
being landscaped.
Sub -basin F- This sub -basin consists of the southwest 0.84-acre portion of the site that
drains to Des Moines Drive. The basin proposed land use consists of
several multi -family buildings and garages, asphalt driveways and parking,
with the remainder being landscaped.
OFFSITE RUNOFF
There is no offsite runoff that enters this site.
ONSITE RUNOFF
The runoff produced from the six onsite basins drains into the Rigden Farm Filing One
storm system and into Temporary Pond 22.
Sub -basin A- This sub -basin will drain northerly to Canby Way. The Drainage Report
for Filing One assumed 0.19 acres from this site would drain onto Canby
Way. Sub -basin A consists of 0.30 acres that will produce a slight increase
in runoff in Canby Way. The Filing One report had a total basin area of
2.79 acres for their subbasin 114. The revised area will be 2.90 acres or an
increase of only 4 percent and an increase in runoff of less than 0.5 cfs over
the Rigden Farm Filing One Drainage Report calculations.
Sub -basin B- This sub -basin will drain Easterly to the proposed Type R inlet located in
the eastern portion of the parking lot. Excess runoff that overtops the Type
R inlet will drain to the area drain at Design Point 5. The storm sewer from
the Type R inlet will convey the runoff to the existing area drain at DP5.
Sub -basin C- This sub -basin will drain easterly to the area drain located at the
' northeastern part of the site. The area drain is connected to a storm sewer
that will convey the runoff to DP4.
' Sub -basin D- This sub -basin will drain easterly to the area drain located at the eastern
part of the site. The area drain is connected to a storm sewer that will
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convey the runoff to DP5.
Sub -basin E- This sub -basin will drain easterly to an existing area drain located at the
southeastern corner of the site. The area drain is connected to a storm
sewer that will convey the runoff to DP14c in the Drainage Report for
Filing One. The Filing One report calculated the 100 year runoff at this
design point to be 10.2 cfs. Our calculations have a total 100 year runoff of
16.13 cfs at this point. However, the runoff to DP6 is significantly less
than the Filing One Report. The runoff from DP5 and DP6 will be
combined at Filing One's DP14c.
Sub -basin F- This sub -basin will drain southerly to Des Moines Drive. The Drainage
Report for Filing One assumed 1.19 acres (subbasin 114b) from this site
would drain onto Des Moines Drive. Sub -basin F consists of 0.84 acres
that will produce less runoff in Des Moines Drive. The Filing One report
had a total 100 yr runoff of 13.7 cfs compared to our calculated flow of
6.41 cfs.
The proposed inlet at DP2 is a 10' Type R inlet. At design point 14c, the proposed runoff
will be less than the amount shown in the Filing One report.
1
CONCLUSION
The runoff that will be produced by Parkside East at Rigden Farm has been accounted
for. More runoff will drain to the existing inlet at DP 5 than was previously calculated in
the Drainage Report for Rigden Farm Filing One. However, since the runoff from DP 5
will be combined with the runoff from DP 6 at DP 14c, we believe that it is a better
situation to take more runoff in the storm sewer than in Des Moines Drive.
EROSION AND SEDIMENT CONTROL
This report describes methods which are recommended to control wind erosion, water
erosion and sediment during and after the construction of drainage structures and site
grading.
DISCUSSION
The clearing and stripping of land for site grading, overlot grading, or for the construction
of drainage structures, may cause localized erosion rates with subsequent deposition and
damage to offsite properties. Uncontrolled, such erosion could destroy the aesthetic and
practical values of individual sites, and cause damage to downstream property.
In general, erosion and sediment control measures will consist of minimizing soil
exposure, control runoff across exposed areas, and sediment control at drainage
structures. Each of these measures is described below and shall be utilized by the
developer and/or the contractor during any construction activity that occurs at this site.
GENERAL EROSION AND SEDIMENT CONTROL MEASURES
Minimizing Soil Exposure: The construction area and duration of soil exposure shall be
kept to a minimum. All other areas shall have a good cover of vegetation or mulch.
Grading shall be completed as soon as possible after commencement. A temporary cover
crop, a permanent vegetative cover crop, or other landscaping shall be established in the
disturbed areas. Re -vegetation shall consist of native grasses, lawn grasses, or various
winter wheat. Decorative rock, flower gardens, or shrubs shall also be utilized in the final
landscaping to cover the soil. Re -seeded areas shall be mulched with straw or hay to
protect exposed soil until vegetation is established.
EROSION CONTROL PLAN
The proposed erosion control measures are presented on the Grading and Erosion Control
Plan located in the Appendix of this report.
In summary, the erosion control measures consist of
1. Temporary seeding on all of the land to be developed
2. Inlet protection at every inlet
3. Silt fences installed on the Eastern side of the development
4. Vehicle tracking control
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APPENDIX A
Final Drainage Study
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Parkside East
concrete &
sub -basin asphalt roof lawn area C-2yr C-100yr
a
0.02
0.11
0.17
0.3
0.55
0.69
b
0.65
0.3
0.49
1.44
0.71
0.89
c
0.01
0.04
0.03
0.08
0.69
0.86
d
0.08
0.07
0.15
0.3
0.60
0.75
e
0.02
0.06
0.2
0.28
0.45
0.56
f
0.23
0.26
0.35
0.84
0.66
0.82
Totals
1.01
0.84
1.39
3.24
0.65
0.81
F
1
R-M-P
Medium Density Planned Residential District — designation for medium density
areas planned as a unit (PUD) to provide a variation in use and building placements
with a minimum lot area of 6,000 square feet.
R-L-M
Low Density Multiple Family District — areas containing low density multiple family
units or any other use in the R-L District with a minimum lot area of 6,000 square feet
'
for one -family or two-family dwellings and 9,000 square feet for multiple -family
dwellings.
'
M-L
Low Density Mobile Home District — designation for areas for mobile home parks
containing independent mobile homes not exceeding 6 units per acre.
M-M
Medium Density Mobile Home District — designation for areas of mobile home
parks containing independent mobile homes not exceeding 12 µnits per acre.
'
B-G
General Business District — district designation for downtown business areas,
including a variety of permitted uses, with minimum lot areas equal to 112 of the total
floor area of the building.
B-P
Planned Business District — designates areas planned as unit developments to
provide business services while protecting the surrounding residential areas with
minumum lot areas the same as R-M.
'
H-B
Highway Business District — designates an area of automobile -orientated busi-
nesses with a minimum lot area equal to 1/2 of the total floor area of the building.
'
B-L
Limited Business District — designates areas for neighborhood convenience
centers, including a variety of community uses with minimum lot areas equal to two
times the total floor area of the building.
C
I-L
Commercial District —designates areas of commercial, service and storage areas.
Limited Industrial District —designates areas of light industrial uses with a minimum
area of lot equal to two times the total floor area of the building not to be less than
'
I-P
20,000 square feet-
Industrial Park District —designates light industrial park areas containing controlled
industrial uses with minimum lot areas equal to two times the total floor area of the
building not to be less than 20,000 square feet.
I-G
General Industrial District — designates areas of major industrial development.
T
Transition District — designates areas which are in a transitional stage with regard
'
to ultimate development
For current and more explicit definitions of land uses and zoning classifications, refer to the
Code of the City of Fort Collins, Chapters 99 and 118.
�ll
Table 3-3
RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS
Character of Surface Runoff Coefficient
Streets, Parking Lots, Dnves:
Asphalt................................................................................................
0.95
Concrete.............................................................................................
0.95
Gravel.................................................................................................
0.50
Roofs..........................................................................................................
0.95
Lawns, Sandy Soil:
Flat<2°/o.............................................................................................
0.10
Average2 to 7%......................... :........................................................
0.15
Steep>7%------------------------------------------------------------------------------------------
0.20
Lawns, Heavy Soil:
Flat<2%..........•.............................•---.....•...........................................
0.20
Average2 to 7%...........................••---..................•.---------------------.........
0.25
Steep>7%------------------------------------------------------------------------------------------
0.35
MAY 1984
3-4
DESIGN CRITERIA
3.1.7 Time of Concentration '
t In order to use the Rainfall Intensity Duration Curve, the time of concentration must be
known. This can be determined either by the following equation or the `Overland Time of
Flow Curves' from the Urban Storm Drainage Criteria Manual, included in this report (See
Figure 3-2).
' Tc=1.8� —CC,) Dt2
S
Where Tc =Time of Concentration, minutes
S = Slope of Basin, %
C = Rational Method Runoff Coefficient
D = Length of Basin, feet
' C, = Frequency Adjustment Factor
Time of concentration calculations should reflect channel and storm sewer velocities as well
as overland flow times. I
3.1.8 Adjustment for Infrequent Stones
The preceding variables are based on the initial storm, that:is, the two to ten year storms. For
storms with higher intensities an adjustment of the runoff coefficient is required because of
' the lessening amount of infiltration, depression retention, and other losses that have a
proportionally smaller effect on storm runoff.
These frequency adjustment factors are found in Table 3-.
Table 3-4
RATIONAL METHOD FREQUENCY ADJUSTMENT FACTORS
'
Storm Return Period Frequency Factor
(years) C,
2 to 10 1.00
11 to25 1.10
26 to 50 1.20
51 to 100 1.25
Note: The product of C umes C, shall not exceed 1.00
3.2 Analysis Methodology
The methods presented in this section will be instituted for use in the determination and/or verification
of runoff at specific design points in the drainage system. These methods are (1), the Rational Method
and (2) the Colorado Urban Hydrograph Procedure (CUHP). Other computer methods, such as
SWMM, STORM, and HEC-1 are allowable if results are not radically different than these two. Where
applicable, drainage systems proposed for construction should provide the minimum protection as
determined by the methodology so mentioned above.
3.2.1 Rational Method
For drainage basins of 200 acres or less, the runoff may be calculated by the Rational
Method, which is essentially the following equation:
Q = C,CIA
Where Q = Flow Ouantity, cfs
A = Total Area of Basin, acres
C, = Storm Frequency Adjustment Factor (See Section 3.1.8)
C = Runoff Coefficient (See Section 3.1.6)
I = Rainfall Intensity, inches per hour (See Section 3.1.4)
3.2.2 Colorado Urban Hydrograph Procedure
For basins larger than 200 acres, the design storm runoff should be analyzed by deriving
synthetic unit hydrographs. It is recommended that the Colorado Urban Hydrograph
Procedure be used for such anaiysis. This procedure is detailed in the Urban Storm Drainage
Criteria Manual, Volume 1, Section 4.
' MAY 1984 3-5 DESIGN CRITERIA
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DRAINAGE CRITERIA MANUAL
RUNOFF
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- 1 2 3 5 10 20
VELOCITY IN FEET PER SECOND
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
J
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
6.52
16.00
1.81
6.30
17.00
1.75
6.10
18.00
1.70
5.92
19.00
1.65
N
5.75
20.00
1.61
5.60
21.00
1.56
5.46
22.00
1.53
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
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y (o Ft . -ry P r- fz i rt I et
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�roo
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Use, 24"cp - Min Sloes = 0.3010
-Design QoIM3 - Oz=0.21pCFs Oovo= I'll CN
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ASSume. c`wo3 = 50°lo of Gra+e = I.34 ft z
Ty 6 3 - Pcr)dtn5 bepft l= U 5�t-
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PoI•rr+ ZI - & Z - D,53 Cfs (),L)D = 2,31 efs
Area, I le i- - f ►gym, above.
CckpO6+\1 0�- tnlfA- = 3,-1S cfS > 2,3 cFs OK
�►"pe s rye, - Totem I Flaw b? + L)PI _ cfs (IDaY-ear)
1�5� ► t3'' - Perin . DO = D • I °l o
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fl►jpe Sim - +-o+ai fIno = I(a,g3 CFs (Iovyeas)
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Figure 5-2
' NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS 1N SUMPS, DEPRESSION DEPTH 2"
Adapted from Bureau of Public Roads Nomograph
MAY 1984 5-10 DESIGN CRITERIA
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EXAMPLE
0 I 2 3 4 5
FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FT2)
Figure 5-3
CAPACITY OF GRATED INLET IN SUMP
(From: Wright -McLaughlin Engineers, 1969)
MAY 1984 5-11 DESIGN CRITERIA
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No Text
[I
DRAINAGE SUMMARY TABLE
ign
Point
_
Tributary
Sub -basin
Area
(oc)
(10)
C (too)
tc (Z 10)
(min)
tc (1 j)
(min)
Q(2)tot
Q 10)tot
(( )
Q(IOC ..
(cfs)
101
10.52
0.77
0.97
14.0
12.3
15.69
26.79
72.6
_
1010
3.14
0.87
1.00
8.4
6.5
6.51
11.12
28.4
lb
101b
1.37
0.93
1.00
5.0
5.0
3.63
6.21
13.6
101C
3.24
0.59
0.86
8.1
5.0
5.39
9.20
27.8
101d
3.40
0.91
1.00
7.0
5.8
7.84
13.40
31.9
2
102
4.16.,
0.77
0.97 ,
10.7 .
7.1
6.96 .
11.83
35.3
102a
3.95 '
0.73
0.91
13.1
10.6 . •i
: 5.70
9.74
27.2
102b
2.57
0.71
0.88
9.7
7.3
4.09
6.98
19.7 i ..
3
103
2.71
0.75
0.94
8.5
6.1
4.81
8.84
28.6
_
104
1.35
0.76
0.95
5.0
5.0
2.91
5.33
15.4
104a
1.37
0.79
0.99
5.4
5.4
2.99
5.11
13.0
105
4.43
0.45
0.57
11.5
11.5
4.22
7.20
18.4
5
U_
105+104+104o+
103+102b+111+112
18.67
0.67
0.84
19.2
19.2
2D.75
35.43
90.5
106
2.47
0.10
0.13
10.4
10.4
0.54
0.92
2.4
7
107
5.33
0.91
1.00
7.5
5.9
12.03
20..,4
49.8
107o
2.64
0.87
1.00
8.6
7.5
5.43
9.28
22.8
107b
1.81
0.87
1.00
7.2
5.8
3.99
8.34
24.4
7c
107c
1.16
0.79
0.99
9.1
7.1
3.92
7.92
26.9
_
107d
3.42
0.75
0.94
14.8
10.3
4.81
9.30
34.1
107e
2.16
0.75
0.93
11.0
8.0
3.44
7.20
29.8
8
108
1.01
0.95
1.00
9.2
9.2
2.19
3.76
19.1
1080
0.88
0.79
0.98
6.7
5.0
4.38
N/A
19.8
10801
0.71
0.73
0.91
8.9.
6.0 :,
J 2.59
N/A
11.1
8b
108b
0.68
0.88
1.00
5.8
5.0 ..
3.15
N/A
18.3
_
108bl
0.62
0.76
0.95
5.0
5.0
G, 1.53
NIA,
11.5
108c
1.30
0.79
0.99
8.7
5.8
` 2.48
N A
17.1
d
108d
0.51
0.95
1.00
5.0
5.0
1.38
N/A
5.1
108e
2.24
0.65
0.81
14.0
14.0
2.80
N A
12.2
108f
1.44
0.67
0.84.
12.7
12.7
1.95
N 'A
20.7 .
108g
1.18
0.66
0.83
12.3
12.3
1.59
N 'A
6.9
_ 8
lose-108q
4.86
0.66
0.82
17.8
17.8
5.49
N /A
23.9
_
109
5.46
0.65
0.81
14.0
13.9
6.83
11.66
29.9
107d+107e+108+109
12.04
0.72
0.90
18.3
18.3
14.63
24.99
63.8
1090
107a-107c + 108a-10 + logo
12.58
28.76
0.65
0.69
0.81
0.86
14.5
21.2
14.5
21.2
15.47
30.89
26.42
52.74
67.5
134.7
1100
0.25
0.95
1.00
5.0
5.0
0.68
1.16
2.5
10b
110b
0.25
0.95
1.00
5.0
" 5.0
0.68
1.16
2.5
_
111
5.61
0.72
0.90
13.8
8.6 1
7.81
13.34
41.5
112
0.63
0.95
1.00
5.0
5.0
1.70 .
2.91
_
6.3
113
2.69
0.84
1.00
6.1 '
5.0 ..
_
5.95
N/A
26.8
_
114
2.79
0.77
0.96
8.7
5.7. _
5.04 _ .
N /A
29.2 ..
_
114o
1.53
0.65
0.81
10.7
8.7
2.15
N/A
10.2
114b
1.91
0.68
0.85
.6.0
8.2
3.471
N/A
13.7.',., ?
14c
114c
0.25
0.69
0.86
5.1
6.5
1.28
N/A
9.1
_
115
2.08
0.72
0.90
10.3
6.2
4.06
N/A
36.2
16
_
1150
116
1160
1.48
1.94
0.68
0.73
0.72_
0.75
0.91
0.90
0.93
6.3
8.7
5.0
5.0
5.1
5.0
_
2.81
3.29
1.45
N/A
N/A
N/A
13.4
17.1
6.3
16c
116b
116c
2.13
2.44
0.71
0.65
0.88
0.81
6.5
11.2
5.0
8.1
3.89
3.37
N/A
N/A
20.7
16.7.
.
117
2.49
0.73
0.92
7.7
5.0
J.49
N/A
22.8
117 + 118
4.85
0.72
0.90
7.1
7.1
9.44
N/A
48.1
17a
117a
2.79
0.74
0.93
6.0
6.0
5.49
N/A
23.9
118
2.36
0.70
0.87
5.7
5.7
4.44
N/A
19.3
119
6.82
0.72
0,90
123
9.3
10.04
N/A
49.2
20
120
-
_ __ 0.67
-
_ 0.81_
--
1.00
-
_ 5.0
-
5.0
r- 1.56
N/A
6.7
ci
'
�
wr
~i•
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'
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a`9X.
1 SWAA & f
1 TRAPEZOIDAL CHANNEL ANALYSIS
RATING CURVE COMPUTATION
PROGRAM INPUT DATA
DESCRIPTION
-------------------------------------------------------------
Channel Bottom Slope(ft/ft)................................
UE
-------------------
0.01
Manning's
Roughness Coefficient (n-value)...................
0.027
Channel
Channel
Left Side Slope (horizontal/vertical)...............
Right Side Slope (horizontal/vertical)..............
4.0
4.0
Channel
Bottom Width (ft).
1.0
Minimum Flow Depth(ft)..................................... 0.1
Maximum Flow Depth (ft). 1.0
Incremental Head(ft)....................................... 0.1
1
COMPUTATION RESULTS
---------------------
Flow
Flow
Flow
Froude
Velocity
Energy
Flow
Top
Depth
Rate
Velocity
Number
Head
Head
Area
Width
(ft)
(cfs)
(fps)
(ft)
(ft)
(sq ft)
(ft)
----------------------------------------------------------------------------
0.1
0.14
0.99
0.628
0.015
0.115
0.14
1.8
0.2
0.52
1.45
0.689
0.033
0.233
0.36
2.6
0.3
1.2
1.82
0.728
0.051
0.351
0.66
3.4
0.5
3.64
2.43
0.781
0.092
0.592
1.5
5.0
0.6
5.5
2.7
0.802
0.113
0.713
2.04
5.8
0.7
7.85
2.95
0.82
0.135
0.835
2.66
6.6
10.73
3.19
0.836
0.159
0.959
3.36
7.4
'0.8
0.9
14.19
3.43
0.851
0.183
1.083
4.14
8.2
1.0
18.26
3.65
0.864
0.207
1.207
5.0
9.0
- - -- -----------------
HYDROCALC Hydraulics for Windows, Version 1.0 Copyright (c) 1996
Dodson & Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069
Phone:(281)440-3787, Fax:(281)440-4742, Email:software@dodson-hydro.com
' All Rights Reserved.
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****** Headloss view*********
'
Node
Label
Pipe
Label
HGL Elev
In
HGL Elev
Out
EGL El eV
In
EGL Elev
Out
[ft]
[ft]
[ft]
[ft]
------------------------------------------------------------------
'Node
Node
PIPE1
PIPE2
4915.0000
4913.2357
4915.0000
4912.9000
4915.0000
4913.2417
4915.0000
4912.9060
Node
PIPE3
4910.3002
4909.9000
4910.3062
4909.9060
Node
4905.6196
4906.0491
J
fdraulic calculations from Downstream to upstream:
Node: 1
Diameter ........................ 18.00 in
' Flowrate, Qo 0.000 cfs
Flowrate, Qi 9.290 cfs
velocity, vi 13.48 fps
velocity head, viA2/2*G ......... 2.83 ft
' Contraction loss ... 0.00 ft
Cntrl expansion loss (vh*0.35) 0.15 ft
surface flow effects (sum*1.3) .. 0.15 ft
Hydraulic Grade Line (HGL) Totals:
Depth in 0.00 ft
Elevation in .................... 4905.62 ft
' Energy Grade Line (EGL) Totals:
Depth in 0.43 ft
Elevation in .................... 4906.05 ft
�de: 2 ... .....................
Diameter 18.00 in
Flowrate, Qo .................... 9.290 cfs
Flowrate, Qi .................... 1.100 cfs
velocity, vo 13.48 fps
velocity, vi 4.37 fps
velocity head, voA2/2*G ......... 2.83 ft
velocity head, viA2/2*G ......... 0.30 ft
' Length 80.00 ft
Slope friction .................. 0.01 ft/ft
Slope friction * Length ......... 0.63 ft
Contraction loss ................ 0.11 ft
'Cntrl expansion loss (vh*0.35) .. 0.00 ft
Hydraulic Grade Line (HGL) Totals:
Depth in ........................ 0.74 ft
' Depth out ..................0.63 ft
.....
Elevation in 4910.30 ft
Elevation out ................... 4909.90 ft
' Energy Grade Line (EGL)Totals:
Depth in 0.74 ft
.
Depth out •....... 0.63 ft
Elevation in .................... 4910.31 ft
' Elevation out ................... 4909.91 ft
Node:
3
Diameter .
Flowrate, Qo ....•.
Flowrate, Qi ......
.•.•......•..•
18.00 in
1.100 cfs
1.100 cfs
velocity, vo ....................
4.37
fps
'
velocity, vi ........... ..•..•••.
velocity head, voA2/2*G
6.19
0.30
fps
ft
velocity head, viA2/2*G .........
0.59
ft
Length ....................
203.41
ft
'
slope friction ................
slope friction * Length
0.00
0.02
ft/ft
ft
.........
Greatest bendloss ..
0.261
Greatest bendloss head ..........
0.00
ft
Contraction loss ................
cntrl expansion loss (vh*0.35)
Surface flow effects (sum*1.3)
0.00
0.00
0.01
ft
ft
ft
' Hydraulic Grade .Line .(HGL)•Totals:.
Depth in 0.03 ft
Depth out 0.02 ft
Elevation in .................... 4913.24 ft
'Elevation out ................... 4912.90 ft
Energy Grade Line (EGL) Totals:
Depth in ........................ 0.04 ft
Depth out ..................... 0.03 ft
' Elevation in 4913.24 ft
Elevation out 4912.91 ft
Node: 4
Flowrate, Qo .................... 1.100 cfs
Hydraulic Grade Line (HGL) Totals:
Depth in ........................ 0.01 ft
' Depth out 0.01 ft
Elevation in 4915.00 ft
Elevation out ................... 4915.00 ft
Energy Grade Line (EGL) Totals:
Depth in 0.01 ft
Depth out ..................... 0.01 ft
Elevation in .................... 4915.00 ft
' Elevation out ................... 4915.00 ft
1
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EFFECTIVENESS CALCULATIONS
PROJECT: STANDARD FORM B
COMPLETED BY: DATE:
Erosion Control C-Factor P-Factor
Method Value Value Comment
5/
MAJOR
PS
SUB
AREA
BASIN
(%)
BASIN
(Ac)
CALCULATIONS
4-7i-e
AA
MARCH 1991
8-15
DESIGN CRITERIA
I
CONSTRUCTION SEQUENCE
P L=: 4,;�A z
STANDARD FORM C
SFNCE FOR 29-?`ONLY COMPLETED BY: _ DATE: 1,7
Indicate by use of a bar line or symbols when erosion control measures will be installed.
?i r modifications to an approved schedule may require submitting a new schedule for
aloval by the City Engineer.
YEAR
MONTH I F I/ I /-' i /`� I% I :% I z
WERLOT GRADING
4' EROSION CONTROL
kil Roughening
erimeter Barrier
dditional Barriers
egetative Methods
Soil Sealant
Ither
-j- FALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/Basin
Inlet Filters
Straw Barriers
Silt Fence Barriers
Sand Bags
'Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other
JEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
Nettings/Mats/Blankets
Other
tTURES: INSTALLED BY MAINTAINED BY
:"�ATION/MULCHING CONTRACTOR
ur. SUBMITTED
1
APPROVED BY CITY OF FORT COLLINS ON
I
MARCH 1991
DESIGN CRITERIA
Irr��
1
'
CANBY WAY
Additional area/Q to Canby
0.12 Additional Acres 3.8 % more area
1.15 Additional cfs
30.35 cfs Total Q100 to JR's Design point DP14
Street Capacity @ 2% is 32.86 cfs for each gutter.
Therefore Canby is still within it's design capacity.
DES MOINES DRIVE
Loonan
Basin
Area
Q100
b
1.44
11.66
c
0.08
1.24
d
0.3
2.28
e
0.28
1.28
f
0.84
5.38
offsite
areas
0.66
5.90
JR's Filing One
Basin
Area
Q100
14a
1.53
10.2
14b
1.91
13.7
14c
0.25
9.1
FOTALS 3.6 plus 0.12 lost to Basin 14 = 3.69 3.69
27.74 cfs 33.0 cfs
Area checks OK.
Proposed Q100 is 15% less than JR's Filing One f}'ee '�''
L '
A
n
/
Y
'50
e
I
i
/
i
a
/
o
\/
b
0
llinOf
6"
45
Cuk c
0
9
a
I
E
\J
I
I
I
I
x3) 10
Ed
I �I
;T�`• �-�F� 12 H
Rai
rrrrr.rr
e \�
III` �\
�• I
IIJI
Y. HIS
I pill
r III iJsIN\:I
On/
III �
\\�
rj ��•bN: YA 11 FA���. II�� � \
Bill
rLw
I ; �N-A� RE
p
t
v0Fi' 1,I'
l �r�vJlii%M �'r'G , � � w
r.r+r ire �rovr� dr I `.I Sr► Y� II I
III A
2.w 1mmi 1.2j c -
E 11 Am 5.38 cfs
NON-IRRIWILD SEEDING:
1. TE cOMMCTM IM0 '1 DEYCLOPCR MR RESPONS TOW 4RMnIpNG
k OmLL SC On1G AND HYDRO 4uuHING:
MINE I I 111 AW HCYEXrAipN PROrECTgI MR pr51lE
7
PROPERTY WRING GMISTRIN,TpN, TE CCNIMLTOq SMALL
DRILL SEED ALL NON-MRIMIEO CUSS SEED BY MEANS W
WMICiAII LGUL J,Rf1$ NXI[X ARE W UWAN rO EROSION AMID
LYLL iANL NLLL55/,pY YEASYR[3
YfCMAHICLL POWER DRAWN GRILL 5(EOCRS (NOT pRIWON 5[FOER)
i0 PPoTor qi AMC WPRIE
PROPERTY.
FOLLOWED BY PACKER HEELS OR ONTO CMIM, SE[0 Ai }NL RATES
SNOWY SEED W ryq PASSES AT RpM 1NGLES jp GHE AIWMER.
OW HALF THE SEED IN EACH PASS,
4. IXF COMRALFCR SryO INSTALL SILL RKKC ALONG MC
PROVIDE 4JAKERS M OTHER
MEANS TO ASSURE. THAT THE SUCCESSIVE SEEDED STRIPS WILL
I
SW1N AND fA5! UMOS Of 1NC PIIOPOSCD OISrygBF0 MM3 PRNM
TO BEGINNING ANY OVERLOT BMOING. E UT FENCE SWLL EC
OVERLAP OR BE SEPIMTED BY A SPACE OF GRI THAN THE SPAL'E
BETW2EM ME ROWS PUNTED OF THE EWIPMENT FUNS
RAINED r0 PROTECT ADJACENT PROPERTY THU SECUREMAn it
G5EG. W IN
SEED WING WINDY WEATHER,
THEY SHALL NOT BE REMOVED UNTIL THE CONTMC HAS
CWRDIMTED WITH AND OBTAINED APPROVAL FROM THE CITY W FONT
CMLNS.
C IN NON-IMGAMD TURr AREAS. 00 xp! SON SPED IN TREE OR
F
ONTO WATEMW HANGS.
S. MEASURES SHALL BE VNDCRTAµUP r0 UI IT TE Onl SOIL
YULCHWC(REWIREO rW TL4F. SE[MIXNI
TRACKIX4 Dy NYY AXO OE&M SPIILWE FROM VEHICLES LNANG
THE 5RL VO AXp WBR15 51Y1L E BE YMOKED ALMO
MULCH FOLLOWING SOIL PREPARATION.
ROADWAYS AND/OR PAYING STREETS.
a. ALL MSTUEED AREA ARE TO K RESEEWD AND WV KD
NYORO-MULCH ALL AREAS WHICH HAVE KEN DRILL 0q
BROADCAST KEKD. HIM INCREMENTS TO FORM A HOMOGENEOUS
SLURRY. USING THE COLOR OF THE MULCH AS A METERING Al
5. "STALL STRAW BATE WHO AT ME START K CONSTRUCT".
SPRAY THE SLURRY MIXTURE UNIFORMLY OVER ME DESIGNATED
COORDINATE WITH THE CITY OF FORT COWS FOR REMOVAL.
SEEDED AREA.
R. GENERAL ELUSION CONT OL CWSIRUCTMM PLAN NOTES, CITY
B. THE MIXTURE SHALL BE APPUED AT A RATE RECOMMENDED K
OF FORT M CLNS, JULY 1996.
ME WIIUFACTVRER,
A, THE Col OF FORT CORNS STORYWAICR UGUTV M4M
C. NnRO-MULCWNG SNALL NOT K GONE IN MY PRCSENK Or
W WWL INSPECTOR MUST K NOTIFIED AT LEAST 24 NORM PRIOR
NuWACE WATER OR RICH WINO, THOROUGHLY CLEAN OVERSPRAY AREAS
TO ANY CONSTRUCTION OR THIS ME.
AND SITE AMENITIES AFTER MULCHING.
R. ALL REOVRLD PERIMETER SALT FENCING BE MSrALLEO
ANYLANDSWEL
PRIOR TO ry D DISTURBING AWNRY (KOLXP LUNG
CONSTRUCTION SEOUCNCL
STRIPPING, GRAPHIC, ETC.). ALL OTHER REQUIRED EROSION
PROJECT:
PYMSIW EAST
CONTROL MEASURES SYLLL BE INSTALLED AT THE APPROPRIATE TIME
IN ME CONSTRUU" S[WMLE AS INDICATED IN ME APPROVED
gAEARp FORM C sEOVEE( FM1 2W1 GKY CWPL W BY: NOT
PROJECT SCHEDULE CONSRUCTKIN Pugs ANC EPoSOM CONTROL
DATE •hL/om
REPpR
_
O, PRE-DISTURMNCE VEOgAMM SNALN BE PROTECTED AND
InEkWE y me el a Rer Dm Wr "i I wwkn mnlM
BUMMED WMER F POSSIBLE. K ORAL OR DIWUROANW W
maaAun M Ina1BIW. Mnbr moGlllal k an
EXISTING YEGRATNN Lou uWIED To FE AREA Kg D MR
OPPnwB wnWuH ar FmeRA NOTION" o HOW Whol F Iv
MEDIATE CCNSIRUCTION DONATIONS, AND FOR ME SHMOES!
aPoNAW MY MA CRY Crpinwr.
PRACTMLL ARM OF TIME.
2W1/$ 2
D. ALL SOILS DWIGHT) DURING "NO DnrugBlNG ACTIVITY
Month A A M J J A S O N O J F
(STRIPPING. GROUND. ME IMSTALur ON STOIXnuE
"LUNG E j SMALL K REPIF IN A ROUGHEN CONO ON BY
MPPIMO OR OBCING ALWO "NO CONTOURS UNTIL MIEM.
XEGETATON, OR OTHER PERMANENT EROSION CONTROL IS INSTALLED.
O SOILS M ARMS OUTK PROJECT STREET WANT Or WAY BULL
REMAIN [OF K LAND DISTURBING ACTIVNY FDA HERE Txµ
THIRTY (SB) OAYS BEFORE REWIRED TEMPORARY OR PERWKM
EROSION CONTROL (EG. SEm/uULCH. uxOSCAaE, ETC.) IS
INSTALLED. UIRESS OTHERWISE APPROVED IF ME STMIEWATER
ul
E. THE PROPERTY SHALL BE WATERED AND WIMAINLD AT ALL
TIMES WRIMO CONSTRUCTON RETINUES SO AS !0 PREVENT WINO-
CAUSW EROSION. .ELL LAND HUMBUG AEMVTIES SHALL BE
IMMEDIATELY DISCONTINUED WHEN FUGITIVE MST IMPACTS ADJACENT
PRWCRTIES. AS UTUMINED BY THE Cltt OF PORT CORNS
EMWNELMNG DEPARTMENT.
F. ALL TEYPWIRY (STRUCTURAL) EROSION CONTROL MEASURES
WLL BE INSPEWEO jD REPAIRED OR RECONSTRUCTED AS
NECESSARY AFTER RAG RUNWP EVENT IN OMER TO ASSURE
CONTINUED MMORWNW K THEIR TCXDOO FUNCTION. ALL
REruxm KMMENIS, PARTICUWNTY THOSE OR PAYED ROADWAY
SUMACH SMALL K KWWD AMID DISPOSED OF M A MxKR AND
LOCATION 50 AS NOT TO "USE THEIR RELEASE INTO ANY
GRAIN
G. NO SOIL S70CXPLE SHALL EXCEED ITEM (10) FEET M MIGHT,
ALL SOIL STOCTURIS SNLLL K PRWEREO FROM SEONLM
TMMPWT K SORTAN RW MMO WATERING, AND KRKSER
SILT FUJ INTO ANY SOML STOCKPIE RLW HNO AFTER 50 DAYS
SHALL K SEEDED AND WALCNLO
x. cm ORDNANCE NIKKEI THE TMCNNG. DROPPING, OR
GENERATING Of SOIL OR ANY OTHER YAICRAL ONTO CITY STR
OWRLOT ORAOIW
WIND ERWION CONTROL
Sell Iranly
POUTH r Ril In
Aaanknol Oil
V.BOal u.moea
SIR SINI
Other
RAINFALL EROSION
CONTROL STRUCTURAL
$W,Mnl Tn0/Boaln
41 IOWA
Slre Ba. an
31 Pe Minion
SOM Beep
Sr nrro„Mbn
Cen
Aepmn/comrl$o MNp
MNN,
VEGETATIVE
Parmonml S«a PHwUW
Mull / Swknl
X�Par'n Swa Penllnp
e.
FUJI / Y / Blenkab
K OR FROM ANY VLNCu, ANY ADVEMENT OLPoSED MATERIAL
SMALL. BE CLEANED IMMEDIATELY BY ME CWTRACTW. HOLE: FOR ERGSNN CplLR0. DEEuu, SEE
EWBICM BONIRJL CET" BNRL.
SUMMARY OF DRAINAGE DATA
DRAINAGE
BASINS
AREA
DEVELOPED
DEVELOPED
2—YR O
2—YR C
00—YR MOTIF
A
Q30
0.48
55
2.06
.69
8
LMR
2.58
71
11.9
.BST
C
0.08
016
69
am
,86
D
O.N
051
.60
2.24
,75
E
0.28
034
45
1 46
56FFFFFF—
F
O.BR
LAB
.88
BA1
,82
NOTE : LOONAN EX ASSOCIATES DESIGN
POINT 5
Q . ,R'S DESIGN PONT
14A®
_ LEGEND
SUBBA9H MIEF PNWM3D BA41 BW1pMY I.
Al PRIYIY;D BASw LABEL
.55 sumA9x ARu
(« ACRES)
QPBWM¢p (f51C1! PCIIT
—� KIW030 ROW M"M
WWOSEO STEROL SEYEB
X— x SF X— X— SLIT FENCE
KNDY mALNWG CMIYMx
N
GRAPHIC SCALE
?O BD N ILO
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