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PROPERTY OF
Final Drainage and Erosion Control Report
For
CHEROKEE FLYING HEIGHTS
Replat of Lots 1 and 2, except the north 51 feet of the east 125 feet of said lot 2,
M. and G. Subdivision
Fort Collins, Colorado
0
Prepared for:
Mike Jensen
1212 South College Avenue
Ft. Collins, Colorado 80524
Prepared by:
Shear Engineering Corporation
Project No: 1760-01-00
Date: July, 2002
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 Cherokee Flying Heights
Project No. 1760-01-00 s
TABLE OF CONTENTS
I. INTRODUCTION: ..................................................................................................................................... 3
II.
GENERAL LOCATION AND DESCRIPTION: ..................................................................................... 3
A.
LOCATION.................................................................................................................................................3
B.
DESCRIPTION OF PROPERTY......................................................................................................................3
III.
DRAINAGE BASINS AND SUB -BASINS: .................................................. ; ...........................................
4
A.
MAJOR BASIN DESCRIPTION.....................................................................................................................4
B.
SUB -BASIN DESCRIPTION..........................................................................................................................4
IV.
DRAINAGE DESIGN CRITERIA: ..........................................................................................................
4
A.
REGULATIONS...........................................................................................................................................4
B.
DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS........................................................................
5
C.
HYDROLOGICAL CRITERIA........................................................................................................................5
D.
HYDRAULIC CRITERIA...............................................................................................................................5
V.
DRAINAGE FACILITY DESIGN: ...........................................................................................................
6
A.
GENERALCONCEPT..................................................................................................................................6
B.
SPECIFIC DETAILS - SWALES.........................................................................................,..........................6
C.
SPECIFIC DETAILS - STREET CAPACITY.....................................................................................................
6
D.
SPECIFIC DETAILS -DETENTION ...............................................................................................................6
VI.
EROSION CONTROL AND WATER.QUALITY:.................................................................................7
A.
GENERAL CONCEPT..................................................................................................................................7
B.
SPECIFIC DETAILS - WATER QUALITY ................................. :....................................................................
8
C.
SPECIFIC DETAILS - EROSION CONTROL......................................:............................................................
8
D.
EROSION CONTROL SECURITY DEPOSIT....................................................................................................9
VII.
VARIANCE REQUESTS FROM CITY STANDARDS: ........................................................................
9
A.
VARIANCE FROM THE CITY OF FORT COLLINS REQUIREMENTS: .................................................................
9
VIII.
CONCLUSIONS: ......................................................................................................................................
10
A.
COMPLIANCE WITH STANDARDS........................................................................................I....................
10
B.
DRAINAGE CONCEPT .................................................... :...........................................................................
10
IN.
REFERENCES: ........................................................................................................................................ 10
APPENDIX I — Drainage Calculations
APPENDIX II — Erosion Control
APPENDIX III —Pump Specifications
APPENDIX IV — Charts and Figures
APPENDIX V — Sheffer Envelope
Page 2
Final Drainage and Erosion Control Report for Cherokee Flying Heights
Project No. 1760-01-00
I. INTRODUCTION:
1. The site is an infill development within the City limits.
2. Development of the site will consist of replatting a portion of the existing two lots
of M. and G. Subdivision into a single lot. The existing single-family residence
will not be a part of the replat. The replat is for proposed townhouses.
II. GENERAL LOCATION AND DESCRIPTION:
A. LOCATION
1. Cherokee Flying Heights is located in the southeast quarter of section 9,
Township 7 North, Range 69 West of the 6th P.M., Fort Collins, Colorado.
2. More specifically, it is located approximately 1375 feet (1/4 mile) north of the
intersection of Mulberry Street and Taft Hill Road on the west side of North
Taft Hill Road.
3. This site was previously platted as M. and G. Subdivision.
4. The site is bounded on the south and north by unplatted properties. It is
bounded on the west by Tenth Green Second Filing. North Taft Hill Road
bounds the site on the east.
B. DESCRIPTION OF PROPERTY
1. Development of the site will consist of the construction of four multi -family
buildings with varying numbers of units in each building and three carriage
house units.
2. The site has a net area of approximately 1.97 acres. Existing foundations on
the site will be removed as part of the development.
3. There is an existing residence on the property in the northeast corner. This lot
is excepted from this replat. The multi -family units will be constructed on the
remainder of the property. The area outside the limits of the building
envelopes will be dedicated as a Public Access, Utility and Drainage
Easement.
4. Public right-of-way will be dedicated in the middle of the property to
accommodate a future local collector street connection.
Page 3
Final Drainage and Erosion Control Report for Cherokee Flying Heights
Project No. 1760-01-00.
III. DRAINAGE BASINS AND SUB -BASINS:
A. MAJOR BASIN DESCRIPTION
1. The site is located within the West Vine Drainage Basin as defined on the City
of Fort Collins Master Stormwater Basin Map. The City is currently in the
process of updating the master plan for this basin.
2. The basin fee rate for this basin is $7,004 per gross acre according to the
development fee section of the City of Fort Collins Development Manual.
B. SUB -BASIN DESCRIPTION
The site slopes from west to east. There is approximately 6 feet of fall from
the west property line to Taft Hill Road.
2. Historically, stormwater runoff from the site flows overland to the east into
Taft Hill Road and then north in Taft Hill Road.
3. Development of the site has divided the site into 3 sub -basins (1 -3).
a. Sub -basin 1 contributes to the proposed water quality pond.
b. Sub -basin 2 consists of the portion of the property with the existing
residence.
c. Sub -basin 3 consists of the one half (1/2) ROW for Taft Hill Road along
the frontage of the entire site.
IV. DRAINAGE DESIGN CRITERIA:
A. REGULATIONS
1. Design Criteria from the City of Fort Collins Storm Drainage Design Criteria
Manual and options for storm drainage improvements discussed with the City
of Fort Collins Stormwater personnel were considered.
2. Erosion Control Criteria from the City of Fort Collins Criteria Manual was
used.
Page 4
Final Drainage and Erosion Control Report for Cherokee Flying Heights
Project No. 1760-01-00
B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS
I. The site is completely developed on all sides, creating grading constraints for
the entire perimeter of the project.
2: Water quality provisions are required for this subdivision. Water quantity
detention is also required within the limits of the site.
3. Additional right-of-way for Taft Hill Road is dedicated along the frontage of
Cherokee Flying Heights with this replat. A 15' utility easement is also
provided along the frontage of the common open space.
C. HYDROLOGICAL CRITERIA
The Rainfall -Intensity -Duration curves for the City of Fort Collins were used
(Figure 3-1, attached for reference), in conjunction with the "Rational
Method" for determining peak flows at various concentration points. The
revised Figure 3.1, which was recently adopted by the City with Ordinance
No. 42, was utilized. A look up table with values taken from Figures 3-la and
3-lb were used in the runoff calculations. A copy of these tables are included
in Appendix IV.
2. The two (2) and one hundred (100) year storms were analyzed in accordance
with Table 3-1 of the City of Fort Collins Storm Drainage Design Criteria
Manual for residential sites.
D. HYDRAULIC CRITERIA
1. Storm sewer and drainage channel capacities are based on the Manning's
Equation. The Manning's coefficients are in accordance with the City of Fort
Collins Storm Drainage Criteria Manual.
2. Theoretical street capacities were determined using Haestads Flowmaster
software. The appropriate reduction factor was then applied to determine the
allowable capacity.
Page 5
Final Drainage and Erosion Control Report for Cherokee Flying Heights
Project No. 1760-01-00
V. DRAINAGE FACILITY DESIGN:
A. GENERAL CONCEPT
The historic flow patterns will be maintained with the development of this
site.
2. A water quality/detention pond will be provided in the southeast corner of the
site.
3. Stormwater will be conveyed through the site via a combination of overland
flow, swales and gutters.
B. SPECIFIC DETAILS- SWALES
Concrete channels are provided along the north and south property lines to
convey the rooftop runoff east to the street and the water quality/detention
pond.
2. The curbed channel along the north side is designed to convey 133% of the
Q100 that reaches the end of the curbed channel (Design Point In).
3. The valley pan along the south property line is located in portions of the
detention pond and therefore is only in place for nuisance flows. A tall curb
and retaining walls are provided along the south property line to ensure that on
site runoff does not leave the site except through the pond outlet.
C. SPECIFIC DETAILS- STREET CAPACITY
1. The theoretical 100-year street capacity at the low point was determined to be
40.61 cfs using Haestads Flowmaster software. A reduction factor taken from
Figure 4-2 was applied to the theoretical capacity to obtain an allowable
capacity of 32.49 cfs. The peak flow to the low point is 10.68 cfs.
2. A speed bump is specified at the high point in the private drive to insure that
the street is not overtopped during the 100-year event.
D. SPECIFIC DETAILS -DETENTION
1. Approximately 18,088 cf of storage is required for detention based on the 100-
year storm and releasing at the historic 2-year rate. This volume includes a
WQCV of 1864 cf plus the detention requirement of 16,224 cf.
Page 6
Final Drainage and Erosion Control Report for Cherokee Flying Heights
Project No. 1760-01-00
2. The water quality/detention pond located in the southeast comer of the site has
approximately 17,990 cubic feet of storage up to the invert of the emergency
overflow weir. This is close enough to the required volume based on a historic
2-year release rate..
a. Over -excavation of the pond to elevations lower than the outfall have been
provided to achieve the required detention volumes.
b. A sump pit consisting of a standard area inlet and a sump pump will be
installed at the outfall point. Additional detail regarding the sump pump is
located in Appendix III of this report. -
c. Maintenance of the sump pit and pump will be the responsibility of the
owner until such time that the homeowners association assumes control of
the maintenance of the property.
3. The release rate from the pond is restricted to 0.79 cfs by a 4 %2" diameter
orifice. The top of the retaining wall is set at an elevation of 5072.00 feet. The
outlet pipe from the pond is a 15-inch diameter ADS N-12 pipe. It has a slope
of 0.005 ft./ft. The capacity of the pipe is 5.94cfs.
a. The 15" pipe may be removed in the future to accommodate Taft Hill
Road widening to current arterial standards.
4. A portion of the retaining wall located along the east side of the water
quality/detention pond will act as a 37.66 foot emergency overflow weir to
pass the developed peak flows to the pond during the 100-year storm event.
The elevation of the emergency overflow weir is set at 5071.80 feet.
VI. EROSION CONTROL AND WATER QUALITY:
A. GENERAL CONCEPT
1. Erosion control measures are specified on the Drainage and Erosion Control
Plan.
2. Maintenance of erosion control devices will remain the responsibility of the
contractor and the owner until the project is complete.
3. A water quality pond will be constructed in the southeast corner of the site.
Page 7
Final Drainage and Erosion Control Report for Cherokee Flying Heights
Project No. 1760-01-00
B. SPECIFIC DETAILS- WATER QUALITY
1. The water quality pond is created by constructing a short retaining wall in the
southeast comer of the site. The required volume for the. water quality pond is
1,864 cubic feet and is in addition to any water quantity requirement. This is
based on a resultant imperviousness in sub -basin 1 of 78.11 percent.
2. The pond will be created by constructing a short retaining wall rather than a
berm due to the limited amount of space available. The top of the water
quality pond is at an elevation of 5068.33 feet. The invert of the pond is at an
elevation of 5067.32 feet.
3. The volume provided in the water quality pond is 18,088 cubic feet up to the
top of the pond. The required WSEL to obtain the necessary WQCV is
5068.33 feet.
4. A 24" by 36" (inside dimensions) water quality outlet device is specified on
the plan set. A detail is provided on the drainage and erosion control sheet as
well as on the drainage and erosion control detail sheet. This detail also
includes well -screen type trash rack specifications. Sizing specifications for
the well -screen are found in Appendix I. Refer to . the water quality
calculations for additional detail.
5. A sump pump will be required to transport nuisance flows from the water
quality box structure to the upper orifice. The only requirement for the sump
pump is to pump the 2-yr historic release rate. Therefore, the pump must
transport 0.79 cfs or approximately 355 gpm. The pump specified for this
project is a 4" submersible pump designated AFP 1041, 6 Pole from ABS. The
pump can transport water at approximately 355 gpm with heads ranging from
5.5' to 7.5'. This particular pump is priced around S4000.00 and an
automated control panel would cost another $1500.00. The pump
specifications discussed were provided by Falcon Supply Company, Inc.
Specifications and a rating curve for this pump are attached to this report in
Appendix III.
C. SPECIFIC DETAILS- EROSIONCONTROL
1. The following temporary erosion control measures are specified on the
Drainage and Erosion Control plan:
a. A gravel inlet filter at curb opening at the low point in the street.
b. Haybales in the swales.
Page 8
Final Drainage and Erosion Control Report for Cherokee Flying Heights
Project No. 1760-01-00
c. Silt fence on the downstream property lines, specifically the east property
line.
d. A wheel cleaning station is specified at the entrance to the site.
2. The following permanent erosion control measures are specified on the
Drainage and Erosion Control Plan.
a. Buried riprap along the downstream side of the emergency overflow
structure.
b. A riprap apron at the outfall from the private drive into the pond.
3. A water quality device will be installed at the outfall from the water
quality/detention pond. Maintenance of the device. will be the responsibility
of the owner until such time that the homeowners association assumes control
of the maintenance of the property.
4. The site's overall performance and effectiveness standards have been
determined. The site's effectiveness and performance is 83.60% and 79.61%
respectively. Since the overall effectiveness is greater than the overall
performance, the erosion control plan for this site is effective. These
calculations are found in Appendix H of this report.
D. EROSION CONTROL SECURITY DEPOSIT
1. An erosion control security deposit is required in accordance with City of Fort
Collins policy. In no instance shall the amount of the security be less than
$1000.00.
2. See the Erosion Control Security Deposit Requirements document located in
Appendix R.
3. The erosion control security deposit is reimbursable.
VII. VARIANCE REQUESTS FROM CITY STANDARDS:
A. VARIANCE FROM THE CITY OF FORT COLLINS REQUIREMENTS:
1. The water quality/detention pond at the southeast end of the site has a
maximum WSEL of 5071.80, which allows for only 0.20 feet of freeboard to
the top of the retaining wall. This is much less than the required 1.0 feet of
freeboard according to section 9.2 of the City of Fort Collins Storm Drainage
Design Criteria and Construction Standards manual. Since all land
Page 9
Final Drainage and Erosion Control Report for Cherokee Flying Heights
Project No. 1760-01-00
surrounding the site is developed, there are grading constraints around the
perimeter of the site. Due to these constraints, it is impossible to provide the
minimum of 1.0 feet of freeboard required for detention ponds. Therefore, a
variance from the City of Fort Collins requirements is requested.
VIII. CONCLUSIONS:
A. COMPLIANCE WITH STANDARDS
1. All drainage analysis has been performed according to the requirements of the
City of Fort Collins Storm Drainage Criteria Manual.
2. Proposed drainage improvements generally conform to the recommendations
of the City of Fort Collins Master Drainage Plan.
3. Proposed erosion control measures conform to the recommendations of the
City of Fort Collins standards.
B. DRAINAGE CONCEPT
1. The proposed drainage design for Cherokee Flying Heights is effective for the
control of storm runoff with a considerable reduction in potential downstream
effects.
2. The proposed drainage design for Cherokee Flying Heights will have no effect
on City of Fort Collins Master Drainage Plan recommendations.
IX. REFERENCES:
1. City of Fort Collins "Storm Drainage Design Criteria and Construction Standards";
March 1997
2. City of Fort Collins "Erosion Control Reference Manual"; January 1991
Page 10
Project No: 1760-01-00 Shear Engineering Corporation 1760-run-new
By: DAH 12/20/2001
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Job No. 1760-01-00 Shear Engineering Corporation 12/20/2001
Designer: dah Cherokee Flying Heights 10:15 AM
Existinq Site Breakdown
Sub
Area
C2,10
C100
Asphalt
Gravel
Concrete
Lawn
Roof
Check
basin
acres
0.95
0.50
0.95
0.20
0.95
1
1.97
0.26
0.32
0.06
0.00
0.06
1.82
0.03
1.97
lsite
1.69
0.24
0.30
0.00
0.10
0.05
1.54
0.00
1.69
Developed Site Breakdown
Sub
Area
C2,10
C100
Asphalt
Gravel
Concrete
Lawn
Roof
lCheck
basin
acres
0.95
0.50
0.95
0.20
0.95
1
1.69
0.78
0.98
0.61
0.06
0.35
0.34
0.33
1.69
2.
0.19
0.56
0.69
0.05
0.00
0.01
0.10
0.03
0.19
3
0.09
0.78
0.98
0.06
0.00
0.01
0.02
0.00
0.09
Total
1.97
0.76
0.95
0.72
0.06
0.37
0.46
0.36
.1.97
Minor Basins
In
0.34
0.80
1.00
0.00
0.03
0.11
0.05
0.15
0.34
Is
0.21
0.85
1.00
0.00
0.03
0.07
0.01
0.10
0.21
lc
1.00
0.84
1.00
0.61
0.00
0.17
0.13
0.08
0.99
IP
0.14
0.21
0.27
0.00
0.00
0.00
0.15
0.00
0.15
1.69
0.61
0.06
0.35
0.34
0.33
1.54
Notes
Developed sub -basin 1 contributes
Developed sub -basin 2 includes tho
to remain
runoff to the pond
existing single family residence
Developed sub=basin 3 is the 1/2 Row in
Existing basin 1 includes the 1/2 ROW
Ex. Sub -basin isite is for establishing
DP Minor Area C2, C100
Basin£ac C10
lc Iin, lc 1 1.34 10.90 1.00
front of the site
the release rate
1760-run-new
Coefficient Page 2 of 11
Job No. 1760-01-00 Shear Engineering Corporation 12/20/2001
Designer: dah Cherokee Flying Heights 10:14 AM
EXISTING CONDITIONS
Flow to Design Point
From Sub -basin
AREA (A)= 1.970 ACRES - includes 1/2 ROW
RUNOFF COEF. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.26 0.26 0.32
1
1
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti) (1.87*(1.1-C*Cf)*L�0.5)/S"0.33
LENGTH = 500.00 FEET SLOPE = 1.00 %
2 YEAR 10 YEAR 100 YEAR
C = 0.20 0.20 0.25
Ti (min)= .37.63 37.63 35.54
TRAVEL TIME (TO=L/(60*V)ALL VELOCITIES TAKEN FROM FIGURE 3-2
Length
Slope
Flow Type Velocity
120.00
1.00
Lawn
0.70
2.86
TOTAL TRAVEL TIME
(min) =
2.86
LENGTH =
620.00
L/180+10
=
13.44 < 38.40
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR
10 YEAR
100 YEAR
Tc (min)=
13.44
13.44
13.44
USE Tc =
13.50
13.50
13.50
INTENSITY
(I) (ipiINTENSITIES
TAKEN
FROM FIGURE 3-1
2 YEAR
10 YEAR
100 YEAR
I =
1.95
3.34
6.82
RUNOFF (Q= CIA) (cfs)
2 YEAR 10 YEAR 100 YEAR
Q = 0.99 1.69 4.31
CONCLUDE:Total historic flow leaving site onto North Taft Hill
1760-run-new
Runoff Page 3 of 11
Job No. 1760-01-00 Shear Engineering Corporation 12/20/2001
Designer: dah Cherokee Flying Heights 10:14 AM
EXISTING CONDITIONS
Flow to Design Point 1
From Sub -basin. lsite
AREA (A)= 1.690 ACRES - includes 1/2 ROW
RUNOFF COEF. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.24 0.24 0.30
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti) (1.87*(1.1-C*Cf)*L�0.5)/SA0.33
LENGTH = 500.00 FEET SLOPE = 1.00 96
2 YEAR 10 YEAR 100 YEAR
C = 0.20 0.20 0.25
Ti (min)= 37.63 37.63 35.54
TRAVEL TIME (Tt)=L/(60*V)ALL VELOCITIES TAKEN FROM FIGURE 3-2
Length Slope Flow Type Velocity
120.00 1.00 Lawn 0.70 2.86
TOTAL TRAVEL TIME (min) = 2.86
LENGTH = 620.00 L/180+10 = 13.44 < 38.40
Tc=Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min)= 13.44 13.44 13.44
USE Tc = 13.50 13.50 13.50
INTENSITY (I) (ipiINTENSITIES TAKEN FROM FIGURE 3-1
2 YEAR 10 YEAR 100 YEAR
I = 1.95 3.34 6.82
RUNOFF (Q= CIA) (cfs)
2 YEAR 10 YEAR 100 YEAR
Q = 0.79 1.35 3.45
CONCLUDE:Historic flow from portion of site to be developed
1760-run-new
Runoff Page 4 of 11
No Text
Job No. 1760-01-00 Shear Engineering Corporation 12/20/2001
Designer: dah Cherokee Flying Heights 10:24 AM
Developed Conditions
Flow to Design Point 1
From Sub -basin 1
AREA (A)= 1.690 ACRES
RUNOFF COEF. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.78 0.78 0.98
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti) (1.87*(1.1-C*Cf)*LA0.5)/SA0.33
LENGTH =
147.00
FEET
SLOPE =
1.00 %
2 YEAR
10 YEAR
100 YEAR
C =
0.20
0.20
0.25
Ti (min)=
20.41
20.41
19.27
TRAVEL TIME
(Tt)
=L/(60*V)ALL
VELOCITIES TAKEN FROM FIGURE 3-2
Length
Slope
Flow Type
Velocity
526.00
0.50
gutter
1.50
5.84
67.00
0.50
gutter
1.50
0.74
58.00
1.00
Lawn
0.70
1.38
?
0.00
none
0.00
0.00
?
0.00
none
0.00
0.00
TOTAL TRAVEL TIME
(min) =
7.97
LENGTH =
798.00
L/180+10
=
14.43 < 27.24
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR
10 YEAR
100 YEAR
Tc (min)=
14.43
14.43
14.43
USE Tc =
14.50
14.50
14.50
INTENSITY
(i) (iptINTENSITIES
TAKEN
FROM FIGURE 3-1
2 YEAR
10 YEAR
100 YEAR
I =
1.90
3.24
6.62
RUNOFF (Q= CIA) (cfs)
2 YEAR 10 YEAR 100 YEAR
Q = 2.51 4.29 10.94
CONCLUDE:Flow to Water Quality Pond
Provide Water Quality device
1760-run-new
Runoff Page 5 of 11
Job No. 1760-01-00 Shear Engineering Corporation 12/20/2001
Designer: dah Cherokee Flying Heights 10:24 AM
Developed Conditions
Flow to Design Point
From Sub -basin
AREA (A)= 0.190 ACRES
RUNOFF COEF. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.56 0_56 0.69
2
2
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti) (1.87*(1.1-C*Cf)*L"0.5)/S"0.33
LENGTH = 120.00 FEET SLOPE = 1.00
2 YEAR 10 YEAR 100 YEAR
C = 0.20 0.20 0.25
Ti (min)= 18.44 18.44 17.41
TRAVEL TIME (Tt)=L/(60*V)ALL VELOCITIES TAKEN FROM FIGURE 3-2
Length
Slope Flow Type Velocity
0.00
0.00 0.00
0.00
0.00
TOTAL TRAVEL TIME
(min)
0.00
LENGTH =
120.00 L/180+10
=
10.67 < 17.41
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR
100 YEAR
Tc (min)
10.67 10.67
10.67
USE Tc =
10.50 10.50
10.50
INTENSITY
(I) (1p11NTENSITIES TAKEN
FROM FIGURE 3-1
2 YEAR 10 YEAR
100 YEAR
I =
2.17 3.71
7.57
RUNOFF (Q= CIA) (cfs)
2 YEAR 10 YEAR 100 YEAR
Q = 0.23 0.39 1.00
CONCLUDE:
Flow from the lot with the existing single family residence
1760-run-new
Runoff Page 6 of 11
Job No. 1760-01-00 Shear Engineering Corporation 12/20/2001
Designer: dah Cherokee Flying Heights 10:25 AM
Developed Conditions
Flow to Design Point
From Sub -basin
AREA (A)= 0.090 ACRES
RUNOFF COEF. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.78 0.78 0.98
3
3
TIME OF CONCENTRATION (TC)
OVERLAND TRAVEL TIME (Ti) (1.87*(1.1-C*Cf)*L�0.5)/S�0.33
LENGTH 10.00 FEET SLOPE = 1.00
2 YEAR 10 YEAR 100 YEAR
C = 0.20 0.20 0.25
Ti (min)= 5.32 5.32 5.03
TRAVEL TIME (Tt)=L/(60*V)ALL VELOCITIES TAKEN FROM FIGURE 3-2
Length
Slope Flow Type Velocity
123.00
0.50 gutter
1.50
1.37
TOTAL TRAVEL TIME
(min) =
1.37
LENGTH =
133.00 L/180+10
=
10.74 > 6.39
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR
100 YEAR
Tc (min)
5.32 5.32
5.03
USE Tc =
5.50 5.50
5.00
INTENSITY
(I) (iptINTENSITIES
TAKEN
FROM FIGURE 3-1
2 YEAR 10 YEAR
100 YEAR
I =
2.76 4.72
9.95
RUNOFF (Q= CIA) (cfs)
2 YEAR 10 YEAR 100 YEAR
Q 0.19 0.33 0.88
CONCLUDE:
Flow in the street from the ROW
1760-run-new
Runoff Page 7 of 11
Job No. 1760-01-00 Shear Engineering Corporation 12/20/2001
Designer: dah Cherokee Flying Heights 10:25 AM
Developed Conditions
Flow to Design Point
From Minor Basin
AREA (A)= 0.340 ACRES
RUNOFF COEF. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.80 0.80 1.00
In
In
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti) (1.87*(1.1-C*Cf)*L"0.5)/5A0.33
LENGTH = 147.00 FEET SLOPE = 1.00 %.
2 YEAR 10 YEAR 100 YEAR
C z 0.95 0.95 1.00
Ti (min)= 3.40 3.40 2.27
TRAVEL TIME (Tt)=L/(60*V)ALL VELOCITIES TAKEN FROM FIGURE 3-2
Length Slope Flow Type Velocity
526.00 0.50 gutter 1.50 5..84
TOTAL TRAVEL TIME (min) = 5.84.
LENGTH = 673.00 L/180+10 = 13.74 > 8.11
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100 YEAR
Tc (min) 9.25 9.25 8.11
USE Tc = 9.00 9.00 8.00
INTENSITY (I) (iptIntensities from Fig. 3-1
2 YEAR 10 YEAR 100 YEAR
I = 2.30 3.93 8.38
RUNOFF (Q= CIA) (cfs)
2 YEAR 10 YEAR 100 YEAR
Q = 0.63 1.07 2.85
CONCLUDE:
Install curbed channel along north property line to convey
runoff east -design for 1.33 * Q100
n = n ni'i ..... f-c n o ire. ..a..
Width
Depth
Area
Perim
Slope
Icapacity
ft
ft
I sf
ft
ft/ft
I cfs
2.00
0.50
1 1.00
3.00
0.0050
1 3.89
uetermine water surface rise @ 90 degree bend
See swale spreadsheet
1760-run-new
Runoff Page 8 of 11
Job No. 1760-01-00 Shear Engineering Corporation 12/20/2001
Designer: dah Cherokee Flying Heights 10:25 AM
Developed Conditions
Flow to Design Point
From Minor Basin
AREA (A)= 0.210 ACRES
RUNOFF COEF. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.80 0.80 1.00
is
is
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti) (1.87*(1.1-C*Cf)*L"0.5)/S�0.33
LENGTH = 21.00 FEET SLOPE = 1.00 %
2 YEAR 10 YEAR 100 YEAR
C 0.95 0.95 1.00
Ti (min)= 1.29 1.29 0.86
TRAVEL TIME (Tt)=L/(60*V)ALL VELOCITIES TAKEN FROM FIGURE 3-2
Length
Slope Flow Type Velocity
351.00
0.50 gutter
1.50
3.90
TOTAL TRAVEL TIME
(min) -
3.90
LENGTH =
372.00 L/180+10
=
12.07 > 4.76
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR
100 YEAR
Tc (min)
5.19 5.19
4.76
USE Tc =
5.00 5.00
5.00
INTENSITY (I) (ipkINTENSITIES
TAKEN
FROM FIGURE 3-1
2 YEAR 10 YEAR
100 YEAR
I
2.85 4.87
9.95
RUNOFF (Q= CIA) (cfs)
2 YEAR 10 YEAR 100 YEAR
Q = 0.48 0.82 2.09
CONCLUDE:
Install valley pan along south property line to convey nuisance
flows - no capacity check required since it is in the pond
1760-run-new
Runoff Page 9 of 11
Job No. 1760-01-00 Shear En gin eering.Corporation 12/20/2001
Designer: dah Cherokee Flying Heights 10:27 AM
Developed Conditions
Flow to Design Point lc
From Minor Basin lc & In
AREA (A)= 1.340 ACRES
RUNOFF COEF. (C)
2 .YEAR 10 YEAR
100 YEAR
C = 0.90 0.90
1.00
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
(1.87*(1.1-C*Cf)*L�0.5)/S"0.33
LENGTH = 147.00 FEET
SLOPE =
1.00 %
2 YEAR 10 YEAR
100 YEAR
C = 0.95 0.95
1.00
Ti (min)= 3.40 3.40
2.27
TRAVEL TIME (Tt)=L/(60*V)ALL
VELOCITIES TAKEN FROM FIGURE 3-2
Length Slope Flow Type
Velocity
526.00 0.50 gutter
1.50
5.84
67.00 0.50 gutter
1.50
0.74
TOTAL TRAVEL TIME
(min) -
6.59
LENGTH = 673.00 L/180+10
=
13.74 > 8.86
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR
100 YEAR
Tc (min) 9.99 9.99
8.86
USE Tc = 10.00 10.00
9.00
INTENSITY (I) (iptINTENSITIES TAKEN
FROM FIGURE 3-1
2 YEAR 10 YEAR
100 YEAR
I 2.21 3.78
8.03
RUNOFF (Q= CIA) (cfs)
2 YEAR 10 YEAR
100 YEAR
Q = 2.67 4.56
10.76
CONCLUDE:
Theoretical Street Capacity @ lowpoint
= 40.61
cfs
Slope into lowpoint
0.012
ft/ft
Reduction factor from figure 4-2
0.80
Allowable capacity
32.49
cfs
Allowable capacity is adequate
Theoretical Street Capacity obtained using Haestads Flcwmaster
Check capacity of pan and street up to
high point in
street
Qcapacity =
8.11
cfs
WSEL will exceed the highpoint by 0.02
feet
See Haestads Printout
Place speedbump all the way across the
street O HP
Top of speedbump =
72.25
ft
Centerline Line elevation @ HP
72.01
ft
Bump Height
0.24
ft
Flowline elevation @ HP
71.75
ft
Bump Height
0.50
ft
1760-run-new
Runoff Page 10 of 11
Job No. 1760-01-00 Shear Engineering Corporation 12/20/2001
Designer: DAH Cherokee Flying Heights 10:28 AM
Concrete Curbed channel on North Property Line
Q100 = 2.85 cfs Q100 to DP 1n
Qdesign= 3.79 cfs 133% of.Q100
Channel Geometry
Width 2.00 ft
Depth 0.50 ft - minimum depth
Slope 0.0050 ft/ft
n 0.0130
Area = 1.00 sf
Perim = 3.00 ft
R = 0.33
Qcap = 3.89 cfs
Determine Flow Depth in straight channel.
Adjust Y until Qdelta = 0
Y A P R Qd Qdelta Val.
ft sf ft cfs cfs fps
0.49 0.98 2.98 0.33 3.79 0.00 3.86
Determine rise in depth @ 90 degree bend
Rectangular channel, Assume - rapid flow, simple circular
C = 1.00 from table 7-1
V = 3.86 fps
W = 2.00 ft
g = 32.20 ft/sec^2
r 90.00 degrees
y = C'V^2W/gr
y = 0.010
Expected Depth (d) = Y+y
d = 0.50 1 ft equals minimum depth of channel
Conclude:
Pan depth of 0.50 ft is adequate
1760-run-new
Swale Page 11 of 11
Longitudinal Street Section @ Low Point
Worksheet for Irregular Channel
Project Description
Project File
d:\haestad\fmw\cherokee.fm2
Worksheet
Valley pan and street
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.005000 ft/ft
Elevation range: 71.71 ft to 72.01 ft.
Station (ft)
Elevation (ft) Start Station End Station Roughness
0.00
72.01 0.00 39.88 0.016
18.70
71.78
21.70
71.71
24.70
71.78
26.70
71.84
31.70
71.94
36.70
72.00
39.88
72.01
Discharge
8.11 cfs
Results
Wtd. Mannings Coefficient
0.016
Water Surface Elevation
72.01
ft
Flow Area
4.96
ft2
Wetted Perimeter
39.88
ft
Top Width
39.88
ft
Height
0.30
ft
Critical Depth
71.99
ft
Critical Slope
0.007525 ft/ft
Velocity
1.64
ft/s
Velocity Head
0.04
ft
Specific Energy
72.05
ft
Froude Number
0.82
Flow is subcritical.
Notes:
WSEL exceeds HP by 0.02 feet - negligible
12/2oro1
FlowMaster v5.13
10:37:49 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Depth vs Discharge
Rating Table for Irregular Channel
Project Description
Project File
d:\haestad\fmw\cherokee.fm2
Worksheet
Valley pan and street
Flow Element
Irregular Channel
Method
Manning's Formula
Salve For
Water Elevation
Constant Data
Channel Slope 0.005000 ft/ft
Input Data
Minimum Maximum Increment
Discharge 5.00 10.68 0.50 cfs
Table
Water Surface Wetted
Discharge Wtd. Mannings Elevation Flow Area Top Width Perimeter Velocity
(cfs) Coefficient (ft) (ft') (ft) (ft) (ft/s)
5.00
0.016
71.96.
3.28
29.34
29.35
5.50
0.016
71.97
3.54
30.76
30.77
6.00
0.016
71.98
3.79
32.09
32.09
6.50
0.016
71.98
4.04
33.34
33:34
7.00
0.016
71.99
4.28
34.51
34.52
7.50
0.016
72.00
4.52
35.63
35.64
8.00
0.016
72.01
4.88
39.09
39.10
8.50
0.016
72.01
5.10
39.88
39.89
9.00
0.016
72.02
5.28
39.88
39.90
9.50
0.016
72.02
5.45
39.88
39.91
10.00
0.016
72.03
5.62
39.88
39.92
10.50
0.016
72.03
5.79
39.88
39.93
12/20/01
10:37:16 AM Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
1.52
1.55
1.58
1.61
1.63
1.66
1.64
1.67
1.70
1.74
1.78
1.81
FlowMaster v5.13
Page 1 of 1
Longitudinal Street Section @ Lowpoint
Cross Section for Irregular Channel
Project Description
Project File
d:\haestad\fmw\cherokee.fm2
Worksheet
Valley pan and street
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Discharge
Section Data
Wtd. Mannings Coefficient 0.016
Channel Slope 0.005000 ft/ft
Water Surface Elevation 72.03 ft
Discharge 10.39 cfs
72.05
72.0
71.95
w 71.9
c
0
CO
W 71.85
71.E
71.75
71.7"
0.0
5.0 10.0 15.0 20.0 25.0 30.0 35.0
Station (ft)
ULIKIJ
1212oro1
FlowMasler v5.13
10:39:22 AM Haeslad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Job No. 1760-01-00 Shear Engineering Corporation
Designer: DAH Cherokee Flying Heights
12/20/2001
10:40 AM
xx+++xx'xx+++++ix+PROFILE INPUT+x xxx++++�x*xxxxx�xx+++xxi+++xxxxx
DESIGN FOR
CENTERLINE
Crest CURVE
PVI STA. (sta)
=
0.9700
ELEV. @ PVI STA. =
5072.23
INIT SLOPE (G1)
() =
2.93
PVC STA. (sta) =
0.8200
END SLOPE (G2)
-3.00
PVT STA. (sta) =
1.1200
LENGTH (sta)
=
0.3000
r =
-19.77
INIT STA. (sta)
=
0.8500
STA. INTERVAL (: =
0.05
DIST.
TCLOW
POINT (sta) =
0.1482
Kmin 30.00
Lmin =
177.90 FEET
Kdes 30.00
Ldes =
177.90 FEET
kdesign 5.06
NOTES STATION DISTANCE CENTER
ALONG
LINE
CL
Elev.
(sta)
(sta)
(ft)
sta
ft
PVC 0.8200
0.0000
5071.79
0.5470
54.70
0.8500
0.0300
5071.87
0.5170
51.70
0.9000
0.0800
5071.96
0.4670
46.70
0.9500
0.1300
5072.00
0.4170
41.70
1.0000
0.1800
5072.00
0.3670
36.70
1.0500
0.2300
5071.94
0.3170
31.70
1.1000
0.2800
5071.84
0.2670
26.70
PVT 1.1200
0.3000
5071.78
0.2470
24.70
HP 0.9682
0.1482
5072.01
0.3988
39.88
1760-run-new
street Page 1 of 1
Job No. 1760-01-00 Shear Engineering Corporation 12/20/2001
Designer: DAH Cherokee Flying Heights 10:43 AM
Design Concrete sidewalk chase to convey stormwater from
private drive to pond - DP I
Q100 =
10.76 cfs
Chase acts like orifice
Determine Required orifice area Q = CA(2gH)^1/2
C =
0.65
A = Q/C(2gH)A0.5
2g =
64.40
ft/sec"2
Maximum H =
1.00
ft - above flowline
Required Area
2.06
sf
Orifice Opening
0.50
ft
Orifice Width
2.00
ft
3.00
openings @ 2.00 ft each .
Actual area =
3.00
sf
Required Width
8.0
ft - 3 openings with 1' wide supports
Center opening to line up with flowline of 6' pan.
1760-run-new
sidewalk chase
Page 1 of 1
0
Project No: 1760-01-00 Shear Engineering Corporation 12/20/2001
By: DAH 10:45 AM
Water Quality Volume Calculations
Job No. 1760-01-00 Shear Engineering Corporation 12/20/2001
Designer: DAH Cherokee Flying Heights 11:12 AM
DETERMINATION OF WATER QUALITY CAPTURE VOLUME FOR POND
AREA = 1.69. acres
Area (ac) Impervious A*I
Asphalt
Concrete
Roof
Gravel
Lawn
0.61
1 100.00
61.00
0.35
100.00.
35.00
0.33
100.00
33.00
0.06
50.00
3.00
0.34
0.00
0.00
Total 1.69 132.00
OVERALL PERCENT IMPERVIOUS: 78.11 PERCENT
TYPE OF POND (RETENTION OR DETENTION DETENTION
SELECT 40.00 HOUR BRIM FULL VOLUME DRAIN TIME
USES 40 HOUR FOR DETENTION PONDS
USES 12 HOUR FOR RETENTION PONDS
FROM FIGURE 5-1 REQUIRED STORAGE
WATERSHED INCHES OF RUNOFF= 0.3039
WATER QUALITY CAPTURE VOLUME (REQUIRED STORAGE/12)*AREA
WATER QUALITY CAPTURE VOLUME (WQCV) = 0.04 AF
1864 cf
Conclude
Design pond to have at this least 1864 cf of storage
Install water quality outlet structure
1760-WQCV-new
WQCV Page 1 of 4
Job No. 1760-01-00 Shear Engineering Corporation 3/25/2002
Designer: dah Cherokee Flying Heights 2:33 PM
Average Area End Method for Determining Volumes
Pond 1 Pond located at east property line
Invert 67.32 ft
Increment 0.2.0 ft
First Even Contour 67.40 ft
Tnn of hprm PIPV 77 nn ff
Volume = 1/3d(A+B+sgrt(AB) d = E2-El
Elev.
ft
Stage Depth Area Volume Cum. Cum.
d Volume Volume
ft ft sq ft cf cf ac-ft
100-yr 2-year
Vol regIeVol req'd
cf w/WQCV cf
67.32
0.00
0
0
0
0
0
9107
18088
67.40
0.08
0.08
68
2
2
0.00
9107
18088
67.60
0.28
0.20
696
76
78
0.00
9107
18088
67.80
0.48
0.20
1841
254
332
0.01
9107
18088
68.00
0.68
0.20
2647
449
781
0.02
9107
18088
68.20
0.88
0.20
3262
591
1372
0.03
9107
18088
68.40
1.08
0.20
4106
737
2109
0.05
9107
18088
68.60
1.28
0.20
4164
827
2936
0.07
9107
18088
68.80
1.48
0.20
4215
838
3773
0.09
9107
18088
69.00
1.68
0.20
4292
851
4624
0.11
9107
18088
70.00
2.68
1.00
4373
4333
8957
0.21
9107
18088
71.00
3.68
1.00
5111
4742
13699
0.31
9107
18088
11.20
3.88
0.20
5271
1038
14737
0.34
9107
18088
71.40
4.08
0.20
5413
1068
15805
0.36
9107
18088
71.60
4.28
0.20
5471
1088
16894
0.39
9107
18088
71.80
4.48
0.20
5494
1097
17990
0.41
9107
18088
72.00
4.68
0.20
5587
1108
19098
0.44
9107
18088
68.33
1.01
-3.67
3827
-17256
1843
0.04
9107
18088
Determine WSEL for WQCV
Req'd Volume 1864 cf
WSEL is below 68.40 ft- Req'd WSEL = 68.33 ft
Elev Cum Freeboard 3.67 ft
Volume Error Messages
ft cf Pond Ok
68.40 2109 Freeboard ok
68.20 1372
Volume Required =
tention Volume Required =
tal Volume =
Conclude:
1864
16224 cf
18088 cf vs 17990 cf provided
1760-WQCV-new Page 2 of 4
Stage Storage
Job No. 1760-01-00 Shear Engineering Corporation 3/25/2002
Designer: dah Cherokee Flying Heights 2:33 PM
Quality Outlet Structure
wuuv =
Required WSEL =
Top of Pond
Invert =
Head (Dwq) _
Required Area per Row (A)
A=WQCV/ (
0.04 AF
68.33 ft
72.00 ft
67.32 ft
1.01 ft
0.013 ' Dwq^2+ 0.22 Dwq-
A = 0.31 sq inches per row
0.10 )
From Figure 5 UDFCD - Drainage Criteria Manual - (V.3)
Use 2 rows 7/16 inch diameter holes
1 columns
Area provided = 0.15 per row Area Total
0.30 <- This area must be slightly less than -> 0.35 Good
Need to Drain 1,864 cf in 40 hours = .0129 cfs
Orifice Equation:
A = Q/(C(2gH)^.5)
A =
0.00246
C =
0.65
=
32.20
H =
1.01
Q =
0.0129
This is the maximum area that is allowed
with all orifice areas added together.
ft^2 = 0.35 inA2
Notes:
ft/SA 2 Minimum Spacing between columns is 3 inches.
ft Minimum Spacing between rows is 4 inches.
cfs
1760-WQCV-new
WQoutlet Page 3 of 4
Project No: 1760-01-00 Shear Engineering Coporation 12/20/2001
By: DAH Cherokee Flying Heights 11:23 AM
Well -Screen Type Trash Rack Specifications
' From Table 6a-1 Urban Storm Drainage Criteria Manual (BMP)
From Table 6a-2 Urban Storm Drainage Criteria Manual (BMP)
Performation Diameter
Width of Concrete Opening
Height of Concrete Opening
Width of Trash Rack
Height of Trash Rack
From Table 6a-2:
Max. Width Opening Less Than 9"
Screen #93 VEE Wire Slot Opening
Support Rod Type #156 VEE
7/16 inches
3 inches
6 inches
3 inches
8 inches
0.139" inches
Support Rod, O.C. Spacing 0.75 inches
Total Screen Thickness 0.31 feet
Carbon Steel Frame Type 3/8" x 1.0" flat bar
1760-W QCV-new
Well -Screen
Page 4 of 4
Project No: 1760-01-00 Shear Engineering Corporation 12/20/2001
By: DAH 11;26 AM
DETENTION POND
Job No. 1760-01-00 Shear Engineering Corporation 1/16/2003
Designer: dah Cherokee Flying Heights 11:50 AM
Rating Curve for Detention Pond
Elevation Stage Storage
ft ft cf
Release
cfs
Notes
67.32
0.00
0
0.00
68.00
0.68
781
0.79
68.33
1.01
2049
0.79
68.33 =
WQSEL
69.00
1.68
4624
0.79
69.72
2.40
7744
0.79
70.00
2.68
8957
0.97
70.50
3.18
8957
1.23
71.00
3.68
13699
1.39
71.50
4.18
15805
1.52
71.80
4.48
17990
0.79
100- r WSEL
72.02
4.70
19098
10.94
Top Of Bearm
1760-CUHP-new.xls
Rating Curve Page 1 of 8
Job No. 1760-01-00 Shear Engineering Corporation
Designer: dah Cherokee Flying Heights
Cumulative Runoff Method for Sizing.Detention Ponds
Pond 1
Design Storm 100 year
Release Rate 0.79 cfs release @ 2-year historic
Area 1.69 ac Total contributing area to Pond
Runoff Coefficient 0.98
Inflow Inflow Release Storage Storage
Time Intensity Rate Volume Volume Volume Volume
min iph cfs cf cf cf ac-ft
Max
Storage
5
9.95
16.46
4938
237
4701
0.11
10
7.72
12.77
7663
474
7189
0.17
15
6.52
10.79
9708
712
8996
0.21
20
5.60
9.26
11117
949
10169
0.23
25
4.98
8.24 1
12358
1186
11172
1 0.26
30
4.52
7.48
13460
1423
12037
0.28
35
4.08
6.75
14175
1661
12514
0.29
40
3.74
6.19
14850
1898
12952
0.30
45
3.46
5.72
15455
2135
13320
0.31
50
3.23
5.34.
16031
2372
13659
1 0.31
55
3.03
5.01
16542
2609
13933
0.32
60
2.86
4.73
17033
2847
14187
0.33
65
2.72
4.50
17550
3084
14466
0.33
70
2.59
4.28
17996
3321
14675
0.34
75
2.48
4.10
18463
3558
14905
0.34
80
2.38
3.94
18900
3795
15104
0.35
85
2.29
3.79
19321
4033
15289
0.35
90
2.21
3.66
19743
4270
15473
0.36
95
2.13
3.52
1 20086
4507
15579
0.36
100
2.06
3.41
20448
4744
15704
0.36
105
2.00
3.31
20845
4982
15864
0.36
110
1.94
3.21
21183
5219
15964
0.37
115
1.89
3.13
21575
5456
16119
0.37
120
1.84
1 3.04
21917
5693
16224
0.37
****
Detention Volume Required : 16224 cf
Detention Volume Required: 0.37 ac-ft
Conclude Check the volume requirement using a 100-year release
1760-CUHP-new
Cuhp Page 2 of 8
12/20/2001
11:33 AM
Job No. 1760-01-00 Shear Engineering Corporation 12/20/2001
Designer: dah Cherokee Flying Heights 11:34 AM
Cumulative Runoff Method for Sizing Detention Ponds
Pond 1
Design Storm 100 year
Release Rate 3.45 cfs release @ 100-year historic
Area 1.69 ac Total contributing area to Pond
Runoff Coefficient 0.98
Inflow
Inflow
Release
Storage
Storage
Max
Time Intensity
Rate
Volume
Volume
Volume
Volume
Storage
min iph
cfs
cf
cf
cf
ac-ft
5
9.95
16.46
4938
1036
3902
0.09
****
10
7.72
12.77
7663
2073
5590
0.13
15
6.52
10.79
9708
3109
6599
0.15
20
5.60
9.26
11117
4145
6972
0.16
25
4.98
8.24
1 12358
5182
7177
0.16
30
4.52
7.48
13460
6218
7242
0.17
35
4.08
6.75
14175
7254.
6921
0.16
40
3.74
6.19
14850
8290
6559
0.15
45
3.46
5.72
15455
9327
6128
0.14
50
3.23
5.34
16031
10363
5668
0.13
55
3.03
5.01
16542
11399
5143
1 0.12
60
2.86
4.73
17033
12436
4598
0.11
65
2.72
4.50
17550
13472
4078
0.09
70
2.59
4.28
17996
14508
3488
0.08
75
2.48
4.10
18463
15545
2918
0.07
80
2.38
3.94
18900
16581
2319
0.05
85
2.29
3.79
19321
17617
1704
0.04
90
2.21
3.66
19743
18654
1090
0.03
95
2.13
3.52
20086
19690
396
0.01
100
2.06
3.41
20448
20726
-278
-0.01
105
2.00
3.31
20845
21762
-917
-0.02.
110
1.94
3.21
21183
22799
-1616
-0.04
115
1.89
3.13
21575
2383 i
-2260
-0.05
120
1.84
1 3.04
21917
24871
-2954
-0.07
Detention
Detention
Volume
Volume
Required:
Required:
7242
0.17
cf
ac-fl
Conclude:
Use this release since the releases are into street & street capacity will not be exceeded
1760-CUHP-new
Cuhp Page 3 of 8
Job No. 1760-01-00 Shear Engineering Corporation 3/25/2002
Designer: dah Cherokee Flying Heights 2:38 PM
Average Area End Method for Determining Volumes
Pond 1 Pond located at east property line
Invert 67.32 ft
Increment 0.20 ft
First Even Contour 67.40 ft
Top of berm elev. 72.00 ft
Volume = 1/3d(A+B+s rt(A d = E2-El
Elev. Stage Depth Area Volume Cum. Cum. 100-yr 2-year
d Volume Volume Vol req'<Vol req'd
ft ft ft an ft rf rf ar-ft of w/Wnru rf
67.32
0.00
0
0
0
0
0
9107
18088
67.40
0.08
0.08
68
2
2
0.00
9107
18088
67.60
0.28
0.20
696
76
78
0.00
9107
18088
67.80
0.48
0.20
1841
254
332
0.01
9107
18088
68.00
0.68
0.20
2647
449
781
0.02
9107
18088
68.20
0.88
0.20
3262
591
1372
0.03
9107
18088
68.40
1.08
0.20
4106
737
2109
0.05
9107
18088
68.60
1.28
0.20
4164
827
2936
0.07
9107
18088
68.80
1.48
0.20
4215
838
3773
0.09
9107
18088
69.00
1.68
0.20
4292
851
4624
0.11
9107
18088
70.00
2.68
1.00
4373
4333
8957
0.21
9107
18088
71.00
3.68
1.00
5111
4742
13699
0.31
9107
18088
71.20
3.88
0.20
5271
1038
14737
0.34
9107
18088
71.40
4.08
0.20
5413
1068
15805
0.36
9107
18088
71.60
4.28
0.20
5471
1088
16894
0.39
9107
18088
71.80
4.48
0.20
5494
1097
17990
0.41
9107
18088
72.00
4.68
0.20
5587
1108
19098
0.44
9107
18088
71.82
4.56
-0.18
5498
-1010
18088
0.42
9107
18088
)etermine WSEL to: 2.00 - yr release = 0.79 cfs
:eq'd Volume 18088 cf - 0.42 ac-ft
TSEL is below 72.00 ft - Req'd WSEL 71.82 ft
Elev Cum Freeboard 0.18 ft
Volume Error Messages
ft cf Pond Ok
72.00 19098 Not enough freeboard
71.80 17990
Determine WSEL for 100 - yr release 3.45 cfs
Req'd Volume 9107 cf
WSEL is below 71.00 ft - Req'd WSEL = 70.03 ft
Elev Cum Freeboard 1.97 ft
Volume Error Messages
ft cf Pond Ok
71.00 13699 Freeboard ok
70.00 8957
1760-CUHP-new
Stage Storage Page 4 of 8
Job No. 1760-01-00 Shear Engineering Corporation 3/25/2002
Designer: dah Cherokee Flying Heights 2:36 PM
Determine WSEL for WQCV
Req'd Volume 1864 'cf
WSEL is below 68.40 ft - Req'd WSEL = 68.33 ft
Elev Cum Freeboard 3.67 ft
Volume Error Messages
ft cf. Pond Ok
68.40 2109 Freeboard ok
68.20 1372
WQ Volume Required =
Detention Volume Required =
Total Volume =
ude:
1864 cf -part of the detention volume
16224 cf
18088 cf vs 17990 cf provided
Stage Storage
73.00 �� • M ¢°n
51 i? if Y'.��i' ii iAL'.t}Y +�t4:..S'sl:SS1G t1� i
72.00 ��� vm ass "r- •Zlxt. R.
71.00 _3sr;"+:`s �.'�3.>.i,d �' c a"11'1`,�e r� x�I
�"�V,•, � a�i.V ta�+ r^�" k�`in.} '"�,4ikj�+� ;-f' Kif"Y ..Y4'Akst'k e3'�.n"�y�-•.
.� 70.00 �Y'r� fiyay,y it}?.i�,)rNty K4�i'iri•a^I.'�w4't3Y':
R 69.00
68.00 F. rr - '.. .,•.�. "y ;,p, w a. v� rtrw t x ,. -..
iu 43}.F2�` r• tp mod,., R.yr n`+4 'v a. < ..l'r 3, 'tP j.N fi. .y.
66.00 S 5?i;r G+ pt Nr Y7h is rk' x x5n{S,
r"',ii��Ca
65.00 s v r#w Fr�Yu fa ttril Sih C T3P'
A r�y'�. T i" � ... [i���j.rd � tS;•,r,y
6 Ou � { (i„ ._ .� .. ;. �._,�• � d�. tom`:. r
(�
Nc§
Storage (cf)
—+— Volume 100-yr WSEL --*-- 2-yr WSEL
1760-CUHP-new
Stage Storage Page 5 of 8
Job No. 1760-01-00 Shear Engineering Corporation
Designer: dah Cherokee Flying Heights
INPUT FOR OUTLET STRUCTURE
DETERMINE ORIFICE SIZE
Release @ 2-yr Historic
Q= CA(2gH)"0.5
A = Q/(C(2gH)A0.5
WSEL(ft)= 71.82
H (ft) = 2.60
C = 0.65
Q (cfs)= 0.79
A (sf) = 0.11
R (ft) = 0.185
D (ft) = 0.370
Use 0.375 ft diam.orifice
4.50 inches
LOWER ORIFICE DIAM. (ft) 0.38 TOP OF BERM (ft) 72.00
LOWER ORIFICE INV. (ft) 69.72 INIT. DELTA (ft) 0.04
LOWER ORIFICE COEF. (Cl) 0.65 DELTA HEAD (ft) 0.25
Top of Lower Orifice (ft, 70.10 Top of Pipe (ft) 70.97
UPPER ORIFICE DIAM.(ft)
UPPER ORIFICE INV.. (ft)
UPPER ORIFICE COEF. (Cu) OVER FLOW yes
Top of Upper Orifice (ft; 0.00 WEIR LENGTH (ft) 40.00
Pipe Diameter (ft) 1.25 WEIR INVERT (ft) 71.80
PIPE SLOPE (ft/ft) 0.0050 WEIR COEF. (Cwo) 2.60
MANNINGS n 0.013 Q100 (cfs)= 10.94
Pipe conveyance factor- (64.600 Req'd Head (ft) 0.2229
C = 1.486ARA2/3/n Max WSEL (ft) = 72.02
12/20/2001
11:37 AM
1760-CUHP-new
Outlet Page 6 of 8
Job No. 1760-01-00 Shear Engineering Corporation 3/25/2002
Designer: dah Cherokee Flying Heights 2:41 PM
*OUTPUT*
Pipe Area (sf)
1.23
P
3.93
ft
HYD. RAD
(FT) =
0.313
ft
R"2/3 =
0.4603
OUTLET PIPE CAPACITY =
4.57
cfs
LOWER ORIFICE AREA (A) =
0.1104
sf
UPPER ORIFICE AREA (A) =
0.0000
sf
ORIFICE EQtN:
CA(2gH)"1/2
WEIR FLOW EQTN.
CwLH�3/2
NOTE: HEAD OVER ORIFICE
= HEAD OVER CENTER
OF ORIFICE
LOWER ORIFICE
UPPER ORIFICE
OVERFLOW
WEIR
HEAD
HEAD
HEAD
SUB
ELEV.
OVER
LOWER
OVER
UPPER
OVER
WEIR
TOTAL
LOWER
ORIFICE
UPPER
ORIFICE
WEIR
FLOW
FLOW
ORIFICE
FLOW
ORIFICE _FLOW
ft
ft
cfs
ft
cfs
ft
cfs
cfs
67.32
0.00
0.79
0.00
0.00
0.00
0.00
0.79
68.00
0.00
0.79
0.00
0.00
0.00
0.00
0.79
69.00
0.00
0.79
0.00
0.00
0.00
0.00
0.79
69.72
0.00
0.79
0.00
0.00
0.00
0.00
0.79
70.00
0.09
0.97
0.00
0.00
0.00
0.00
0.97
70.25
0.34
1.13
0.00
0.00
0.00
0.00
1.13
70.50
0.59
1.23
0.00
0.00
0.00
0.00
1 1.23
70.75
0.84
1.32
0.00
0.00
0.00
0.00
1.32
71.00
1.09
1.39
0.00
0.00
0.00
0.00
1.39
71.50
1.59
1.52
0.00
0.00
0.00
0.00
1.52
71.80
1.89
1.58
0.00
0.00
0.00
0.00
1.58
72.02
2.12
0.00
0.00
0.00
0.22
10.94
10.94
Determine Qrelease For 100-yr WSEL
Qdesign 1.58 cfs
Qrelease 1.58 cfs
Qdelta 0.00 cfs
WSEL = 71.80 ft
Determine WSEL for Q100 - worst case
Q100 =
10.94
cfs
Qrelease
10.94
cfs
Qdelta
0.00
cfs
WSEL =
72.02
ft
Worst case is defined as both orifices clogged and WSEL up to weir
Weir is sized to pass Q100 without benefit of orifice
1760-CUHP-new
Outlet Page 7 of 8
Job No. 1760-01-00 Shear Engineering Corporation 12/20/2001
Designer: dah Cherokee Flying Heights 11:38 AM
low Weir from WQ Pond
Required WSEL = 71.82 ft - from stage storage
Q100 to pond 10.94 cfs - from slow summary
Weir Coefficient 2.60
Top of Wall 72.00 ft - from stage storage
Set Weir elev @ 71.80 ft - from.stage storage
Head = 0.20 ft - top of wall - weir elev
BROADCRESTED WEIR FLOW EQUATI(Q = CwLHA3/2
L = Q/CwH^3/2
Length (L) 47.06ft
Set length @ 37.66 ft <-- Maximum Length due to
rounded up to nearest 10.00 ft Space Limitations
H = (Q/Cw*L)�(2/3)
Max Head (Hmax)
Hmax = 0.23 ft
Max WSEL = 72.03
Lowest Opening Elevation = Max WSEL + 1.50 ft
Lowest Opening Elevation = 73.53 ft
Conclude -
Overflow Weir will be adequate
Pipe size from Outlet to Street
Diameter 1.25 ft/ft
n 0.013
Slope 0.0050 ft/ft
C 64.60 - from Mannings Equation
Capacity 4.57 cfs - C*S"0.5
Q10 4.29 cfs
1760-W QCV-new
Weir Page 8 of 8
APPENDIX II
.Erosion Control Calculations
Erosion Control Cost Estimate
Erosion Control Security Document
October 3, 2000
Project No: 1760-01-00
Basil Harridan
City of Fort Collins Stormwater Utility.
P.O. Box 580
Ft. Collins, Colorado 80522
Re: Cherokee Flying Heights, Fort Collins, Colorado
Dear Basil,
Attached is the erosion control security deposit estimate for Cherokee Flying Heights
ESTIMATE 1: Erosion Control Cost/unit Unit
80 LF of silt fence rr S 3.00 LF
2 Gravel Inlet filter @ $150.00 Each
5 Haybales barriers @ S 75.00 Each
TOTAL ESTIMATED COST:
ESTIMATE 2: Revegetate disturbed area
1.74 acres @ S 655.00
$655.00 per acre for areas up to 5 acres.
TOTAL ESTIMATED COST:
Cost
$240.00
S300.00
$375.00
$915.00
x 1.5
$1,372.50
S 1,139.70
x 1.5
S 1,709.55
In no instance shall the amount of the security be less than S 1,000.00. Therefore, the
total required erosion control security deposit for Cherokee Flying Heights
will be S12709.55
If you have any questions, please call me at 226-5334.
Sincerely,
Mark Oberschmidt
Shear Engineering Corporation
MEO / nleo
cc: Mike Jensen
City of Fort Collins Stormwater Utility - Erosion Control Department
4836 S. College, Suite 12 Ft. Collins, CO S0525 •(970) 226,5334 Fax (970) 282.0311 ).N-%v%r.shcarenginecring.cotn
October 3, 2000
Project No: 1760-01-00
Re: EROSION CONTROL SECURITY DEPOSIT REQUIREM-N''TS:
Cherokee Flying Heights; Fort Collins, Colorado
An erosion control security deposit is required in accordance with City of Fort Coliins
policy (Chapter 7, Section C: SECURITY; page 7.23 of the City of Fort Collins
Development lAanual). In no instance shall the amount of the security be less than
$1,000.00.
According to current City of Fort Collins policy, the erosion control security deposit
is figured based on the larger amount of 1.5 times the estimated cost of installing
the approved erosion control measures or 1.5 times the cost to re -vegetate the
anticipated area to be disturbed by construction activity.
The cost to install the proposed erosion control measures is
Refer to the cost estimate attached in Appendix I.
1.5 times the cost to install the erosion control measures is
Net disturbed area due to construction activity will be
Cost to revegetate the disturbed area =
1.5 times the cost to re -vegetate the disturbed area is
CONCLUSION:
The erosiop control security deposit amount required for
Cherokee Flying Heights; Fort Collins, Colorado
will be $1,709.55
$915.00
$1,372.50
1.74 acres.
$ 1,139.70
$ 1,709.55
SHEAR
4836 S. College, Suite 12 1't. Collins, CO 80525 (970) 226.533.1 Fax (970) 282-0311 �� �� ��tshrirengincering.com
G:\Clicnu1J-Clicnts\Jcnsen, Mike\1760-01-00; Cherokee Flying Heights\Documents\Erosion Control\Sequence.doc
CONSTRUCTION SEQUENCE
PROJECT: CHEROKEE FLYING HEIGHTS
STANDARD FORM C
SEQUENCE FOR 2002 ONLY COMPLETED BY:MEO/SHEAR ENGINEERING CORP.
INDICATE BY USE OF A BAR LINE OR SYMBOLS WHEN EROSION CONTROL MEASURES WILL BE INSTALLED.
MAJOR NIODIFICATIONS TO AN APPROVED SCHEDULE MAY REQUIRE SUBMITTING A NEW SCHEDULE FOR
APPROVAL BY THE CITY ENGINEER.
YEAR 2002
MONTH A M J J A S O N D
OVERLOT GRADING **+
WIND EROSION CONTROL
SOIL ROUGHENING ***
PERIMETER BARRIER
ADDITIONAL BARRIERS
VEGETATIVE METHODS
SOIL SEALANT
OTHER
RAINFALL 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 - GRAVEL INLET FILTER
VEGETATIVE:
PERMANENT SEED PLANTING
MULCHING/SEALANT
TEMPORARY SEED PLANTING
SOD INSTALLATION
NEfTJ NGS/MATSBLANKETS
OTHER
STRUCTURES: INSTALLED BY: OWNER
MAINTAINED BY: OWNER
VEGETATION/MULCHING CONTRACTOR: OWNER
DATE PREPARED: 02/10/2001 DATE SUBMITTED: 02/14/2001
APPROVED BY THE CITY OF FORT COLLINS ON:
Job No. 1760-01-00 Shear Engineering Corporation
Designer: meo Cherokee Flying Heights
RAINFALL PERFORMANCE STANDARD EVALUATION
10/2/2000
3:16 Pit
PROJECT:
Cherokee Flying Heights
STANDARD
FORM A
DEVELOPED
ERODIBILITY Asb Lsb
Ssb
Lb Sb
SUBBASIN
ZONE (ac) (ft)
M
(feet) ('s)
1 rwunewrt
1.by
belu.uu l.uu 513 1.69
Totals
1.69
540.00 1.00
LINEAR INTERPOLATION
SLOPE
LENGTH 0.50
1.00
2.00
500 79.1,
79.50
80.3
540.00
79.61
600 79.4
79.77
:80.5
CONCLUDE:
PERFORMAfICE STANDARD
79.61'%
EROSION CONTROL PLAN OVERALL EFFECTIVENESS
MUST EXCEED THIS
EC-Calcs.xls
Performance Page 1 of 2
Job No. 1760-01-00 Shear Engineering Corporation
Designer: meo Cherokee Flying Heights
EFFECTIVENESS CALCULATIONS
STANDARD FORM B
PROJECT: Cherokee Flying Heights PROJ. NO. 1760-01-00
BY: MARK OBERSCHMIDT DATE 10/2/2000
C-FACTOR P-FACTOR COMMENT
METHOD VALUE VALUE
ROUGHENED GROUND 1.00 0.90 ROOF AREAS
HAYBALES 1.00 0.80
ASPHALT/CONCRETE 0.01 1.00
SOD 0.01 1.00
MAJOR PS SUB AREA
BASIN k BASIN acre
ALL 79.61% 1 1.69
CALCULATIONS
AREA C P
ROOF 0.34 ACRES 1.00 0.90
SOD 0.39 ACRES 0.01 1.00
ASPHALT 0.96 ACRES 0.01 1.00
CHECK 1.69
C = 0.2092
P = 0.7839
EFF 83.60%
TOTAL AREA = 1.69 ACRES
OVERALL EFFECTIVENESS 83.60% >
CONCLUDE: EROSION CONTROL PLAN IS EFFECTIVE
EQUATIONS
C = WEIGHTED AVG OF C X AREA
P= (WEIGHTED AVG OF P X AREA) X P
EFF = (1 - P X C) X 100.
79.61%
10/2/2000
3:16 PM
EC-Calcs.xls
Effectiveness Page 2 of 2
APPENDIX.III
Pump Specifications
2v. 2!2 2: ��? Fk CON JUF'f' t'
A*%6]ER!
COST-EFFBCT1Va ru)4pj9G
AFP 1041 60 Hz
-
TOWOO tans MAP)
roatax t�s�o�
14 �.
Z1.
I
70 40
I"' i 2 - i
- p 1
--I---�—so —
• e
e
u
T
1
a
tew
`
om
ONS I
' I
1
c
4 i
i
ot+t t
:tG I
{
p
ont: Y
I
Wet well stationary with pedestal
stationary with pedestal
Dlmenslons [inch)
A
B
C
- D
E
I
F
G
N
J
K
71/1a
3%
14%
071,
10,40
21
1031.
d'/1
7'/-
1 6'/1a
T
T/t0
8'/�
w
t'/ts
X
6'alta
a
9'/1e
b
1
c
IV/14
d
87/10
e
Olta
1
't/1a
DN1
DN2
DN
3
VAG
310/to
-T
..__.___..___._.,...�_.._.,'___"---
-.._ -.-"' .-,......,,... w�w�. ,o. we vscw
idamatlw ow"4t 0ln tAla soSwue.
A 0.. v. L r [ ( :. ! i , vi
AS 10
COSY-Ei►LCTIVN PCMPING
IFA!CO,Y S'J"PLY
Pump performance curves
AFP 1041 60 Hz
Curie number
Reference curve
wee
..
..
. cr.•
•
..�..�...-`.��..
WN
®FK
. ., . .-
_ AU EL 1 C t =0-1246
InrOMStiOn CQiWinvd in tF4a edMare,
APPENDIX IV
Charts & Figures
Table 3-3
RATIOMMAL Z•r_THOD RUNOFF COEFFICIENTS FOR COMPOSITE ;QZA.YSIS
Character of Surface Runoff Coefficient
Streets, Parking Lots, Drives:
Asphalt ...................................... 0.95
Concrete ..................................... 0.95
Gravel ....................................... 0.50
Roofs .......................................... 0.95
Lawns, Sandy Soil: '
Flat<2%..................................... 0.10
Average 2 to 7%.............................. 0.15
Steep>7% .................................... 6.20
Lawns, Heavy Soil:
Flat<2%..................................... 0.20
Average 2 to 7%.............. ......... .. 0.25
Steep>7%......................:.............. 0.35
3.1.7 Time of Concentration
In order to use the Rainfall Intensity Duration .Curve, the time of
concentration must be known. The time. of concentration, T,, represents the
time for water to'. flow from the -most remote part of the drainage basin under -
consideration to the design point under .consideration. 'Thee time of
concentration can be represented by the following equation.
T. = t,v + tt
Where:
T, - Time of Concentration, minutes
t,,,= overland flow time, minutes
tt= travel time in the gutter, Swale, or storm sewer, minutes
'The overland flow time, t,;.:,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).
1.87(/.1_CC)g12
Tov= Sl/3
Where: T,v= Overland Flow Time of Concentration, minutes
S - Slope, %
C = Rational Method Runoff Coefficient
D = Length of Overland Flow, feet (500' maximum)
Ct = Frequency Adjustment Factor
The travel time, t,, in the gutter, swale, or storm sewer can be estimated with
the help of Figure 3-3.
3.1.8 Adjustment for Infrequent Storms
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 3-4.
May 1984
Revised January 1997
Design Criteria
3-5
City of Fort Collins
Rainfall Intensity -Duration -Frequency Table
for using the Rational Method
(5 minutes - 30 minutes)
Figure 3-1 a
uran
tio
2 year
10-year
100 year
inutes)
Intensity
Intensity
Intensity
in/hr
in/hr
in/hr
5.00
k
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
1.98
3.39
6.92
0
1.92
3.29
6.71
013.00
0
1.87
3.19
6.52
0
1.81
3.08
6.300
1.75
2.99
6.10
0
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
4.9
26.00 1.40
`2_.39
4.8
2.7.00
1.37
2.34rIE4.78EI
28.00
1.34
2.29
4.69
2.9.00
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 3-1b
Duration
(minutes)
2-year
Intensity
in/hr
10-year
Intensity
in/hr
100-year
Intensity
in/h�
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
1.86
3.80
40.00
1.07
1.83V.3.62
4
41.00
1.05
1.808
42.00
1.04
1.77
43.00
1.02
1.746
44.00
1.01
1.721
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
1.42•
2.89
60.00
0.82
1.40
2.86
Bus
9
.8
.7
u,
o
.6
V
Q
4
... Z
s
:. O
V
W
tq
1
s:06
F: 0.8
I
S :
F:0.5
0.4
I
I
I
I'
I
BELOW
4LLOW4BLE
STREET
f
MINIMOM
GR
IoE
I
.0
0 2 4 6 8 10 12 14
SLOPE OF GUTTER (%)
Figure 4-2
REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITY
Apply reduction factor for applicable slope to the theoretical gutter capacity to obtain
allowable gutter capacity.
(From: U.S. Dept. of Commerce, Bureau of Public Roads, 1965)
MAY 1984 4-4 DESIGN CRITERIA
SECTION 7. OPEN CHANNELS
nnels should be designed such that flows at critical depth of surer critical flows are
,ided. All open channels shall be designed to carry the major storm runoff (100-year
recurrence interval). Lined channels shall be utilized when flow hydraulics, topography, or
right of way limitations govern.
7.1 Lined Channels
Where conditions for unlined channels cannot be met, open channels shall be lined.
If •supercritical flow is unavoidable, all concrete channel sections shall be
continuously reinforced, both longitudinally and laterally.
A r..inimum of one foot of freeboard shall be incorporated into major channels. Small
channels shall have either one foot of freeboard or additional capacity of
approximately one-third (1/3) of the design flow. The design of lined channels on
bends or curves shall take into consideration the centrifugal and gravitational forces
on the flow within the channel section. Use the following equation to -determine- the
water surface rise:
2 YW
y=c _
gr
Where y - Rise in water surface between a theoretical level water surface at the
center line and outside water surface elevation (superelevation)
C - Coefficient (see following tabulation)
V Mean channel velocity
W Channel width at elevation of center line water surface
g Acceleration of gravity
r Radius of channel center line curvature
tArmy Corps of Engineers' publication Hydraulic Dosign of Flood Control Channels, 1.July
1970
Use of the coefficient "C" in the above equation allows 'for the computation of the
total rise in water surface due to superelevation and standing waves for the
conditions listed in Table•7-1.
Table 7-1
SUPERELEVATION FOMAMA COEFFICIENTS
Flow Typo
Channol Cross Section
Typo of
Curve
Value of C
Tranquil
Rectangular
Simple
circular
0.5
Tranquil
Trapezoidal
Simple
circular
0.5
Rapid
Rectangular
Simple
circular
1.0
Rapid
Trapezoidal
Simple
circular
1.0
Rapid
Rectangular
Spiral
transitions
0.5
Rapid
Trapezoidal
Spiral
transitions
1.0
Rapid
Rectangular
Spiral
banked
0.5
All lined channels shall be protected from hydrostatic uplift forces by the use of
either drain piping, weep holes, or appropriate footings. Flow at the Froude number •
near 1.0 is unstable and should be avoided. The concrete shall be finished, as close
as possible, to the degree of roughness used in the design channel. Lined channels
must have the bottom sloped so that the flow is channelized towards the center line of
the channel.
May 1909
Revised January 1997
Design Criteria
7-1
APPENDIX V
Stuffer Envelope
Master Drainage and Erosion Control Plan (Sheet 6 of 14)
Drainage and Erosion Control Details (Sheet 14 of 14)
:i
IF
GRADING AND OF AINI (£NERAL NOTES
ERD9M rAXImA WIIS1NUi %AN Nam
I. All Storm ag t 1 t0 of pM
co moll y life d
S1marN a Specifications1 w Me dal W cNotWclm. My
a of w My
Th Ca f fast Win Communist MII Rpebn Call Inepedor must anotion 1 at 91
Y
- g IM1 pea olle Me l Note o/ Mn Fed
NY
h P t Y acn W f M ter.
Pm9WH'
use a
a Eta Contra 9epw1 Sal muse q re<eenmtkn of me
Plans by the Slarmrotr ON ty
lans by
All -required - tx u I hol be 4elauea to an d refusing r l
p poor y m r
t
atugroa^9other ewem cmdol measures sM1oll be -^slotted o1 Me
( p'mA
2 Me City of FM COIIFs eAoa not k responsible Irc the m^InMma d
time In t se
FpoPMte tlme in Me control eryumm m mdleglea in tbesoppmrM pmpd a[h Wle,
omeprop
alarm J age 1 I! I tM P' 1 properly
corstratuar pappal. and ermon Contring must.
I. All construction l' t' 1 pIY IA IM1 State fdaaaq
P ed t rMr t t mail AS projected d handled M m R M or
`e9 Pr P
permitting p lu 5! Woo D Ting to rNM1
d ( 1 9 m9 IN Ndl b Im tetl 1 IM1 required t ed 1 Wc14n
a W
A I tr Fiat information.tr t t Wmeb
e a
P Y a t M eA Idol practical p W two
Department
43MD t MOM, Not Quality Control o' 22-IM 9z
AJm Dairy c if DriverEnfrc Mom. W
p me Blind a t N paper d
All i W a m9 y(stockpiling. 'pV A 9 a 9 trty' t llal ,
mez3-ISJ0.
Allmfm- P 1 d Enforcement Cray' Pone (39J) 693-359D.
Sing 1) mail a kept northbound condition qp 9 tl 9 0l 9 1 d 1 ell
run
Ira Kg r Ma eCm t m 1 dinstalled.No [ee%LI
l If g) to be utttl to Lorton tbm o Slate for
.Inton
e
street team d mY eM1^II remain ummW rm Iona g. sem ng lm, to Ira more thanetc) Mlrly d id Eay
hefty (
pmmonmt mndd (e.g. seed/mulch, lanaangmg, plc) Is dAtllel,
aelMs lemrwise
wtmq ibis oriented I
Dtions y rg W chnne, D golan Permit a ywit tln e N d eta o
stmn n cM1 d ' q I� e'IM, w any stem of the Un 1eE 91dn
a Sum
undo otherwise gposetl by IM1 St otm Olt ly.
p
S. Fair cortficuturris mall be panel to the Sperninfir Daily by a
-
Me pro y Ad be mto d mall at all times durnis Construction palpatedin W
ff t wine aauW a'- At Imo parallel ti1' Adl b m i toy d' 1' M ohm
c otmamd an 9' licensed theState t Call pm alY of
RNmxm 1` t 1 1 (2) N p 1 I W fi 1 f
!
miles dual mprcla ate ry t properties belonged by theCity f Fort WhenEngineering
o panty or any adabuyind building prommus far this dojoI) borrowing
De Fa mt
M1 b installed thesubstantiala
Mol storrmo all improvements utility
cmctions ac me aIYmW don tr Alma and that Me drainage arm
All Im wooy (sWaWral) peon cmlyd measures mail be monitored and roared m mwmHnbcted
NncLma omaremq m Ne o-oFa9e engn intent
oidi
y after LOM tworrl ammo In order m nears Car pvlummre of their unman
luncllan.
All remFea aeainmis, pmxwlWY those m barctl rmMgy mrlam, anal be rmmW
6, All recommendations of Me end Oroaa9e and Erman Gnlyd Report
and disposed o/ he a mmna and lomlin so as not to twin their reuse into any dminagemy
for Cherokee I Neyhle by 4iw Enamel Grpaalin and be
No Sad slttYpile Odl maM too (10) feet In height. All sea at FALL Aoll be protected Moo
consiEered o port of man 9smd notes and g ifimtims and arm be
formed dung constr im. Contri and TI wkmdMps and
yymmt dmmai by wbdAbr raghmm% watering, and pameb sll formal My sag slrckple
restaurant after W Wye must be seMM and muIMM
min___�__�
llf�iFxiliER3�
sa
famAianm Mmadm with at raanmmWLma prantd in Me drama¢
and mm'pl wrord npml 1p Ihn mile. City Wagner prolfilt the VWnA dropping, or dyM ing of dogs or any coma material rate
CAAINAI.E MAINTENANCE NOTE City strings by a hen^ my aside. Any ^otlwtmt demailM mix ermll anal be demand Nelm to (to]Ng %on Ira
iminkinataftly by the contractor Chmgm n .all nekfla ma
I. sermlc montmance and de^mng of the mom waotr M<mm0ma
All d4Wme1 mesa m6Me of Me rmamy Including Me amnegewnys, to bg labmzea 'im o gnu uN
feria by Me owner is toward to mere IM1N Me structure mixture a son. Gm and Refund to M maintain wheat gross She tl lure to nduds 70S We am tenet Nbwabl<lpmFg
mastrfactors cebeproperty. It is recommended fact this Omi qma 15% hard Pme�S IRS Cerebral Rlegme, end 5% Ke lucky Rue area ElepWn 41,W feel - — -.
mould by
be done r o h storm antal . me orinw plate Nand npne mww Ounce m appr eyat Seedn rate to M dada tlnt used n fide g
Mwla M dmnM ofla eM atmn met ( 9 p'men . maw ram NSFL'n MmNm
MJd m hay to be qm] oM mmptl aMhe eeMM arm of o radio of ISA' -3O]p ymGa / we, p
Iz �
so
n 44
ryhJrl.rc�gr
OAK STREET
ART
��I�F1��6'iIS'd31s'd17�td'i'i�ttiliSA7t'II':!t'df1lS7
i1�f69'it'd{�S'S17�i6'i�fid:'1�G11sii1new
i7
an....
�S'SSIe'14�5'S:7�t:9El'17�lli�d�lt�r7F
��t'Li1e5.1�6:l1.41EII:71.':lEitla'tA1�S1
W��S'S:IfS.1�J�8'71SSL�2'
:ILJa'S:!{'a':1
Ift,♦1A��CiittiJ�LJfL'S'i7iSi7rYl1L4J�+11iLti7
41n2 Come b Mn I
�:Si�i16
eL1�R��
rtl—
d�
raw
is
RIM
Arsop Ira Me M b Mamma dome
pmtl I Pnd wortel M eel p y IM
nM i it
bnenmt OA it
may Dee b]m n
Decrease 12111 - - - -
xel-t
Mar !B)
a. Erl
Den
e
Slate
n
Bate
a
n
Nm
N
MJNne
n
Dort
Mora
d
den
vma
a-ft
fail
M rude
n
21
M redo
w d
67M
am
a
a
0
a
a
So
IBA
474
am
m
2
z
am
old?
Imes
a]ia
an
am
m5
m
]6
am
Arm
Imes
62.m
Dart
am
Idol
2%
3m
am
no]
am
am
am
am
may
w
]n
¢
nor
lR
ram
am
am
m
w
Ira
am
not
RUE
may
in
am
elm
]Sl
21M
am
no
1!®
ram
Ira
am
alga
my
AY
soy
SIR
film
mM
leg
as
1
BE)
m]
am
no]
ILLS
ram
Ira
am
afl
61
4624
an
Tor
Imm
]nor
2m
Ira
Am
BID
may
an
907
elm
]I.m
am
f.
5111
au
1E99
ail
me
form
T.m
Sm
am
m
lam
WAS
0.M
91m
IBmd
P,m
Am
am
U13
DIM
amp
ON
nor
Ia6d
P,m
All
am
mi
lma
l0
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nor
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P.m
441
020
Spa
Ira]
FM]
Q41
nor
1
]2q1
era
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ludo
I Hoot
aN
n01
1w
PdY
Ira
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Sled
-1m0
I im
I Due
nor
ISm
MemM FIlb
Asia Moe
IiL'n Hbe
fed am
Y me
n d
Rm IMS
All lM
300
IM
Rm
-}Idea.
of - Be
fl - bard 9l •
FnlPaa
Form Wrap
am
Nit m iedmd
an
o-R
Pd2
ale
A
n
n
WAS JDLY 2001 Drawn.
FMB CMde
A
M
J J
A 9
a
N 0
ne
wo Ph
we we we em
mvT waT nxR
- sh we
nT
Pew we
H IHwin
we
ISly
EIIIISAMnIiWlm
KmICA.93
MSiN n. 4TFA
N/YA WIInACNf
aRu
SALIE
wrt ROAm mA2/mm
woo 9Aw9mo mAtrym
MAr]IIDwmB nfmlmamm
LVA51EEL
Mina Ull
In- Lh
WRET PIPE KYg10
rnm
w, If
s(iwI
/CRInCE PLATTE\
OKI PPE WE
MRMC
re f/rf STEEL a T
(M. e)
�41Reveal
Table 11.2 R60YYpDCD 9PEC16
PO TWO'O0. MUAMIN ARE / OR MM CROPS
GRAPHIC SCALE.
SPECW9 56ASON DRIIJBD MMS/ AM
Ad
L
o m m ep
Mewl RJepeee Cool ED
ab I m
1m -wn
Cei Rye Cml 40
not Nleky Cou1 40
ftBmlay STmN Coal IS
EDD
YDIet fad ea
M brtd Slam Nmm IS
seghum Norm 10
Coat MMM 6 mere thetr maim graeld m Me ryrlry, line memo grmeee mph
{II1I-n1E,■■■�
Most major gr IN We In Me lair muning and mmmm. Table 11 { IdODUm plm4og
deb lm permviel and temp rm /ever poppy Came
Table ILA PIARTLYG DAME MR PRR&YNIAL AM T616VNUlY / COVER
MR GMMS
DAM PEIIENM.W T OW/W
GRASSES CHOP G9A5985
berm cool germ pool
Job DI — m26 Yee Yam No No
LEGEND
awn 01 - may 15 this Yn No Yea
May 16 - May 91 Yee No Ye No
ENSING ICMT R
im 01 - 1W 91 No No YM No
Mg Of - Aug 91 No Ym No yes
—
""NO S CRIipN
gap of - pep W No No NO Yes
Oat 01 - Dee 91 yin Yes No Na
fmvosED 1 WHTWR
MdpbhN shell be and W seen an We establishment of Melm0om We an mom of We
PRwdsEO 5' caxraR
foOalMg mulches Ad brouad do a moral dqy gram a miilure, or e
� �
BASH BOUNDARY
.
temporary aegeWYao r voteMIN
YWch AmyMm le AppxnOoo Rork
ME
aB-BASH BWHD.wv
Dote of Use
MMOMMM
MIHIF RASH BnIMOARY
94mr m Nat in of - Hay 2 91
toe/ease
dra Nywic good or 15 - Wy IS 2 om n pee
ermtmn emwl ImeG 6lmhelel in 3m
or
or 01 -Dec 91 Not .pWnNe
A
A - BASIAREA
INMom
B - AREA ACRES
�y or straw mulch shell M nee d voAime weedy and at lead 50g d the Mbx ram he 10
ea
C - CONP091E S(100
eCEmmann (Imo w. EYFNT)
mW m0a greero, bay (r®e mlin gram u s
hn or comer an eWgtmiw
arpgmtM mdehWg evaileNe.
QO
D - N P DE9PIAMNI
M stgYeMoo b used , hydnotic mdphe may be eppDetl from Yenh 15 them* Se
rpPI®hen m.
Q
LHpMN£L xuHuM
My by 91rew Yuk-0
n.svm
eNi9 FLOW Trion RI
1, Rey m Ham we markets wDl he mpharm to We NO by me of We follmwg meW Ws
—T
F
SIT FENCE
e, A wisdom which mil crWp We mar low ioehee or dome mlo We sot1. Al lent 5" d
yiRAsr BALE Diego
fiber slid be 10 Toot m mom in ]"W,
b. Ymwec4ved mWph oet4og iaeleped doer We hat or stray a rdim In mmOod ere
gjah
MAWL al FRITER
Wlemtlma,
c hcHhen apnyM m the mweh 0 We m fact s ravmmepdetiop.
®
2mn50' WHEM CLEAVING VAnw
2. AD Mw m hey must he free of early woman
A a nave emu.
WRAP APRM
B M
o
BE an.ma-aw_Ir
PUTLE
m mom. as MAL error
A
w
— mmlre rerlgo
am N-12
ecru RAN Es's1
Mwv
FRAME.
-••�•a hY
aRRa�-•
13R s ]l�or
worm SECTION A -A
LL DETAIL
$Ff REi. WALL. CETAY
XE/➢WAl1 ,y
tea'- 8) 4£ .WALL LNL
Qtli1Q plglE 50
SECONDARY ORIFICE PLATE/14WEl l DISTAL
G la Rate
InsM (dnR Plpe Tm mi pbG plate
R OidII 0mn Nfl Ndght Hoot NO
Bar, A D C
ft non
691 I.BB I
FP*
Masi
r�
LL
Q
ftnmityr4q
%
14 Iggiv.6omde
Oppose
wpm
UpWris
W
q
Boo
San
%ate
Rule
InM
nwt
(Both)
pcBmat
Ro
HootOperring
NtlM
mm
He19AP
Efne.
1)
(I)
fl
nee
nmers
ii
67.
]
N00
9,
I. See dead m short 1e for Wlgliond =an Om
SECTION S-B