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Final Drainage and Erosion Control Report
For
STORM SEWER OUTFALL FOR
SOUTH 13 SUBDIVISION
Larimer County, Colorado
Prepared for:
Cactus Rose Development Cactus Rose Development GroupLimited
P.O. Box 271187
Ft. Collins, Colorado 80527
.
Prepared by:
SHEAR ENGINEERING CORPORATION
Project No: 1738-01-99
DATE: September 2000
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 Fax (970) 282-0311 www.shearengineering.com
Final Drainage and Erosion Control Report for the Storm Sewer Outfall for South 13 Subdivision
Project No. 1738-01-99
I
Table of Contents
I.
GENERAL LOCATION AND DESCRIPTION: ............................................................................ 3
A. LOCATION......................................................................................................................................3
IL
DRAINAGE BASINS AND SUB -BASINS: ...................................................................................... 3
A. MAJOR BASIN DESCRIPTION..........................................................................................................3
B. SUB -BASIN DESCRIPTION...............................................................................................................3
III.
DRAINAGE AND EROSION CONTROL DESIGN CRITERIA: ................................................
4
A. REGULATIONS................................................................................................................................4
B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS............................................................4
C. HYDROLOGICAL CRITERIA.............................................................................................................4
D. HYDRAULIC CRITERIA...................................................................................................................4
IV.
DRAINAGE FACILITY DESIGN: .................................................................................................. 4
A. GENERAL CONCEPT........................................................................................................................4
B. SPECIFIC DETAILS — STORM SEWER...............................................................................................5
V.
EROSION CONTROL: ..................................................................................................................... 5
A. GENERAL CONCEPT........................................................................................................................5
B. SPECIFIC DETAILS..........................................................................................................................5
VI.
CONCLUSIONS: ............................................................................................................................... 6
A. COMPLIANCE WITH STANDARDS....................................................................................................6
B. DRAINAGE CONCEPT......................................................................................................................6
VII.
REFERENCES: .................................................................................................................................. 6
Appendix I Drainage Calculations
Appendix H Charts and Figures
Appendix III Reference Documents
Page 2
Final Drainage and Erosion Control Report for the Storm Sewer Outfall for South 13 Subdivision
Project No. 1738-01-99
I. GENERAL LOCATION AND DESCRIPTION:
A. LOCATION
1. South 13 Subdivision is located in the Northwest One -Quarter of Section 12,
T6N, R69W of the 6th P.M., Ft. Collins, (Larimer County), Colorado.
2. More specifically, the construction site is located on the north side of Bueno
Court in the Southeast part of Fort Collins, Colorado (See Vicinity Map).
3. Bueno Court is a fully developed street. These improvements were installed
with the final utility plans for South 13 Subdivision.
4. This project will consist of a storm sewer through 3 lots (Lots 3-5) in South
13 subdivision. Commercial warehouses and the necessary parking for the
intended use will be constructed on lots in the near future.
II. DRAINAGE BASINS AND SUB -BASINS:
A. MAJOR BASIN DESCRIPTION
1. The site is situated within the Fossil Creek Basin as designated on the City
of Fort Collins Stormwater Basin Map.
B. SUB -BASIN DESCRIPTION
1. The site slopes from west to east. Historically, runoff from the site flows
onto flows into Fossil Creek Meadows First Filing.
2. The site is located at the low point of the subdivision. Approximately 9.76
acres contributes to the inlet located at the low point on Bueno Court.
Currently when the inlet is overtopped, the water flows north into Fossil
Creek Meadows First Filing.
a. Larimer County required that the offsite stormwater be diverted around
the west side of Fossil Creek Meadows First Filing in order to reduce the
drainage problems that exist in Fossil Creek Meadows First Filing.
Page 3
Final Drainage and Erosion Control Report for the Storm Sewer Outfall for South 13 Subdivision
Project No. 1738-01-99
III. DRAINAGE AND EROSION CONTROL DESIGN CRITERIA:
A. REGULATIONS
1. All storm drainage design criteria from the Larimer County Stormwater
Management Manual were adhered to.
B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS
1. The existing stormwater infrastructure in Bueno Court is inadequate for the
100-year storm event. In order to reduce the depth of water in the street at
this location, it was necessary to install an additional area inlet behind the
curb.
C. HYDROLOGICAL CRITERIA,
1. The Rational method (Q = CIA) was used to determine the peak flows for
the 10 and 100-year storm events (commercial requirements).
2. Rainfall intensities were taken from figure 3.1 in the City of Fort Collins
Stormwater Criteria Manual. The revised figure 3.1 that was recently
adopted by the City with Ordinance No. 42 was utilized. A look up table
with values taken from figures 3-la and b was used in the runoff
calculations. A copy of these tables is included in Appendix H.
D. HYDRAULIC CRITERIA
1. Storm sewer capacities are based Manning's n values as recommended by
the Larimer County Stormwater Management manual.
IV. DRAINAGE FACILITY DESIGN:
A. GENERAL CONCEPT
1. The proposed grading of the three lots where the storm sewer will be
constructed is intended to convey the majority of the onsite stormwater to
into the storm sewer.
a. The northeastern corner of Lot 5 will still contribute a small amount of
stormwater to Fossil Creek Meadows First Filing.
2. The storm sewer is designed to pass on and offsite stormwater through the
site and on to an existing storm sewer north of the site along the east side of
State Highway 287.
Page 4
Final Drainage and Erosion Control Report for the Storm Sewer Outfall for South 13 Subdivision
Project No. 1738-01-99
B. SPECIFIC DETAILS— STORM SEWER
1. A special inlet will be installed behind the walk that will intercept the
majority of the flows that overtop the existing inlet on Bueno Court. Refer
to the drainage calculations located in Appendix I for additional detail on
the inlet sizing.
2. A 36" ADS N-12 storm sewer with 10-psi joints has been specified to pass
the stormwater through the site. The 10-psi joints are required because
portions of the pipe will be flowing under pressure.
3. A pair of area inlets will be installed in sump condition to intercept the
runoff from the site. The inlets are sized to minimize the ponding depth in
the parking lots along the north property line.
V. EROSION CONTROL:
A. GENERAL CONCEPT
1. Erosion control measures are specified on the Site and Grading Plan.
B. SPECIFIC DETAILS
1. The following temporary erosion control measures are specified;
a. Haybales in the swales on the site and in the offsite swale.
b. Haybales will be placed around the proposed area inlets.
c. Silt fence along the downstream property line.
2. The following permanent erosion control measures'are specified;
a. The offsite channel will have riprap installed for the full length and
width of the channel with a median rock size of (D50) 12 inches.
Page 5
Final Drainage and Erosion Control Report for the Storm Sewer Outfall for South 13 Subdivision
Project No. 1738-01-99
VI. CONCLUSIONS:
A. COMPLIANCE WITH STANDARDS
1. All drainage analysis has been performed according to the requirements of
the Larimer County Stormwater Management manual.
2. All Erosion Control design complies with the Larimer County Stormwater
Management manual and generally accepted practices.
B. DRAINAGE CONCEPT
1. The drainage design for Lots 3-5 South 13 Subdivision is in accordance with
Larimer County requirements.
2. There will be no adverse downstream effects due to the development of the
site.
VII. REFERENCES:
■ Larimer County Storm Water Management Manual; May 1979
■ Urban Drainage and Flood Control District Drainage Criteria Manual
Page 6
APPENDIX I
Drainage Calculations
Project No: 1738-02-00 Shear Engineering Corporation
By: MEO Lots 3-5 South 13
RUNOFF
Rational
9/6/2000
Page 1 of 7
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Project No: 1738-02-00 Shear Engineering Corporation Rational
By: MEO Lots 3-5 South 13 9/6/2000
. Sub -basins
1
1
Sub -basin includes most of South 13 subdivision - south to
Street and West to Frontage Road
Area 500 x 850 ft =
Area will be developed as light industrial
Smokey
425000
Input Area =
9.76
acres
Percent
200s
10%
150
150
40°s
1000
Surface Characteristics
Area
acres
C*A
2-yr 10-yr 100-yr
Asphalt
1.95
1:85
1.85
2.32
Concrete
0.98
0.93
0.93
1.16
Gravel
1.46
0.73
0.73
0.91
Flat lawn Sandy Soil
1.46
0.15
0.15
0.18
Roofs
3.90
3.71
3.71
4.63
Total Area
9.76
7.37
7.37EO
9.21
Composite C
0.755
0.755.944
Rounded C
0.760
0.760
0.940
Note: all C values rounded to the nearest hundredth
Sub -basin
2
Sub -basin
Area will
includes Lots 3-5 and 500 of 1 &
be developed as light industrial
2 South
57793
sf
Input Area =
1.33
acres
Percent
206
100
159
150
400
1000
Surface Characteristics
Area
acres
C*A
2-yr 10-yr 100-yr
Asphalt
0.27
0.25
0.25
0.32
Concrete
0.13
0.13
0.13
0.16
Gravel
0.20
0.10
0.10
0.12
Flat lawn Sandy Soil
0.20
0.02
0.02
0.02
Roofs
0.53
0.50
0.50
0.63
Total Area
1.33
1.00
1.00
1.25
Composite C
0.7551
0.755
0.944
Rounded C
0.7601
0.760
0.940
Note: all C values rounded to the nearest hundredth
Page 3 of 7
Project No: 1738-02-00 Shear Engineering Corporation
By: MEO Lots 3-5 South 13
Developed Sub -basin summary
Sub- Area Runoff Coefficient
basin 2-yr 5-yr 100-yr
1
9.76
0.76
0.76
0.94
2
1.33
0.76
0.76
0.94
Desiqn Point summary
DP Sub- Area
Basins acres
Runoff Coefficient
2-yr 10-yr 100-yr
1
1 1
1 9.76
0.76
0.76
0.94
2
2
1 1.33
0.76
0.76
1 0.94
Rational
9/6/2000
Page 4 of 7
Project No: 1738-02-00 Shear Engineering Corporation
By: MEO Lots 3-5 South 13
Developed Conditions
Flow to Design Point
1
From Sub-basin(s)
1
`
Notes:
Peak flows to inlet
located @
the intersection of
Bueno & Caji
Area (A)= 9.76
acres
Runoff Coef. (C)
2-yr
10-yr
100-yr
C = 0.76
0.76
0.94
Time of Concentration ( C)
OVERLAND TRAVEL TIME (Ti)
(1.87*(1.1-C*Cf)*LA0.5)/SA0.33
LENGTH = 20.0
ft
SLOPE = 2.00
0-
2-yr
10-yr
100-yr
C = 0.20
0.20
0.25
Ti (min)= 5.99
5.99.
5.66
Travel Time (Tt)
=L/(60*V)
All Velocities taken
from figure 3-2
Length Slope
Flow Type
Column
Velocity
Tt (min)
250.00 3.00
Gutter
7
3.40
1.23
200.00 1.00
Gutter
7
2.00
1.67
820.00 1.50
Gutter
7
2.36
5.79
? 1.00
Swale
6
1.58
0.00
Total Travel Time
8.68
Length = 1290.00
L/180+10=
17.17
versus
14.67,
Tc =Ti+TOTAL TRAVEL
TIME
2-yr
10-yr
'100-yr
Tc (min)= 14.67
14.67
14.34
Use Tc = 14.5
14.5
14.50
INTENSITY (I) (iph)
Intensities taken
from fig.
3-1
2-yr
10-yr
100-yr
I = 1.90
3.24
6.62
RUNOFF (Q= CIA) (cfs)
2-yr
10-yr
100-yr
Q = 14 A5
24.02
60.67
Conclude:
Existing inlet 5.00 ft type R in sump condition
Reduction Factor for inlet = 801
Obtain Capacity from figure 5-2.h = 0.50 ft
Depth yo/h Capacity Capacity
ft cfs/lf cfs
0.50 1.00 1.10 4.40
1.00 2.00 2.45 9.80
1.50 3.00 3.00 12.00
2.00 4.00 3.60 14.40
Ponding will be rather deep in the street
Install an area inlet behind the curb to reduce ponding to
1.50 ft in street
See inlet and storm sewer sizing on page 3
Rational
9/6/2000
Page 5 of 7
Project No: 1738-02-00 Shear Engineering Corporation
By: MEO Lots 3-5 South 13
Developed Conditions
Flow to Design Point
2
From Sub-basin(s)
2
.
Notes:
Peak flows to storm
sewer on
site
Area (A)= 1.33
acres
Runoff Coef. (C)
2-yr
10-yr
100-yr
C = 0.76
0.76
0.94
Time of Concentration ( C)
OVERLAND TRAVEL TIME (Ti)
(1.87*(1.1-C*Cf)*LA0.5)/SA0.33
LENGTH = 60.0
ft
SLOPE = 1.00
.
2-yr
10-yr
100-yr-
C = 0.50
0.50
0.63
Ti (min)= 8.69
8.69
6.88
Travel Time (Tt)
=L/(60*V)
All Velocities taken
from figure 3-2
Length Slope
Flow Type
Column
Velocity
Tt (min)
20.00 10.00
lawn
4
2.23
0.15
185.00 1.00
Gutter
7
2.00
1.54
? 1.50
Gutter
7
2.36
0.00
? 1.00
Swale
6
1.58
0.00
Total Travel Time
1.69
Length = 265.00
L/180+10=
11.47
versus
10.38
Tc =Ti+TOTAL TRAVEL
TIME
2-yr
10-yr
100-yr
Tc (min)= 10.38
10.38
8.57
Use Tc = 10.5
10.5
8.50
INTENSITY (I) (iph)
Intensities taken
from fig.
3-1
2-yr
10-yr
100-yr
I = 2.17
3.71
8.21
RUNOFF (Q= CIA) (cfs)
2-yr
10-yr
100-yr
Q = 2.19
3:74
10.23
Conclude:
Install 2 area inlets to intercept the flow
Q per inlet = 5.12 cfs
Allowable depth = 1.00 ft of depth
Q/sf = 4.00 cfs/sf
Reduction 80°s
Req'd open area = 1.60 sf
Install Neenah Grate R-3401
open Area 1.90
Estimated Depth = 0.84
See storm sewer sizing on page 3
sf - oversize slightly
ft
Rational
9/6/2000
Page 6 of 7
Project No: 1738-02-00 Shear Engineering Corporation
By: MEO Lots 3-5 South 13
Storm Sewer Design
Qinlet = 50.87 cfs
Qpipe = 60.67 cfs
Install Area inlet with # 8 rebar as grate
Maximum Depth = 1.00 ft
Capacity /sf open = 4.00 cfs/sf
Required Opening = 12.72 sf- Q/(Cap/sf)
Reduction Factor = 80%
Required Opening = 15.90 sf
Box Dimensions
Inside 5.00 x 5.00 equals 25.00 sf
Add # 8 rebar @ 0.50 ft O.C.= 0.25 sf - C/L - C/L
Bar diameter 0.08 ft
Subtract out 1/2 bar thickness
0.42 ft edge to edge
Number of squares in grid =
Total open area =
Actual capacity =
Actual depth of flow =
Pipe Required
Manning's n = 0.012 ADS N-12 pipe
Pipe C Req'd
Diam Slope
ft ft/ft
2.00
245.08
0.0613
2.50
444.35
0.0186
3.00
722.57
0.0070
3.50
1089.90-0.0031
4.00
1556,10
0.0015.
Due to site topography - install
3.00 ft diameter pipe @ 0.005 ft/ft
Pine will require pressure sealed
0.176 sf
100.00
17.64 sf
56.45 cfs
0.90 ft
Rational
9/6/2000
Page 7 of 7
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Inlet A-1 to Manhole A-2
Worksheet for Pressure Pipe
Project Description
Project File
d:\haestad\fmw\southl3.fm2
Worksheet
24" pressure pipe
Flow Element
Pressure Pipe
Method
Manning's Formula
Solve For
Elevation at 2
Input Data
Pressure at 1
0.00
psi
Pressure at 2
Elevation at 1
0.00
80.00
psi
ft
Length
63.63
ft
Mannings Coefficient
0.012
Diameter
2.000
ft
Discharge
60.6700 cfs
Results
Elevation at 2
76.10
ft
Headloss
3.90
ft
Energy Grade at 1
85.80
ft
Energy Grade at 2
81.90
ft
Hydraulic Grade at 1
80.00
ft
Hydraulic Grade at 2
76.10
ft
Flow Area
3.14
ftz
Wetted Perimeter
6.28
ft
Velocity
19.31
ft/s
Velocity Head
5.80
ft .
Friction Slope
0.061291 ft/ft
09/06/00 FlowMaster v5.13
12:20:07 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
MH A-2 to Inlet B-1
Worksheet for Pressure Pipe -
Project Description
Project File
d:\haestad\fmw\southl3.fm2
Worksheet
36" pressure pipe
Flow Element
Pressure Pipe
Method
Manning's Formula _
Solve For
Elevation at 2
Input Data
Pressure at 1
0.00
. feet H2O
Pressure at 2
0.00
feet H2O
Elevation at 1
75.60
ft
Length
136.00
It
Mannings Coefficient
0.012
Diameter
30.00
in
Discharge
60.6700 cfs
Results
Elevation at 2
73.06
ft
Headloss
2.54
ft
Energy Grade at 1
77.97
ft
Energy Grade at 2
75.44
ft
Hydraulic Grade at 1
75.60
ft
Hydraulic Grade at 2
73.06
ft
Flow Area
4.91
ftz
Wetted Perimeter
7.85
ft
Velocity
12.36
fUs
Velocity Head
2.37
ft
Friction Slope
0.018644 fUft
09/07/00 FlowMaster• v5.13
07:18:39 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Inlet B-1 -Inlet B-2
Worksheet for Pressure Pipe
Project Description
Project File
d:\haestad\fmw\southl3.fm2
Worksheet
36" pressure pipe
Flow Element
Pressure Pipe
Method
Manning's Formula
Solve For
Elevation at 2
Input Data
Pressure at 1 0.00 psi
Pressure at 2 0.00 psi
Elevation at.1 4,976.84 ft
Length 67.06 _ ft
Mannings Coefficient 0.012
Diameter 30.00 in
Discharge 65.7800 cfs
Results
Elevation at 2
4,975.37
ft
Headloss
1.47
ft
Energy Grade at 1
4,979.63
ft
Energy Grade at 2
4i978.16
ft
Hydraulic Grade at 1
4,976.84
ft
Hydraulic Grade at 2
4,975.37
ft
Flow Area
4.91
ftz
Wetted Perimeter
7.85
ft
Velocity .
13.40
ft/s
Velocity Head
2.79
ft
Friction Slope
0.021917 ft/ft
09/07/00 FlowMaster v5.13
08:08:08 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Inlet B-2 - MH A-3
Worksheetfor Pressure Pipe
Project Description
Project File
d:lhaestad\fmw\south13.fm2
Worksheet
36" pressure pipe
Flow Element
Pressure Pipe
Method
Manning's Formula
Solve For
Elevation at 2
Input Data
Pressure at 1
0.00
psi
Pressure at 2
0.00
.psi
Elevation at 1
4,977.64
ft 1v (, A E ei}}
Length
36.71
ft
Mannings Coefficient
0.012
Diameter
30.00
in
Discharge`
70.9000 cfs
Results
Elevation at 2
4,976.71
ft
Headloss
0.93
ft
Energy Grade at 1
4,980.88
ft
Energy Grade at 2
4,979.95
ft
Hydraulic Grade at 1
4,977.64
ft
Hydraulic Grade at 2
4,976.71
ft
Flow Area
4.91
ft,
Wetted Perimeter
7.85
ft
Velocity
14.44
ft/s
Velocity Head
3.24
ft
Friction Slope
0.025462 ft/ft
09/07/00 - FlowMaster v5.13
08:34:40 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
MHA-3-MHA-4
Worksheet for Pressure Pipe
Project Description
Project File
d:\haestad\fmw\southl3.fm2
Worksheet
36" pressure pipe
Flow Element
Pressure Pipe
Method
Manning's Formula
Solve For
Elevation at 2
Input Data
Pressure at 1
0.00
psi
Pressure at 2
0.00
psi
Elevation at 1
4,976.51
It
Length
214.50
ft
Mannings Coefficient
0.012
Diameter
30.00
in
Discharge
70.9000 cfs
Results
Elevation at 2
4,971.05
ft
Headloss
5.46
ft
Energy Grade at 1
4,979.75
ft
Energy Grade at 2
4,974.29
It
Hydraulic Grade at 1
4,976.51
ft
Hydraulic Grade at 2
4,971.05
ft
Flow Area
4.91
ftz
Wetted Perimeter
7.85
ft
Velocity
14.44
fus
Velocity Head
3.24
ft
Friction Slope
0.025462 fUft
09/07/00 FlowMaster v5.13
08:35:59 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
AA N-6
MH -MHO
Worksheet for Pressure Pipe.
Project Description
Project File
d:\haestad\fmw\southl3.fm2
Worksheet
36" pressure pipe
Flow Element
Pressure Pipe
Method
Manning's Formula
Solve For
Elevation at 2
Input Data
Pressure at 1
0.00
psi
Pressure at 2
0.00
psi
Elevation at 1
4,970.55
ft
Length
122.27
ft
Mannings Coefficient
0.012
Diameter
36.00
in
Discharge
70.9000 cfs
Results
Elevation at 2
4,969.37
ft
Headloss
1.18
ft
Energy Grade at 1
4,972.11
ft
Energy Grade at 2
4,970.94
ft
Hydraulic Grade at 1
4,970.55
ft
Hydraulic Grade at 2
4,969.37
ft
Flow Area
7.07
ftz
Wetted Perimeter
9.42
ft
Velocity
10.03
ft/s
Velocity Head
1.56
ft
Friction Slope
0.009629 ft/ft
09/07/00 FlowMaster v5.13
08:36:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
MHA-5-FES
Worksheet for Pressure Pipe
Project Description
Project File
d:\haestad\fmw\south13.fm2
Worksheet
36" pressure pipe
Flow Element
Pressure Pipe
Method
Manning's Formula
Solve For
Elevation at 2
Input Data
Pressure at 1
0.00
psi
Pressure at 2
0.00
psi
Elevation at 1
4,969.17
ft
Length .
114.92
ft
Mannings Coefficient
0.012
Diameter
36.00
in
Discharge
70.9000 cfs
Results
Elevation at 2
4,968.06
ft
Headloss
1.11
ft
Energy Grade at 1
4,970.73
ft
Energy Grade at 2
4,969.63
ft
Hydraulic Grade at 1
4,969.17
ft
Hydraulic Grade at 2
4,968.06
ft
Flow Area
7.07
ft2
Wetted Perimeter
9.42
ft
Velocity
10.03
ft/s
Velocity Head
1.56
ft
Friction Slope
0.009629 ft/ft
09/07/00 FlowMaster v5.13
08:41:49 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of i
APPENDIX II
Supporting exhibits, figures, tables, etc.
Figure 3-1: City of Ft. Collins Rainfall Intensity Duration Curve
Figure 3-2: Estimate of Average Flow Velocity for Use with the Rational Formula
Table 3-3: Rational Method Runoff Coefficients for Composite Analysis
Table 3-4: Rational Method Frequency Adjustment Factors
Fig 5-3: Capacity of Grated Inlet in Sump
Table 4 Circular Pipe Flow Capacity for Mannings 'n' = 0.012
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
inW
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
1.43
2.92
59.00
0.83
1 1.42
2.89 '
60.00
0.82
1 1.40
2.86
AVERAGE FLOW VELOCITY FOR USE WITH RATIONAL METHOD
FROM FIGURE 3-2
SLOPE
VELOCITY
(fps)
Forest
Fallow
Lawn
Bare
Swale
Gutter
none
_0.5
0.18
0.33
0.50
0.70
1.11
1.50
0.00
0.6
0.19
0.36
0.54
.0.75
1.22
1.61
.0.00
0.7
0.20
0.38
0.58
0.82
1.33
1.72
0.00
0.8
0.22
0.41
0.62
0.85
1.41
1.80
0.00
.0.9
0.23
0.44
0.66
0.92
1.51
1.88
0.00'
1.0
0.24
0.46
0.70
0.98
1.58
2.00
0.00
1.5
.0.28
....0.54
0.82
.1.21
1.83
2.36
0...00
2.0
0.35
0.65
1.00
1.47
2.16
2.83
0.00
2.5
0.38
0.73
1.12
1.58
2.39
3.10
0.00
3.0
0.43
.0.80
1.26
1.72
2.61
3.40
0.00
3.5
.0.46
0.85
1.37
1.85
2.80
3.67
0.00
4.0.
0.50
0.93
1.47
1.94
3.00
4.00
.0.00
4.5
0.52
0.97
1.54
2.04
3.17
4.18
0_00
5.0
0.54
1.05
1.64
2.19
3.37
4.45
0.00
5.5
0.58
1.14
1.71
2.30
3.50
4.72
0.00
6.0
0.61
.1.17
1.77
2.40
3.66
-4.91
0.00
6.5
0.64
1.19
1.81
.2.50
.3-81
5.11
0.00
7.0
'0.67
1.28
1.89
2.61
4.00
5.23
0.00
7.5
0.69
.1.32
.1.92
.2.73
4.13
5.34
0.00
8.0
0.71
1.36
1.97
2.78
4.39
5.67
0.00
8.5
0.73
1-41
2.01
2.84
4.42
5.77
0.00
9.0
0.75
1.47
2.07
2.93
4.56
6.00
0.00
9.5
0.78
1.50
2.18
3.00
4.67
6.17
0.00
10.0
0.80
1.53
2.23
3.09
4.80
6.24
0.00
FROM CITY OF FORT COLLINS DRAINAGE CRITERIA MANUAL
TABLE 3-3 RATIONAL METHOD RUNOFF COEFFICIENTS
FOR COMPOSITE ANALYSIS
SURFACE C
ASPHALT
0.95
CONCRETE
0.95
GRAVEL
0.50
ROOFS
0.95
LAWNS, SANDY
SOIL:
FLAT < 2°s
0.10
AVERAGE 2 TO
7i
0.15
STEEP > 736
0.20
LAWNS, HEAVY
SOIL:
FLAT < 21
0.20
AVERAGE 2 TO
70s
0.25
STEEP > 7%
0.35
2-year 10-year 100-year
Cf 1.00 1.00 1.25
Note
Cis never greater than 1.00
l
Table 3-4
RATIONAL METHOD FREQUENCY ADJUSTMENT FACTORS
Storm Return Period Frequency Factor
years Cf
2-10 1.0
11-25 1.1
26-50 1.20
51-100 1.25
Note: The product of C times Cf shall not exceed 1.0
e
•
0.7
w 0.6
F-
w
Z 0.5
w
> 0.4
0
x
a 0.3
w
0
c�
z 0.2
0
z
0
am
0
r
EXAMPLE
I
I'
0 I 2 3 4
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
NOTE: When specifying or ordering grates -
Please refer to "CHOOSING THE PROPER INLET GRATE" on pages 108 and 109.
1-3397
cutter Inlet Frame and Grate
Heavy Duty
Note opening at rear of frame:
Also available with Type V grate. (See R-3157-2
page 125). Order as R-3397-1.
R-3401
Single Gutter Inlet Frame and Grate
Heavy Duty
Not recommended for bicycle traffic.
PLAN VIEW R-3401 PLAN VIEW R-34016
Illustrating R-3401
R-3401-B
Double Gutter Inlet. Frames and
Grates
See R-3401 for detail.
PLAN VIEW R-3401 C
178 NEENAH
FOLINORY COMPANY nvl
FREE OPEN AREAS OF
NEE NAH GRATES
(Conti)
I I
so.
so.
so.
so.
ALOG
FT.
- CATALOG
FT.
CATALOG
FT.
CATALOG
FT.
JO.
TYPE
OPEN NO.
TYPE
OPEN
NO.
TYPE
OPEN
N
PEN
310.
..D .......1.3
R-3227-D ......
DR/DL...
2.3
R-3283-C ......B
.......4.2
Q ......A
or ...3.2
-I
-
015 .
..R .......
1.3
R-3228-BD.....
DR/DL...
2.3
R-3285 ........0
.......
1.5
0 :
030 ... ....A
.......
1.0
R-3228-ED :....
DR/DL...
2.3
R-3285-A-1.....
0 .......
1.4
R-3403-F
3.2
030 ........D
.......1.3
R-3228-G ......0
.......2.2
R-3285-B ......D.......1.9
......A
R-3404 ........
.......
A orC ...1.4
r
030 ........
DR/DL...
1.3
R-3228-H ......0
.......
1.9
R-3286 ........0
.......0.8
R-3406 ........0
.......
1.8
031-A ......S
.......0.8
R-3228-J.......
D .......2.2
R-3286-8V .....V
.......0.7
R-3406-A ......0
.......1.8
031-B ......S
.......0.8
R-3228-K ......0
.......
1.9
R3287 ........0
.......
1.4
R-3407 ........A
or C...
5.3
032-A ......S
.......0.8
R-3229-A ......0
.......1.7
R-3287-1OV ....V
........1.1
. R-3408 ........D
.......1.4
I
032-B ......S
.......0.8
R-3229-L ......L
.......1.5
_ R-3287-SBIO...
S .......1.5
R-3408-A ......D
........2.8
033-A ......S
.......0.8
-R-3232 .........0
.......2.0
R-3288-E ......
DR/DL...
2.6
- R-3408-B .....:D
.....:.2.8
033-B ......S
.......0.8
R-3233 ........A
.......2.8
R-3288-E ......V
.......2.9
R-3409 ........0
.......1.5
-
034-A ......S
.......1.1
R-3233-D ......A
.......2.8
R-3288-F ... ...OR/DL
...
2.6
R-3410.1 ......A
.......0.2
'-
034-B ......S
.......1.1
R-3234-B ......0
....:..1.3
R3288-HV.....
V .......3.2
-
..-.R-3410.........
C .......0.2
035-A ......S
.......1.1
R-3234-B1- .....
C .......1.3
R-3288-J.......
C .......3.8
;. R-3411 .........B.......2.1
I
036-A.......
S .......1.1
R-3234-132 .....0
.......1.3
,R-3289-A ......D.......1.5
",R-3412........
A .......2.0
r
036-B ......S
.......1.1
R-3235 ........0
.......1.3
R-3289-HV.....
V .......1.6
-
- .R-3413 ..__......0
......_..2.0
?
037-A ......S
.......
1.6-
R-3236 ........0
.......
1.1
R-3289-L ......0
.......
1.5
_.R-3415 ..........A
.......4.1
038-A ......S
.......1.5
R-3236-1 ......0
.......1.2
R-3289C ......
OR/DL...
1.3
R3416 .........A
.......
1.4
"
039-A ......S
.......1.5
R-3236-A ......0
.......1.1
R3290 ........0
.......1.7
.. R-3417 ..........0
........3.8
I
040 ........
A .......1.0
.R-3236-8 ......0
.......1.1
- R-3290-A ......0
.......2.6
�-R-3419.........
E .......2.6
042 ........A
.......0.3
R3237 ........0
.......1.3
R-3290-B ......D
........3.5
-
R-3420 ........A
.......0.8
-
050 ........A
.......1.0
R-3237-1 ......0
.......1.1
R-3290-C ......D.......3.8
R-3423 ........8
........2.1
I-
065 ........
DR/DL...
0.9
R-3237-A ......0
.......1.1
R-3291 ........0
.......1.7
R-3425-A .......K
.......1.6
065-L ......L
.......0.9
R-3237.8.......
C .......1.1
R-3292 ........0
.......1.8
-
..R-3425-B .....
`K........
1.6
065-V ......V
.......
1.1 -
R-3238 ........
C .......
1.3
R-3293 ........
D.......
2.8
" R-3429-A ......
A orC ...
1.0
I
066 ........
DR/DL'...
1.4
R-3239-A ......A
.......1.0
R-3294-C ......A
.......3.1
R-3430 ........
A or C...0.9
067 ........
DR/DL...
1.9
R-3240 ........0
.......2.3
R-3295-A ......D.......4.7
- R-3431.........
A or C ...0.9
-
067-L ......L
.......
1.8
R-3240-A ......0
.......
2.9
- R-3295-B ......
D.......
7.1
R-3433 .........
A orC ...2.0
067-V ......V
.......2.2
R-3246 .........0
.......1.8
R-3295-AL .....L
.......3.2
R-3434 ........
A orC ...1.0
��
069 ........S
.......1.0
.
R-3246-A ......0
.......2.5
R-3295-BL .....L
.......4.8
R-3435 ........
A or C ...2.7
070 ...:....A
.......0.9
R-3246-A ......
DR/DL...
2.7
R-3295-AV .....V
.......
4.1
R-3436 ........
A or C ...2.8
I
070 ........
D... :...
1.0
R-3246-AL .....L
.......3.0
R-3295-BV .....V
.......6.1
R-3437 ........
A or C...3.3
070 ........
DR/DL.:.1.0
- R-3246-B ......
D .......2.4.
R-3296-A ......
C .......3.6
R-3438-A.......
.: A or.0 ...
7.0
"
075 ........
.DR/DL...
1.0
:R-3246C ........D
........2.2
..,R-3296-B ......C...........5.4
-R-3440-- .....
..:C.........:.0.2
�+
075-L ......
L .......0.9
R-3246-CMC....
D .......1.8
R3297-1 ......
C .......
2.3
.. R-3440-A _ .....-
C...........0.6
;.
075-V ......V
.......
1.1
R-3246-D ......S
.......
1.8
R-3296 ........0
.......
1.7
">-R-3440-A1 .....A
.......0.4
076 ....-....V
.......
1.5
R-3246-D ......D
.......
1.8
, R-3299-A ......
Steel....
4.8
.. R-3440-8........0
........
0.8
I
077 ........V
.......
3.0
.. R-3246-E.......
C ........
1.8
R-3299-C .......
Steel....
3.5
-. R-3441 .........A
.......
1.0
077-L ......V
.......1.5
R-3246-F ......0
.......1.8
R-3336 ........
A or C...1.8
R-3442.........
B .......2.1
077-R.......
V .......1.5
_ R-3246-G ......
DR/DL...
1.9
R-3337-A ......0
.......1.1
.�R-3443 .........A
........0.8
078 ........V
.......1.5
R-3247-A.......
DR/DL...
5.1
R-3338-F.......
A .......1.4
..R-3443-A ......A
.......1.3
079 ........L
.......1.4
_ - R-3249-A ......0
.......1.3
R-3338-G ......A
.......2.8
.,.:R-3443-B .......A
........1.3
I
080 .........A
.......0.9
R-3249-B ......0
.......
1.3
R-3339 ........0
.......
1.6
:'R-3446-A .......8
.......
1.3
080 ........0.......1.0
R-3249-F ......S
.......1.1
R-3339-A ......A
or C ...1.8
R-3446-B1.....D
.......2.1
080.
..DR/DL...
1.0
R-3250 ........
K..-.:....
1.5
R-3339-B ......
A orC ...2.1
.R-3446C ......A
.......1.6
081 .
..A .......0.9
.R-3250-A ......K
.......1.5
.-R-3339-D ......G
.......1.1
".R-3447-A ......A........1.2
081 ...
...D .......1.0
. R-3250-1.......
K .......1.6
R-3340-B ......0
.......1.3
R-3448-B.......
C .......1.1
081 ........
DR/DL...
1.0.
R-3250-B .......K
.......1.4
' R-3340C .......0
.......1.2
R-3446-C ......0
.......0.9
085 ........
DR/DL...
1.0
- R-3250-C ......K
........1.4
• R-3340-D ......0
.......1.2
R-3448-D ......S
.......1.2
090 ........A
.......1.0
R-3250-BL .....L
.......1.0
R-3340-E ......0
.......2.4
R-3449 ........0
.......0.9
"
120 ........A
.......0.7
R-3250-CL .....L
.......1.0
R-3341 ........K
.......0.3
R-3450 ........A
.......1.6
130 ........
A - .....0.7
R-3250-BV ..;..V
.......
1.3
R-3342 ........
K.......
0.5
R-3451 ........0
.......
1.2
150 ........A
.......0.9
R-3250-CV .....V
.......
1.3
R-3344 ........
K.......
1.1
R-3451-B ......0
.......
1.7 "
151 ........A
.......0.9
R-3250-DV .....V
.......
1.3
R-3345 ........
K.......
1.1
R-3453 ........A
.......
1.5
�152 ........A
.......
1.0
R-3251 ........0
.......
1.0
R-3346 ........K
.......
1.4
R-3454 ........A
.......4.1
155-A ......D
.......
1.9
.R-3252-A ......V
.......
1.3
R-3347 .........K
.......
1.3 -
R-3454-B ......D
.......4.1
I
�156 .....:..0
.......
1.9
R-3253-A ......K
.......
1.5
R-3347-A ......K
......:2.3
R-3455-A ......A
.......2.6
j
�157-1 ......A
.......
2.3
R-3254 ........G
.......
1.2
R-3346 ........
K.......
1.9
R-3455-C ......A
.......
2.6
r-a.
�157-2 ......V
.......
1.5
R-3259 ........A
.......
1.7
R-3349 ........
K:......
2.4
R-3456 ........0
.......
2.7
-
�157-A ......K
.......
1.7
R-3260-A .....:A
.-......
2.6
R-3349-A ......
K.......
1.8
R-3456-A ......A
.......
2.6
-
�159-A ......S
.......
1.3
R-3261-A1 .....0
.......
1.1
R-3351 .........K
.......2.7
R-3457
4.6
�161 ........S
.......1.3
R-3266 ........V
.......0.6
R-3352 ........K.......3.5
........A
R-3457-B ......0
.......
.......5.4
�165 ........A
.......
1.4
R-3267 ........V
.......0.3
R-3355 ........K
.......4.1
R-3457-C
6.0
,165 ........0
.......
1.1
R-3270 ........A
.......
0.9
R-3356-A ......K
.......
1.5,
......B
R-3457-0 ......6
.......
.......6.0
.169 ........6
.......0.7
R-3270-B- .....
:A .......0.9
R-3357 ........K
.......2.2
R-3456 ........0
.......7.5
�170 ........6
.......0.7
R-3270-5 ......A
.......0.9
R-3359 ........K
.......
1.1
R-3456-A ......0
.......
5.8
173 ........0
.......
1.3
R-3272 ........A
.......
1.2
R-3360-A .......K
.......
1.6
R-3460-A ......A
.......0.8
174 ........
A:......
1.4
R-3273-A ......0
.......
1.2
R-3361 ........K
.......
3.4
R-3460C ......0
.......
0.8
j
175 ........A
.......
1.8
R-3274 ........0
.......
1.3
R-3362 ........0
.......
2.3
R-3460-D ......0
.......
0.8
180 ........0
.......0.9
R-3274-A ......0
.......
1.4
R-3362-1 ....:.0
.......
4.6
R-3461 ........0
.......
1.5
�203-A ......
A or C ...
1.0
R-3274-8 ......0
.......
1.4
R-3363-1 ......0
.......
4.6
R-3462-B ......
DR/DL...
1.3
"
,203-B ......
A or C ...
1.0
R-3275 ........A
.......0.9
R-3381 ........K
.......
1.0
R-3463-B ......
DR/DL...
2.6"
�203-C ......
A or C ...1.0
R-3276 ........B
.......0.8
R-3382 ........
K .......2.3
R-3464-D ......D
.......1.3-
-
-
�205 ........K
.......0.9
R-3277 ........A
.......1.0
R-3383-A ......K
.......2.7
R-3464-F ......0
.......1.6
�210 ........0
.......
1.7
R-3278-1 ......0
.......
1.2
R-3383-B ......K
.......
4.0
R-3469 ........A
.......
2.8
,210-A ......0
.......
1.6
R-3278-A ......0
.......
1.3
R-3390 ........K
.......
2.2
R-3469-E2 .....B
or D...
2.6
,210-AL ...-..L
.......
1.5_
R-3279 ........
D.......
1.4
R-3392 ........
K.......
1.8
R-3470-A ......B
.......
1.1
-
'�210-L ......L
.......1.5
R-3280-A ......0
.......1.8
R-3393-A ......K.......2.0
R-3471 ........0
.......0.6
�220 ........0
.......
1.5
R-3280-B ......0
... -....
1.2
R-3396 ........
K.......
3.2
R-3472 ........
A or C...
1.3
1220-L ......L
.......1.5
R-3281 ........0
.......1.4
R-3397 ........A
.......1.1
R-3473 ........0
.......0.9,
'�222-G ......0
:......1.4
R-3287-A ......0
.......1.0
R-3397-1 ......V
.......1.5
R3474
�222-L .:....L
.......
1.5
R-3281-B ......
DR/DL...
1.0
"'�R-3401 ........
D.......
1.9
........A
R-3475 ........A
.......1.9
.......2.7
1222-1 ......L
.......1.0
R-3282 ........A
.......0.7
R-3401-B ......B
.......3.8
R-3475-1 ......A
.......2.7
1227 ........0
.......2.3
R-3283-A ......B
.......1.4
R-3401-C ......8
.......5.7
R-34753 ......A
.......4.1
i227-C ......0
........1.9
R-3283-8 ......B
.......2.8
R-3402-3 ......
A or C...0.4
R-3475-E ......A
.......2.7
"
Type K indicates "Special'
grate style and is not among
standard types as
illustrated.
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APPENDIX III
Storm Sewer Plan and Profile
Site and. Grading Plan
�h HOUSE AMENDED PLAT OF A PORTION OF
+
_ \\ \+ SWAL 26 _ GARAGE FOSSIL CREEK MEADOWS, IST FILING
_ SW
10 UTIL. ESM — — — x — — — —
x-- H89'13 ' 92.35' —
20' POWER AND PHONE UTIL E x----_x T s
r— J `\gse>nsm-c T�' W pO 4 p_ o..
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a LOT'
s
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z m .., . I 1.5 POST FRAME 'w � B,l1I-IDING 1 �_
LOT. 4. _ .,I,jd4i7^�2SY2?i#'11t'l$. Ls FF 451:50,
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BUENO DRIVE —_ �'^� _ '
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WE-BULT wm LET z 111E CORIP 5 411i1FR�5ECn III
'WI' C=90.16'
NEMm FIAT OF LOTS 3AA — ob01111NNxue X)R31'23' /
SANITARY SEWER MMIHWE I�"�^� �✓
5 s. 13 M1.. wa Ywnx0. u O IW SWT&
flIM-69]8.9J' .uv¢ SHAPkT 7rtc�w SS INVERTS , lEwis ISPAWM :OT�t
INVERT IN (WEST 8' FIVE). 19]3.1' r° max• " n i w2aT x
NKRT OUT 50J�ylHrmwz )%J�%%% n�5rf mil// ���� m\ T � / yJ � N
LECE— ( M WASTE SYSTEMS)
yyy _ LOT 8 I c
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L\� '''YYYYY SL9E: III nwosm au..row SANITARY SEWER M HOSE S89I 140.00' x m
RIM 4W910'
t 1 t y' 1 1 FINS uu rer nrin INVERT IN (SWISH W PI
111: 1972.96 m F
INVERT IN
OORIHW£UT ST 8• PVC)= 19]2.8' I 5® mnrrrcr j....... /f/Som rwsrl q
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MLOT 34 ® LOT 9
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OFFSITE DRAINAGE EXHIBIT
cm `ITS RECORD DRAWING
^ REASONS 1 mH aYcusr. 2aoo Draw,, CAGIs.W C.G.T. TMOR SHEAR ENGINEERING CORPORATION 'rNE SITE AND GRADING PLAN PR0JL2i NO. 0/ SHEET No. NEE°S
Wes— xaK FMA DooW CM1e5Fe1 D.W.S. CACTUS ROSE DEVELOPMENT GROUP LIMITED 1838 SO. COLLEGE AVE, SUITE 12, FORS DOWNS. COLORADO 80525 SOU 13 SUBDIVISION 1738- —0 11 5
qgr
Till—W 1( = 20' D.W.S. PHONE: (970 228-5331 �7
low—
W oaNW. yaM G.W.S. ) (9]O) i26-4151 FM: (WO) 282-0311 WRIM COUNTY, COLORADO va-m.Nww
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aw
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.<4
CLASP DETAIL
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GRAPHIC SCALE
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by M ooMm
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CE11
CACTUS ROSE DEVELOPMENT GROUP LIMITED
SHEAR ENGINEERING CORPORATION
4A35 SO. COLEEOE AW. SURE 12. FORT COWNS, COEORA00 M25
- PHONE: (970) 229-5M4 (970) 229-4451 FAX: (970) 282-0311
D1I1E
STORM s
SOU
LARI WE
R PLAN AND PROFILE
13 SUBDIVISION
COUNTY. COLORADO
990JECT NO.
O
�1736-0 9E�fQ1
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