HomeMy WebLinkAboutDrainage Reports - 11/15/2005I
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IFINAL DRAINAGE AND EROSION CONTROL REPORT
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MANHATTAN TOWNHOMES
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FINAL DRAINAGE AND EROSION CONTROL REPORT
FOR
MANHATTAN TOWNHOMES
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FINAL DRAINAGE AND EROSION CONTROL REPORT
FOR
MANHATTAN TOWNHOMES
Prepared for:
Lagunitas Manhattan, Inc.
3944 JFK Parkway, Suite B200
Fort Collins, CO 80525
Prepared by:
North Star Design
700.Automation Drive, Unit.I
Windsor, Colorado 80550
(970) 686-6939
October 17, 2005
Job Number 173-05
11
North Star
ri4mm. design, inc.
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October 17, 2005
Basil Hamdan
City of Fort Collins Stormwater
700 Wood Street
Fort Collins, CO 80522-0580
RE: Final Drainage and Erosion Control Report for Manhattan Townhomes
Dear Basil,
I am pleased to submit for your review and approval, this Final Drainage & Erosion Control
Report for Manhattan Townhomes. I certify that this report for the drainage design of Manhattan
Townhomes was prepared in accordance with the criteria in the City of Fort Collins Storm
Drainage Manual.
I appreciate your time and consideration in reviewing this submittal. Please call if you have any
questions.
Prepared by:
Shane Boyle, EIT
North Star Design, Inc.
Reviewed By:
' 700 Automation Drive, Unit I Windsor, Colorado 80550
970-686-6939 Phone • 970-686-1 188 Fax
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TABLE OF CONTENTS
TABLEOF CONTENTS............................................................................................................... iii
1. GENERAL LOCATION AND DESCRIPTION
1.1 Location...................................................................................................................1
1.2 Description of Property............................................................................................I
2. DRAINAGE BASINS AND SUB -BASINS
2.1 Major Basin Description..........................................................................................1
2.2 Sub -Basin Description.............................................................................................2
3. DRAINAGE DESIGN CRITERIA
3.1 Regulations.......................................................................................................:......2
3.2 Development Criteria Reference and Constraints....................................................2
3.3 Hydrologic Criteria..................................................................................................2
3.4 Hydraulic Criteria..................:.................................................................................2
4. DRAINAGE FACILITY DESIGN
4.1 General Concept.......................................................................................................3
4.2 Specific Flow Routing.............................................................................................3
4.3 Drainage Summary ...................................................................................................4
5. EROSION CONTROL
5.1 General Concept......................................................................................................5
5.2 Specific Details........................................................................................................5
6. CONCLUSIONS
6.1 Compliance with Standards....................................................................................5
6.2 Drainage Concept.....................................................................................................5
7. REFERENCES....................................................................................................................6
APPENDICES
A Vicinity Map
B Hydrologic & Hydraulic Computations
C Erosion Control Calculations
D Figures and Tables
iii
1. GENERAL LOCATION AND DESCRIPTION
' 1.1. Location
The proposed Manhattan Townhomes is located in Fort Collins on the east side of
Manhattan Avenue south of Horsetooth Road. This project is located in the Northeast
Quarter of Section Thirty-five, Township Seven North, Range Sixty-nine West of the
Mi Sixth Principal Meridian, in the City of Fort Collins, Larimer County, Colorado. See the
Vicinity Map in Appendix A.
The site is bounded on the north by existing storage units, on the east by the Colorado &
Southern Railroad tracks, on the south by existing residential development, and on the
west by Manhattan Avenue.
1.2. Description of Property
The project area consists of approximately 2.2 acres of land. Existing development on
the site includes an apartment building and parking areas. The eastern portion of the site
is a regional detention pond. The existing detention pond will be resized and re -graded
by Icon Engineering as a separate project. The existing drainage pattern for the western
portion of the site is to the east into the existing pond at a slope of approximately 1.5%.
' The proposed improvements on this site consist of 5 townhome buildings, three 3-stall
garage units, an 8-stall garage unit, and associated drives, walks, and parking. Access is
obtained on the west from Manhattan Avenue. No portion of the proposed project is
within a designated floodplain area.
2. DRAINAGE BASINS AND SUB -BASINS
1 2.1. Major Basin Description
The proposed development lies within the McClelland Mall Creek Drainage Basin. Due
to the location of the regional detention pond, neither on -site stormwater detention nor
extended water quality detention are required for this site. The proposed 100-year water
surface elevation for the pond, according to Icon Engineering, is 4943.0, with a top of
berm elevation of 4944.0. The finished floor of the existing building is at approximately
4943; grading around the building is being proposed to protect it from the adjacent pond.
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' 2.2. Sub -basin Description
There are seven drainage basins for the proposed site. Runoff from Basins 1, 2, and 3
will be conveyed to the east through the site and into the detention pond. Basins 4A and
4B will sheet flow to the west into Manhattan Avenue, then will be conveyed to the south
via curb & gutter into the detention pond. Runoff from Basin 5 will sheet flow directly
into the detention pond. Basin 6 will sheet flow to the north and will be collected in an
existing drainage swale in the Park South Commercial development. Runoff will then be
conveyed to an existing detention pond east of the storage units. See Section 4 of this
Ireport for a more detailed explanation of subbasin flows
3. DRAINAGE DESIGN CRITERIA
3.1. Regulations
This report was prepared to meet or exceed the "City of Fort Collins Storm Drainage
Design Criteria Manual" specifications. Where applicable, the criteria established in the
"Urban Storm Drainage Criteria Manual" (UDFCD), 2001 has been used.
3.2. Development Criteria Reference and Constraints
' The runoff from this site has been routed to conform to the requirements of the City
Stormwater Department. Stormwater detention and extended water quality detention are
being provided in the downstream regional detention pond via separate project.
3.3. Hydrologic Criteria
tl Runoff computations were prepared for the 10-year minor and 100-year major storm
frequencies utilizing the Rational Method. All hydrologic calculations associated with
' the basins are included in Appendix B of this report.
3.4. Hydraulic Criteria
All hydraulic calculations within this report have been prepared in accordance with the
City of Fort Collins Drainage Criteria and are included in Appendix B of this report. The
only proposed storm sewer for this project is a 10' Type R Inlet and RCP pipe at the low
' point of Manhattan Avenue and extension of the existing 36" RCP pipes.
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4. DRAINAGE FACILITY DESIGN
' 4.1. General Concept
Given the close proximity of the regional detention pond, the drainage concept for this
site is to convey the on -site runoff to the detention pond with a minimum of number of
drainage structures. All basins will be routed to the detention pond via surface flow. The
' only drainage structure proposed with this project is a 10' Type R Inlet and RCP pipe at
the low point in Manhattan Avenue and extension of the existing 36" RCP pipes in order
to accommodate the widened roadway and proposed sidewalk. The drainage basin that
drains to this portion of Manhattan Avenue was not analyzed with this design. The
proposed 10' Type R will be able to adequately capture approximately 20.2 cfs. Any
additional flow will overtop the sidewalk and flow into the adjacent detention pond.
' 4.2. Specific Flow Routing
A summary of the drainage patterns within each basin is provided in the following
paragraphs.
' Basin 1 (0.14 acres) contains a portion of the northern most building, a portion of one of
the 3-stall garage units, and adjacent drives and parking. Runoff from this basin will
surface flow to the east and into the detention pond via a proposed curb opening and
concrete channel. Basin 1 runoff is 0.6 cfs for the 10-year minor storm and 1.4 cfs for the
100-year major storm.
�I Basin 2 (0.19 acres) contains portions of two proposed townhome buildings, a portion of
' one of the 3-stall garage units, and adjacent drives and parking. Runoff from this basin
will surface flow to the east, then will be conveyed via curb and gutter to a proposed curb
opening, then into the existing detention pond. Basin 2 runoff is 0.8 cfs for the 10-year
' minor storm and 1.9 cfs for the 100-year major storm.
Basin 3 (1.08 acres) contains the existing apartment building, portions of four of the
proposed townhome buildings, the proposed 8-car garage unit, portions of two of the 3-
stall garage units, and adjacent drives, parking, and walks. Runoff from this basin is
conveyed to the south and east via concrete pans and curb and gutter and enters the pond
through a proposed curb opening. Basin 3 runoff is 4.3 cfs for the 10-year minor storm
' and 10.7 cfs for the 100-year major storm.
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Basins 4A and 4B (0.13 acres and 0.21 acres) contain the portion of the site adjacent to
Manhattan Avenue, including portions of three townhome buildings, along with adjacent
walks and landscaping. Runoff from these basins will sheet flow to the west into
Manhattan Avenue. From there, the runoff will be conveyed via curb and gutter to the
south, where it will be collected in the proposed 10' Type R inlet and piped to the
existing detention pond. Runoff from Basin 4A is 0.4 cfs for the 10-year storm and 1.1
cfs for the 100-year storm. Runoff from Basin 413 is 0.5 cfs for the 10-year storm and 1.4
cfs for the 100-year storm.
' Basin 5 (0.43 acres) includes the portion of the site adjacent to the existing detention
pond. This Basin contains portions of 2 townhome buildings, the three 3-stall garage
units, and adjacent sidewalks and landscaping. Runoff from Basin 5 will sheet flow into
the existing detention pond. Runoff from this basin is 1.1 cfs for the 10-year storm and
2.9 cfs for the 100-year storm. '
Basin 6 (0.02 acres) is located on the northern edge of the site and contains landscaping
' area adjacent to the northernmost townhome building. Runoff from this basin will sheet
flow to the north and will be collected in an existing swale located in the Park South
Commercial development. The runoff will then be conveyed to an existing detention
pond located east of the storage units. Runoff from this basin is less than 0.1 cfs for both
' the minor and major storms.
4.3. Drainage Summary
.' Drainage facilities located outside of the right-of-way will be maintained by the home
owner's association. The regional detention facility will be owned and maintained by the
City of Fort Collins. On -site runoff will be routed to the existing regional detention pond
via surface flow.
There are no private storm sewer improvements proposed with this project. The only
public storm sewer improvements proposed with this project are a 10' Type R Inlet and
RCP pipe located at the low point of Manhattan Avenue and extension of the two existing
36" RCP pipes under Manhattan Avenue.
' 4
5. EROSION CONTROL
' 5.1. General Concept
This site lies within the Moderate Rainfall and Wind Erodibility Zone per the City of Fort
Collins and into adjacent properties. Potential also exists for tracking of mud onto
' existing streets which could then wash into existing storm systems. The required
performance standard for the site is 78.0%. During construction and after paving, this
figure has been exceeded with the use of silt fence and straw bales. Ground roughing and
' straw mulch will also be used to control erosion during construction. All erosion control
calculations are included in Appendix C of this report.
' The erosion control escrow amount is $11,550.
5.2. Specific Details
To limit the amount of silt leaving the site several erosion control measures shall be
implemented during construction. Straw bales will be used where appropriate and the
eastern and southern site boundaries shall have silt fence installed. Two vehicle tracking
pads shall be installed at the connections to Manhattan Avenue to control the mud being
tracked onto the existing pavement. During overlot grading, disturbed areas are to be
' kept in a roughened condition and watered to reduce wind erosion. The extent of the
disturbance shall be limited and the existing vegetation adjacent to the construction area
shall be maintained to the greatest extent possible.
6. CONCLUSIONS
6.1. Compliance with Standards
All computations that have been completed within this report are in compliance with the
City of Fort Collins Erosion Control Reference Manual for Construction Sites and the
' Storm Drainage Design Criteria Manual. There are no variances requested for this project
at this time.
' 6.2. Drainage Concept
' Conveyance elements have been designed to convey required flows to the existing
detention pond in such a manner as to minimize future maintenance. All basins will be
' 5
conveyed to the detention pond via surface flows. No private storm sewers are proposed
with this project. Public storm sewer improvements consist of a proposed 10' Type R
Inlet and RCP pipe located at the low point of Manhattan Avenue and extension of the
existing 36" RCP stone pipes under Manhattan Avenue.
If, at the time of construction, groundwater is encountered, a Colorado Department of
Health Construction Dewatering Permit will be required.
7. REFERENCES
1. City of Fort Collins, "Storm Drainage Criteria Manual", (SDCM), dated March
1999.
2. Urban Drainage and Flood Control District, "Urban Stone Drainage Criteria
Manual", Volumes 1 and 2, dated June 2001, and Volume 3 dated September
2001.
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APPENDIX A
VICINITY MAP
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SHEET 1 OF 1
DATE: 9/12/05 MANHATTAN TOWNHOMES North Star
SCALE: 1• = 800• BEING A REPLAT OF '��- design, inc.
DESIGNED BY: SB PARK SOUTH 2ND FILING P.U.D. 700 Automation Drive, unit I
VICINITY MAP Windsor, Colorado 80550
Phone: 970-686-6939
JOB NO.: 173-05 Fax: 970-686-1188
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APPENDIX B
1
HYDROLOGIC & HYDRAULIC COMPUTATIONS
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CURB CUTS
RECTANGULAR WEIR EQUATION
CE REFERENCE MANUAL - 7TH - LINDEBURG 19-10-14
LOCATION: MAN14ATFAN TOWNHOMES
PROJECT NO: 173-05
COMPUTATIONS BY: SB
SUBMITTED BY: North Star Design
DATE: 4/4/2005
Qo
= (2/3)*Cl.b*sgrt(2g)*H^(1.5)
where
Qo = flow (cfs)
Co = discharge coefficient
g = gravitational acceleration =
b= width of curb opening
H= height of curb opening
DESIGN POINTS I
& 2
Q required
= 1.9 cfs
h = 0.67 ft
solve for:
b = 1.04 ft
USE:
2.0 FOOT CURB CUT
check:
Q = 1.90 cfs
check:
h = 0.43 ft
DESIGN POINT 4
Q required
= 10.7 cfs
It = 0.67 ft
solve for:
b = 5.88 ft
USE:
6.0 FOOT CURB CUT
check:
Q = 10.70 cfs
check:
h = 0.66 It
0.62
32.2 ft/s
Project
Inlet ID
WP - Lu WP
_I
w Direction
I
gn Information (input)
th of a Unit Inlet
L.
I Depression, if any (not part of upstream Composite Gutter)
:300:inches
ht of Curb Opening in Inches
H
inches
Width for Depression Pan
WP =
3 00 ft
ging Factor for a Single Unit (typical value = 0.1)
C 0
.10
of Throat (see USDCM Figure ST-5)
Theta
degrees
;e Coefficient (see USDCM Table ST-7)
Cd
0 7
Coefficient (see USDCM Table ST-7)
CW =
300.
Number of Units in the Curb Opening Inlet
No
a Weir
sign Discharge on the Street (from Street Hy)
Q.
. . . . . . . . .........
...........
..::204i cfs
iter Depth for the Design Condition
Yd =
1103 . inches
al Length of Curb Opening Inlet
L =
IIVOVft
mcity as a Weir without Clogging
QVVi =
40 7>:c is
gging Coefficient for Multiple Units
Coef
..A. ' :00.
gging Factor for Multiple Units
Clog
3acity as a Weir with Clogging
Q
3ff" 1 CfS
an Orifice
)acity as an Orifice without Clogging
Q.1
2Z4-. cfs
)acity as an Orifice with Clogging
Q0a
cfs
pacity for Design with Clogging
Q.
Za 20.s
pture Percentage for this Inlet = Qa Q,
o
c�tc=
Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture
percentage of less than 100% in a sump may indicate the need for additional inlet units.
Type R.As, Curb-S
9/12/2005,2:55 PM
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F
APPENDIX C
EROSION CONTROL CALCULATIONS
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North Star Design
700 Automation Drive, Unit I
Windsor, CO 80550
EFFECTIVENESS CALCULATIONS
PROJECT:
MANHATTANTOWNHOMES
STANDARD FORM B
COMPLETED BY:
SB
DATE: 15-Nov-05
EROSION CONTROL
C-FACTOR
P-FACTOR
METHOD
VALUE
VALUE
COMMENT
BARESOIL
1.00
1.00
SMOOTH CONDITION
ROUGHENEDGROUND
1.00
0.90
SEDIMENT BASIN
1.00
0.50
ROADS/WALKS
0.01
1.00
GRAVEL FILTERS
1.00
0.80
PLACED AT INLETS
SILT FENCE
1.00
0.50
STRAW MULCH
0.06
1.00
ESTABLISHED GRASS
0.08
1.00
STRAW BARRIERS
1.00
0.80
EFF = (I-C' P)' 100
MAJOR
SUB
BASIN AREA
EROSION CONTROL METHODS
BASIN
BASIN
(Ac)
1
0.14
BARE SOIL
0.00 Ac.
-
ROADS/WALKS
0.08 Ac.
STRAW MULCH
0.00 Ac.
'
ROUGHENED GROUND
0.06 Ac.
ESTABLISHED GRASS
0.00 Ac.
NET C-FACTOR
0.43
NET P-FACTOR
0.45
EFF = (1-C'P)' 100 =
80.5%
2
0.19
BARE SOIL
0.00 Ac.
ROADSIWALKS
0.14 Ac.
STRAW MULCH
0.00 Ac.
ROUGHENED GROUND
0.05 Ac.
ESTABLISHED GRASS
0.00 Ac.
NET C-FACTOR
0.27
NET P-FACTOR
0.45
EFF = (I-C'P)' 100 =
87.8%
3
1.08
BARE SOIL
0.00 Ac.
ROADS/WALKS
0.59 Ac.
STRAW MULCH
0.00 Ac.
ROUGHENED GROUND
0.49 Ac.
ESTABLISHED GRASS
0.00 Ac.
NET C-FACTOR
0.46
NET P-FACTOR
0.45
EFF = (I-C'P)' 100 =
79.3 %
4A
0.13
BARE SOIL
0.00 Ac.
ROADS/WALKS
0.02 Ac.
STRAW MULCH
0.00 Ac.
ROUGHENED GROUND
0.11 Ac.
ESTABLISHED GRASS
0.00 Ac.
NET C-FACTOR
0.85
NET P-FACTOR
0.29
EFF = (1-C'P)' 100 =
75.6%
4B
0.21
BARE SOIL
0.00 Ac.
ROADS/WALKS
0.02 Ac.
STRAW MULCH
0.00 Ac.
ROUGHENED GROUND
0.19 Ac.
ESTABLISHED GRASS
0.00 Ac.
NET C-FACTOR
0.91
NET P-FACTOR
0.29
EFF = (I -C'P)' 100 =
73.9%
Erosion.X13
1 of
0.11
0.17
0.86
0.10
0.16
1
1
1
1
1
North Star Design
700 Automation Drive, Unit I
Windsor, CO 80550
PROJECT:
MANHATTAN TOWNHOMES
STANDARDFORM B
COMPLETED BY:
SB
DATE: 15-Nov-05
EROSION CONTROL
C-FACTOR
P-FACTOR
METIIOD
VALUE
VALUE
COMMENT
BARE SOIL
1.00
1.00
SMOOTH CONDITION
ROUGHENED GROUND
1.00
0.90
SEDIMENT BASIN
1.00
0.50
ROADS/WALKS
0.01
1.00
GRAVEL FILTERS
1.00
0.80
PLACED AT INLETS
SILT FENCE
1.00
0.50
STRAW MULCH
0.06
1.00
ESTABLISHED GRASS
0.08
1.00
STRAW BARRIERS
1.00
0.80
EFF = ( I -C-P)• 100
MAJOR
SUB
BASIN AREA
EROSION CONTROL METHODS
BASIN
BASIN
(Ac)
5
0.43
BARE SOIL
0.00 Ac.
ROADS/WALKS
0.06 Ac.
STRAW MULCI1
0.00 Ac.
ROUGHENED GROUND
0.37 Ac.
ESTABLISHED GRASS
0.60 Ac.
NET C-FACTOR
0.86
NET P-FACTOR
0.29
FFF = (1-C-P)• 100 =
75.2%
6
0.02
BARE SOIL
0.00 Ac.
ROADS/WALKS
0.00 Ac.
STRAW MULCH
0.00 Ac.
ROUGHENED GROUND
0.02 Ac.
ESTABLISHED GRASS
0.00 Ac.
NET C-FACTOR
1.00
NET P-FACTOR
0.45
EFF=(1-C'P)'100=
55.0%
Erosion.xls
TOTAL AREA = 2.20 ac
TOTAL EFF = 78.4% _ (94.0%'29.77 ac. +,_+99.6%•0.40 ac)/1.14 ac
REQUIRED PS = 78.0%
2 of
0.32
0.01
1.72
North Star Design
700 Automation Drive, Unit I
Windsor. CO 80550
CONSTRUCTION SEQUENCE
Project: Manhattan Townhomes Date: November 15, 2005
Indicate with bar line when constructions will occurr and when BMP's will be installed/removed in relation to the construction ohase
Lei TT-RIVIIIIIII-11 FIRM ilm��
DetentionNVO Ponds
Pipeline Installation (include Offsite)
Sanitary Sewer
Stormwater
Concrete Installation (include Offske)
Curb and Gutter
Box Culverts, Bridges
Street Installation (include Offsite)
Drop Structures
Other (List)
BEST MANAGEMENT PRACTICES
Silt Fence Barriers
Contour Furrows—(—FZ—ip—pi—n—g/—Di—skin—g)
'Tehicle Tracking Pads
Flow Barriers (Bales,
Page 1
I
I
I
1
North Star Design
700 Automation Drive, Unit I
Windsor, CO 80550
Project:
Prepared by:
EROSION CONTROL COST ESTIMATE
MANHATTAN TOWNHOMES
SB
ITEM IQUANTITY
JUNIT
COST/UNIT JTOTALC3ST
Silt Fence
2100
LF
$3
$6,300
Straw Bale Barrier
1
EA
$150
$150
Gravel Inlet Filter
1
EA
150
150
Construction Entrance
2
EA
T550
1, 000
u tota
Contingency (50%)
Total
$7,700
$11,550
CITY RESEEDING COST
Reseed/Mulch
Z5=total
Contingency (50%)
Total
$2,558
EROSION CONTROL ESCROW AMOUNT $11,550
Page 1
d
1
1
1
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1
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1
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i
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r,
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1
APPENDIX D
FIGURES AND TABLES
co
0
11
1
MOKS 3-3
PA=C Ip1L ==CID R7M1011 Fm camcsm A1;aL =
Characteta of snsfaea Ruoff coaffiaient
Streets, Parking Lots, Drives:
Asphalt ................................ 0.95
Concrete............................. 0.9
Gravel........... ............................ 5
0.
Roofs..........................................
Lawns, Sandy Soil:
Flat <2$....... ......
Average 2 to 7$..................
Steep>7%....................................
Lawns, Heavy Soil:
Flat <2$..
Average 2 to 7%..............................
Steep>7%.....................................
' 3.1.7 Time of Concentration
0.95
0.10
0.15
0.20
0.20
0.25
0.35
In order to use the Rainfall intensity Duration Curve, the time of
concentration must be known. The time of concentration, Tom, represents' the
time for water,to_.-flow fray the most remote part of the drainage basin under'```
consideration to the design point under consideration. The time of
concentration can be represented by the following equation_
' Te = to. + tt
Where
' T, = Time of Concentration, minutes
to.= 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).
Tav—
M(u-CCf)L 112
Sd/3
' Where: T, = Overland Flow Time of Concentration, minutes
S = Slope, $
C = Rational Method Runoff Coefficient
' D = Length of Overland Flow, feet'(500' mazina .)
Cz = Frequency Adjustment Factor
The travel time, tt, in the gutter, Swale, or storm sewer can be estimated with
' the help of Figure 3-3.
3.1.8 AdjustwAntc for Infrequent Stogy
The Preceding variablesare 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
1
1
1
1
1
1
1
1
1
1
1,
1
1
City of Fort Collins
Rainfall Intensity -Duration -Frequency Table
for using the Rational Method
(5 minutes - 30 minutes)
Figure 3-1a
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
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
24.007
1.46
2.49
5.09
25.00
1.43
2.44
4.98
26.00
1.40
2.39
4.87
27.00
1.37
2.34
4.78
28.00.
1.34
2.29
4.69
29.00
1.32
2.25
4.60
30.00
1.30
2.21
4.52
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MARCH 1921
1
Table 86 C-Factors and P-Factors for Evaluating EFF Values.
Treatment C-Factor
P-Fae
Eor
BARE SOIL
FPackedand smooth................................................................ 1.00
reshly disked ..................................................... .. 1.00
Rough irregular surface........................................................... 1.00
1.00
0.90
0.90
SEDIMENT BASINITRAP................................. ... 1.00
STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG ........................ 1.00
0.5(Y"
0.80
SILT FENCE BARRIER ............................ ....... 1.00
...................................
0.50
'
ASPHALT/CONCRETE PAVEMENT ................................................... 0.01
1.00
ESTABLISHED DRY LAND (NATIVE) GRASS .......................... See Fig. 8-A
1.00
'
SOD GRASS ....................................... .... 0.01
......................................
1.00
TEMPORARY VEGETATION/COVER CROPS ....................................0.450
1.00
HYDRAULIC MULCH ... ..
@ 2 TONS/ACRE........................................... 0.10co
1.00
SOIL SEALANT ....................................... ..0.01-0.60"r
1.00
EROSION CONTROL MATS/BLANKETS .............................................
..................... .... 0.10
1.00
GRAVEL MULCH
Mulch shall consist of gravel having a diameter of approly
1 /4' to 1 1 /2' and applied at a rate of at least 135 tons/acre.............. 0.05
1.00
t'
4..
HAY OR STRAW DRY MULCH
tack or trim s seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor,
P material into the soil. .
Slope (%)
1 to 05.................................................. ............................ 0.06
16 to 20....•........................,...........................0.11
21 to 25 ...................... ....................................................... 0.11 : .
25 to 33...................................................... 0.1<4 .' ,
.............. 0.17
..........................................................
>33............................................................... ...... 0.20
1.00 _.
1.00
1.00
1.00
1.00
NOTE: Use of ocher C-Factor orRFactur values reported intiftlablenust be &hsUnftW by doasnwt3dorL
(1) Must be constructed as the first step in overlot grading.
(2) AssLwm pbno m by dates ide dead kr Table 11-4, thus dryor trydra ft mulches are not� req.
(3) Hydraulic mulches shire be used -only between March 15 and May 15 unless irrigated.
14) Value used must be substantiated by documentation.
1
I
Tads 8.8
(
Cfwwm and P-Fsetors for Evakie tg EFF Valdes Icons MW from pteviotls
pegs).
Tr mwnentt
'
C-Factor
13-Factor
CONTOUR FURROWED SURFACE
Must be maintained throughout the construction period, otherwise P-Factor = 1.00.
Maximum
length refers to the down slope length.
Basin Maximum
Slope Length
1 to 2 400
............................................................:. 1.00
......
to 5 300
0.60
...........................................................:.............1.00
6 to 8 200
0.50
.................................................... ................... 1.00
9 to 12 120................................................................1.00
0.50
0.60
13 to 16 80
..........................................................................1.00
17 to 20 60
0.70
..........................................................................1.00
> 20 50
0.80
'
.......................................................................... 1.00
- 0.90
TERRACING
Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic
methods,
otherwise P-Factor = 1.00.
Basin
Slone (%)
1 to 2........................................................
3 to 8.........................................................................
0.12
9 to 12............................ ...----.....1.00
0.10
13 .............................. 1.00
..........................................................
16...........................................................................
0.12
_to
17 to 20.... ......1.00
0.14
...................
> 20........................................................................
......1.00
0.18
NOTE: Use of other C-factor or P-Factor vakres reported in the table must be
substantiated by domrnentation.
'
MARCH 1991
8 7
DESIGN CRrrER1A
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CENTER Ll0
OF COLORADO H 0 �
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ccon Y a
TABLE Of
City of Fort Collins, Colorado L a
UTILITY PLAN APPROVAL d
DRAINAGE SUMMARY
DESIGN
PANT
AREA
BE9G.
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C 100
Tc 10
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FAMILY, AILLA uGRADING PANARE TKPI
CALL UTUTY NOTIFICATION
CENTER OF COLORpPn
lm800.922a1987
DAI, z-NSREW DAMN IN ADVANCE
FORME MARxwGwa IA A ND
REueER UTUTIES
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
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11 OF 14
Today, Env.Iem
Dale
CHECKED
BY:
Job No. i 73-05
Date