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FINAL DRAINAGE AND EROSION CONTROL REPORT
FOR
LOTS 2149 & 6 OF
'
THUNDERBIRD ESTATES 6TH SUBDIVISION
(ECKERD DRUG STORE)
Prepared for:
t
HUNT DOUGLAS
5100 W. Kennedy Blvd, Suite 225
Tampa, FL 33609
Prepared by:
North Star Design
700 Automation Drive, Unit I
Windsor, Colorado 80550
(970) 686-6939
'
January 2, 2003
''
Job Number 192-04
I
North Star
® design, inc.
January 2, 2003
Basil Hamdan
City of Fort Collins Stormwater
700 Wood Street
Fort Collins, CO 80522-0580
RE: Final Drainage and Erosion Control Report for Lots 2, 4, & 6 of Thunderbird
Estates 6ch Subdivision (Eckerds Drug Store)
Dear Basil,
I am pleased, to submit for your review and approval, this Final Drainage & Erosion Control
Report for Lots 2, 4, & 6 of Thunderbird Estates 6ch Subdivision, hereafter referred to as Eckerd
Drug Store. I certify that this report for the drainage design of Eckerd Drug Store 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: `�qr_r
Shane Boyle, EIT
North Star Design, Inc.
Reviewed By. M= .
'0
U 313f
Patricia Kroetch, PE
North Star Design, Inc.
700 Automation Drive, Unit I Windsor, Colorado 80550
970-686-6939 Phone , 970-686-1 1 88 Fax
TABLE OF CONTENTS
TABLE OF 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.............................................................................................4
4.3 Drainage Summary ...................................................................................................5
5.
EROSION CONTROL
5.1 General Concept......................................................................................................5
5.2 Specific Details
........................................................................................................6
6.
CONCLUSIONS
6.1 Compliance with Standards....................................................................................6
6.2 Drainage Concept.....................................................................................................6
7.
REFERENCES....................................................................................................................7
APPENDICES
A Vicinity Map
B Hydrologic & Hydraulic Computations
C Erosion Control Calculations
D Figures and Tables
11
.1
1. GENERAL LOCATION AND DESCRIPTION
1.1. Location
The proposed Eckerd Drug Store is located in Fort Collins at the southeast comer of the
intersection of East Drake Road and College Avenue. This project is located in the
Northwest Quarter of Section Twenty-five, Township Seven North, Range Sixty-nine
West of the Sixth Principal Meridian, in the City of Fort Collins, Larimer County,
1 Colorado. See the Vicinity Map in Appendix A
The site is bounded on the north by East Drake Road, on the east by existing residential
lots, on the south by Thunderbird Drive, and on the west by South College Avenue.
* There is an existing Sinclair Gas Station on the northwest corner of the site, existing
Moot House Restaurant on the southwest comer of the site, and an existing State Farm
Insurance office on the northeast corner of the site.
1.2. Description of Property
The project consists of approximately 1.7 acres of land. The proposed improvements on
this site consist of a single -story building with associated drives, walks, and parking.
Access is obtained on the north from East Drake Road, on the south from Thunderbird
Drive, and on the west from the frontage road. No portion of the proposed project is
within a designated floodplain area.
Existing development on the site includes a single story brick building and a motel with a
single story office and a small pool along with drives, walk, and parking. The southern
` portion of the site currently drains into Thunderbird Drive and the northern portion of the
site currently drains into East Drake Road. There are currently no existing detention or
' water quality structures on the site or on any of the adjacent sites.
2. DRAINAGE BASINS AND SUB -BASINS
2.1. Major Basin Description
The proposed development lies within the Spring Creek Drainage Basin. Because this is
a redevelopment area and the imperviousness on site is not being increased with this
development, on -site detention is not required. Water quality detention is required.
\�' t
i
2.2. Sub -basin Description
There are seven drainage basins for the proposed site. Basins 1, 5, and 7, totaling 0.2
acres will be released from the site with no water quality detention. Basins 2, 3, 4, and
OS will be conveyed via curb and gutter and concrete pans to the proposed water quality
pond. Runoff will then be conveyed to the East Drake Road curb and gutter via a
concrete channel. A portion of the runoff from Basin 6 will flow through a proposed 4"
perforated pipe and will be released into a grassed swale at the southeast corner of the
site. The rest of Basin 4 runoff will be released into the grassed swale through a curb cut.
Once in the swale, the runoff will be conveyed to the Thunderbird Drive curb and gutter.
See Section 4 of this report 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. Detention is not proposed for this site. Water quality facilities
are required for the site.
3.3. Hydrologic Criteria
Runoff computations were prepared for the 10-year minor and 100-year major storm
frequency utilizing the Rational Method. All hydrologic calculations associated with the
basins are included in Appendix B of this report. Water quality volume was calculated
using the method recommended in the "Urban Storm Drainage Criteria Manual". All
water quality calculations are included in Appendix C 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
2
4.
only proposed storm pipe with this design is the 4" perforated pipe at the eastern
boundary of the site. The purpose of this pipe is to prevent water from ponding near the
existing walls and fences at the eastern site boundary. All basins will release into the
existing curb and gutter of the adjacent streets.
DRAINAGE FACILITY DESIGN
4.1. General Concept
Water quality is required for this site. However, due to the flat slope of the site, the
adjacent existing improvements that are to remain, and the absence of any nearby storm
sewer system, the proposed drainage concepts presented in this report and on the
construction plans do not provide for the minimum requirement for stormwater quality
treatment of the proposed site. Runoff from a portion of the site (Basins 2, 3, and 4) will
be routed to the water quality pond and the treated water will be released into East Drake
Road. Runoff from another portion of the site (Basin 6) will be routed through a grassed
swale before being released into Thunderbird Drive in an attempt to remove as much
s
suspended sediment as possible. The remainder of the site will be released into the curb
and gutter of East Drake Road and Thunderbird Drive without water quality extended
detention.
A portion of the proposed site will be routed to the proposed water quality pond. This
pond will be incised into the berm and will have a water quality outlet structure mounted
in a headwall. A 2' concrete channel will convey the treated water to the existing East
Drake Road curb and gutter. There will be no pipe outlet for the pond. The wall will act
as the spillway and will overtop into the proposed channel in larger storms.
A variance is being sought to reduce the required water quality extended detention from
0.050 acre-feet to 0.035 acre-feet. A variance is also being sought to reduce the required
freeboard in the pond from l' to the 0.5' that is provided. The flat slope of the site, the
adjacent existing improvements that are to remain, and the absence of any nearby storm
sewer system all contribute to the limitations of an on -site water quality pond. Please
note that there is currently no water quality detention for the existing site or any of the
adjacent properties. Therefore, while the minimum requirement for the site will not be
met, there will be a marked improvement in water quality detention when compared with
the existing site.
,�, 3
t
4.2. Specific Flow Routing
' A summary of the drainage patterns within each basin is provided in the following
paragraphs.
Basin 1 contains a portion of the north access drive and area adjacent to the existing State
Farm Insurance building. Runoff from this basin will be conveyed via concrete pan and
curb and gutter to the East Drake Road curb and gutter. Basin 1 runoff is 0.38 cfs for the
minor storm and 0.96 cfs for the major storm.
Basin 2 contains the proposed water quality pond. After being treated, runoff entering
the pond is released into the East Drake Road curb and gutter. Runoff from Basin 2 is
0.20 cfs for the 10-year storm and 0.50 cfs for the 100-year storm. Total runoff entering
the pond (Basins 2, 3, 4, and OS) is 4.09 cfs for the minor storm and 11.13 cfs for the
major storm. Water quality calculations are included in Appendix B of this report.
Basin 3 contains the proposed building, along with and adjacent drives, parking and
walks. Runoff from this basin is conveyed to the water quality pond via concrete pans
and curb and gutter and enters the pond through two proposed curb openings. Runoff
from Basin 2 is 3.06 cfs for the 10-year storm and 6.63 cfs for the 100-year storm.
Basin 4 is located north and west of the proposed building and.contains drives, parking
and walks. Runoff from this basin is conveyed to the water quality pond via concrete
pans and curb and gutter and enters the pond through a proposed curb opening. Runoff
from Basin 2 is 0.94 cfs for the 10-year storm and 2.51 cfs for the 100-year storm.
Basin 5 is the portion of the site south of the building. Runoff from this basin flows
south in the adjacent parking and the frontage road and eventually into Thunderbird
Drive. Runoff from Basin 5 is 0.16 cfs for the 10-year storm and 0.41 cfs for the 100-
year storm.
Basin 6 is located southeast of the proposed building and contains drives, parking, walks,
and the landscaping area adjacent to the residential lots to the east of the site. The runoff
from the landscape area adjacent to the residential lots is collected in a proposed 4"
i
perforated pipe and is conveyed to a proposed grassed swale at the southeastern corner of
the site. The remaining runoff from Basin 6 is conveyed to the swale via curb and gutter.
Runoff from this basin is 1.35 cfs for the minor storm and 3.79 cfs for the major storm.
i
Basin 7 contains the south access drive from Thunderbird Drive. Runoff from this basin
will be conveyed to the Thunderbird Drive curb and gutter via. curb and gutter and
concrete pans. Runoff from Basin 7 is 0.19 cfs for the 10-year storm and 0.41 cfs for the
100-year storm.
Basin OS is located at the northwest comer of the proposed site and is on the Sinclair
Gas Station property. Runoff from this basin will flow into the proposed pond via curb
and gutter. This runoff has been accounted for in the hydrologic and hydraulic
calculations for the site and has been included in the water quality volume calculations
for the proposed water quality pond. Runoff from this basin is 0.26 cfs for the 10-year
storm and 0.56 cfs for the 100-year storm.
4.3. Drainage Summary
Drainage facilities located outside of the right-of-way (including the water quality pond,
existing and proposed storm drain systems, and the pond outlet) will be maintained by the
owners of the property. A water quality pond is proposed that will treat a portion of the
site (Basins 2, 3, 4, and OS). The treated water will be released into the East Drake Road
curb and gutter. Basin 6 will flow through a proposed grassed swale prior to being
released into Thunderbird Drive in an attempt to remove as much suspended solids as
possible. The remainder of the site (0.2 acres) will release untreated to the curb and
gutter of the adjacent roadways.
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 78.4%. During construction and after paving, this
figure has been exceeded with the use of silt fence, inlet filters, straw bales, and by using
the water quality pond as a sediment trap during construction. All erosion control
calculations are included in Appendix C of this report.
The erosion control escrow amount is $3,500.
5
I
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
east boundary shall have silt fence installed. A vehicle tracking pad shall be installed at
the connection to Thunderbird Drive 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 water quality pond will be used as
sediment traps during construction.
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. Variances being requested for the proposed
Eckerds site are: to reduce the minimum water quality capture volume from 0.050 acre-
feet to 0.035 acre-feet; to reduce the minimum freeboard requirement from 1.0 feet to 0.5
feet.
6.2. Drainage Concept
Conveyance elements have been designed to convey required flows to the existing curb
and gutter of the adjacent streets and to minimize future maintenance. Variances to the
water quality capture volume and minimum freeboard requirement are being sought.
If, at the time of construction, groundwater is encountered, a Colorado Department of
Health Construction Dewatering Permit will be required.
I
7. REFERENCES
1. City of Fort Collins, "Storm Drainage Criteria Manual", (SDCM), dated March
1999.
j2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria
Manual", Volumes 1 and 2, dated June 2001, and Volume 3 dated September
2001.
APPENDIX A
VICINITY MAP
1,
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No Text
APPENDIX B
HYDROLOGIC & HYDRAULIC COMPUTATIONS
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11
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LOCATION:
JOB NO:
COMPUTATIONS BY
SUBMITTED BY:
DATE:
100-Year WSEL.
WATER QUALITY CAPTURE VOLUME
STAGE -STORAGE TABLE
ECKERDS DRUG STORE
192-04
SB
North Star Design, Inc.
10/13/2003
STAGE / STORAGE TABLE
WQ POND
Stage
(ft)
Surface
Area
(ft2)
Incremental
Storage
(ac-ft)
Total
Storage
(ac-ft)
5015.42
0
5015.5
137
0.000
0.000
5015.75
1662
0.004
0.004
5016.00
3003
0.013
0.0176
5016.22
3944
0.018
0.035
5016.25
4054
0.002
0.038
WQVOL.xls
APPENDIX C
EROSION CONTROL CALCULATIONS
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North Star Design
700 Automation Drive, Unit I
Windsor. CO 80550
1
I
I
I
EFFECTIVENESS CALCULATIONS
PROJECT:
ECKERDS DRUG STORE
STANDARD FORM B
COMPLETED BY:
SB
DATE: 14-Oct-03
EROSION CONTROL
C-FACTOR
P-FACTOR
METHOD
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 = (1-C-P)* 100
MAJOR
SUB
BASIN AREA
EROSION CONTROL METHODS
BASIN
BASIN
(Ac)
1
0.12
BARE SOIL
0.03 Ac.
ROADS/WALKS
0.07 Ac.
STRAW MULCH
0.00 Ac.
ROUGHENED GROUND
0.02 Ac.
ESTABLISHED GRASS
0.00 Ac.
NET C-FACTOR
0.42
NET P-FACTOR
0.96
EFF = (1-C-P)• 100 =
59.4%
2, 3, 4
1.06
BARE SOIL
0.26 Ac.
ROADS/WALKS
0.53 Ac.
STRAW MULCH
0.00 Ac.
ROUGHENED GROUND
0.27 Ac.
ESTABLISHED GRASS
0.00 Ac.
NET C-FACTOR
0.51
NET P-FACTOR
0.19
EFF = (I-C'P)• 100=
90.4%
5
0.04
BARE SOIL
0.00 Ac.
ROADS/WALKS
0.03 Ac.
STRAW MULCH
0.00 Ac.
ROUGHENED GROUND
0.01 Ac.
ESTABLISHED GRASS
0.00 Ac.
NET C-FACTOR
0.16
NET P-FACTOR
-
0.92
EFF = (I-C'P)• 100 =
85.5%
6
0.41
BARE SOIL
0.06 Ac.
ROADS/WALKS
0.29 Ac.
STRAW MULCH
0.00 Ac.
ROUGHENED GROUND
0.06 Ac.
ESTABLISHED GRASS
0.00 Ac.
NET C-FACTOR
0.30
NET P-FACTOR
0.38
EFF = (1-C•P)• 100 =
88.6%
7
0.04
BARE SOIL
0.00 Ac.
ROADS/WALKS
0.04 Ac.
STRAW MULCH
0.00 Ac.
ROUGHENED GROUND
0.00 Ac.
ESTABLISHED GRASS
0.00 Ac.
NET C-FACTOR
0.01
Erosion.xis
1 of 2
North Star Design
700 Automation Drive, Unit I
Windsor. CO 80550 .
PROJECT: ECKERDS DRUG STORE STANDARDFORM B
COMPLETED BY: SB DATE: - 14-Oct-03
-
EROSION CONTROL
C-FACTOR
P-FACTOR
METHOD
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)
NET P-FACTOR 0.00
EFF = (1-C'P)• 100 = 100.0%
TOTAL AREA = 1.67 ac
TOTAL EFF = 85.5%
REQUIRED PS = 78.4%
Erosion.xls 2 of 2
North Star Design
1200 Carousel Drive, Suite 201
Windsor, CO 80550
CONSTRUCTION SEQUENCE
STANDARD FORM C
PROJECT: ECKERDS DRUG STORE
COMPLETED BY: SB DATE: 14-Oct-03
Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an
approved schedule may require submitting a new schedule for approval by the City Engineer.
2003
2004
MONTH
0
N
D
J
F
I M
I A
I M
J
J
A
S
Demolition
Grading
Wind Erosion Control:
Soil Roughing
Perimeter Barrier
G
Additional Barriers
Vegetative Methods
Soil Sealant
Other
Rainfall Erosion Control
Structural:
Sediment Trap/Basin
x
Inlet Filters
Straw Barriers
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
a
Other
Vegetative:
Permanent Seed Planting
Mulching/Sealant
IN
so
MIN
4
Temporary Seed Planting
Sod Installation
N etti n g s/Mats/ S I a n kets
Other
BUILDING CONSTRUCTION
STRUCTURES: INSTALLED BY: CONTRACTOR MAINTAINED BY: DEVELOPER
VEGETATION/MULCHING CONTRACTOR: TO BE DETERMINED BY BID
DATE SUBMITTED: 6/30/2003 APPROVED BY CITY OF FORT COLLINS ON:
Page 1
Cost Est
EROSION CONTROL COST ESTIMATE
Project: ECKERDS DRUG STORE
Prepared by: SB
ITEM
IQUANTITY
JUNIT
COST/UNIT
ITOTAL COST
Silt Fence
385
LF
$3
$1,155
Straw Bale Barrier
4
EA
$150
$600
Gravel Inlet Filter
0
EA
$150
$0
Construction Entrance
1
EA
$550
$550
Subtotal
Contingency(50%)
Total
$2,305
$1,153
$3,458
CITY RESEEDING COST
Reseed/Mulch
1.7
ACRE
1 $650
$1,105
Subtotal
Contingency (50%)
Total
$1,105
$553
$1,658
EROSION CONTROL ESCROW AMOUNT $3,458
Page 1
I
;'
I
APPENDIX D
FIGURES AND TABLES
1
I
I
I
I
I
I
I
i
D
III
. ._.... ..... .. ......... .:..... ......:... :.x n. ... x..:v lu....r udwlrJ't1:r.Js lymla.....:...'.wW... r....y.�.a..,.
Table 3-3 -
3tA=CML WTI RMMT O08!lTCMrZ3 Pt44 wog= To CS
Chars tow of 3arfaca Ranoff Coefficient
Streets, Parking Lots, Drives:
'
Asphalt.. 0.95
Concrete..................................... 0.95
Gravel........ ..0.50
Roofs.......................................... 0.95
'
Lawns; Sandy Soil:
Flat <2$........ .... 0.10
Average 2 to 7%........... ................... 0.15
Steep>7% .................................... 0.20
'
Lawns, Heavy Soil:
Flat<28..................................... 0.20
Average 2 to 7%............ .....
.......... 0.25
Steep>78.. 0.35
3.1.7 Time of Caaoaatrati.oa
In order to use the Rainfall Intensity Duration Curve,
concentration must be ]Mown. The time of concentration, Tc,
time for water to flow from the most remote part of the drainage
consideration to the design point under consideration.
concentration can be represented by the following equation.
the time of
represents the
basin under
The time of
T, = t, + t,
Where:
Te = 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).
1
1
.1
1
1
Z87(71-(r f)Dl/2
Tov=
S113
Where: T„ = Overland Flow Time of Concentration, minutes
S = Slope, 8
C = Rational Method Runoff Coefficient
D = Length of Overland Flow, feet'(5000 maxi um)
C= = 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 f= Infregoamt Stows
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
I
I
1
7
7
.I
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
.8.03
10.00
2.21
3.78
7.72
11.00
2.13
3.63
7.42
12.00
2.05
3.50
7.16
13.00
1.98
3.39
6.92
14.00
1.92
3.29
6.71
15.00
1.87
3.19
6.52
16.00
1.81
3.08
6.30
17.00
1.75
2.99
6.10
18.00
1.70
2.90
5.92
19.00
1.65
2.82
5.75
20.00
1.61
2.74
5.60
21.00
1.56
2.67
5.46
22.00
1.53
2.61
5.32
23.00
1.49
2.55
5.20
24.00
1.46
2.49
5.09
25.00
1.43
2.44
4.98
26.00
1.40
2.39
4.87
27.00
1.37
2.34
4.78
28.00
1.34
2.29
4.69
29.00
1.32
2.25
4.60
30.00
1.30
2.21
4.52
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Table 8B C-Factors and P-Factors for Evaluating EFF Values.
Treatment
C-Factor
P-Factor
BARE SOIL
Packed and smooth
-....••••-•• •, 1.00
Freshly disked
1.90
'
........................................................................ 1.00
Rough irregular surface
0.90
1 •�
0.90
SEDIMENT BASIN/TRAP
................................................................ 1.00
0.50111
STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG 1.00
........................
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
SODGRASS
........................................................... ... 0.01
..................
1.00
TEMPORARY VEGETATION/COVER CROPS 0.45M
'
....................................
1.00
HYDRAULIC MULCH @ 2 TONS/ACRE
........................................... 0.10M
1.00
SOIL SEALANT
'
............................................. ..0.01-0.60" 1
1.00
EROSION CONTROL MATS/BLANKETS
............................................ 0.10
1.00
GRAVEL MULCH
Mulch shall consist of gravel having a diameter of appropmate
(`
1 /40 to 1 1 R' and applied at a rate of at least 135 tons/acre. �.......... 0.05
1.00
HAY OR STRAW DRY MULCH
After planting crass seed apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor,
tack or crimp material into the sort.
'
Slope (%)
1 to 05......................................... .0.06
....................................
to 10
1.00
..................................................... 0.06
........................
1 to 15
1.00
.......................................................... 0.07
16 to 20 ...................
1.00
to 25 .. ......................:......................................................
221
5 to 330.14
1.00
.............................................................................0.17
>33..................................................:............ 020
1.00
1.00
NOTE: Use of other C-Fa= or P-Factor values r Pg: n tpd in this table must be substwtated by dam,
(1) Must be constructed -as the first step in overlot grading.
Assumes Planting by dates identified in Table 11-4, thus dry or hydraulic mulches are not requved.
(3) Hydraulic mulches shag be used only between March 15
and May 15 unless irrigated.
(4) Value used must be substantiated by documentation.
Table 8-8 C+actors and P-Faci for Eva[ EFF Values co
9 (continued from previous page).
Treatment C-Factor
P-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
(96) (feet)
1 to 2 400
..........................................................................1.00
3 to 5 300
0.60
..........................................................................1.00
6 to 8 200
0.50
'
...................................................................
9 to 12 120
0.50
..........................................................................1.00
13 to 16 80
0.60
..........................................................................1.00
17 to 20 60
0.70
..........................................................................1'00
> 20 50
0.80
'
.......................................................................... 1.00
0.80
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
'
....................................................... .1.00
.............................
to 8
0.12
.................................................................................... 1.00
9 to 12.....................................................................................
0.10
13 161.00
0.12
_to ......................................... ...1.00
.........................................
1.00
0.14
.....................
> 20
0.16
..................................................... ............ 1.00
0.18
107E: Use of other C-Factor or P-Factor values reported in ft table must be WXWWmd by doaarue:ttation.
.1
MARCH1991
8-7
DESIGN CRITERIA
' !!•`(.,I .F.L a..,..�_:.
STRUCTURAL BEST MA�,NAGEMENT PRACTICES
DRAINAGE CRITERIA
0 50
'
0.45
0.40
0.35
y
d
0.30
d
L
m
0.25
'
0.20
3
'
0.15
0.10
'
0.05
0.00
Extended Detention Basin
40-hour Drain Time
I
Constructed Wetland Basin
24-hour Drain Time
8-hr drain time a = 0.7
12-hr drain time a = 0.8 7A
24-hr drain time a = 0.9
40-hr drain time a =1.0
1
i
I
Retention Pond, Porous Pavement
Detention and Porous
Landscape Detention
12-hour Drain Time
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
Total Imperviousness Ratio (i = I a1100)
FIGURE EDB-2
' Water Quality Capture Volume (WQCV), 801h Percentile Runoff Event
S-42
1
1
1
1
1
1
1
1
DRAINAGE CRITERIA MANUAL (V.3) STRUCTURAL BEST MANAGEMENT PRACTICES
10.(
4.0
2.0
1.0
d 0.6C
6
U
0.40
E
E
m 0.2C
U
>1
0.0E
0.04
0.02
0.01
0.02
EXAMPLE: DWQ = 4.5 ft
WQCV = 2.1 acre-feet
01
SOLUTION: Required Area per
Row = 1.75 in?
EQUATION:
WQCV
a=
K 40
in which,
K40=0.013DWQ +0.22DWQ -0.10
O�
6.10
v�
o
Qr
O�
F
�J
O�
0.04 0.06 0.10 0.20 0.40 0.60 1,0 2.0 4.0 6.0
Required Area per Row,a (in.2 )
FIGURE EDB-3
Water Quality Outlet Sizing:
Dry Extended Detention Basin With a 40-Hour Drain Time of the Capture Volume
9-1-99
Urban Drainage and Flood Control District
S-43
...........
_.�.._.__._.
Orifice Plate Perforation Sizing
Circular Perforation Sizina
Chart may be applied to orifice plate or vertical pipe outlet.
.Hole Dia
(in)
Hole Did
(in)
Min. Sc
(in)
Area per Row (sq in)
n=1
n=2
n=3
1 /4
0.250
1
0.05
0.10
0.15
5/16
0.313
2
0.08
0.15
0.23
3/8
0.375
2
0.11
0.22
0.33
7/16
1 0.438
2
0.15
0.30
0.45
1 /2
0.500
2
0.20
1 0.39
0.59
9/16
0.563
3
0.25
j 0.50
0.75
5/8
0.625
3
0.31
1 0.61
0.92
11 /16
0.688
3
0.37
0.74
1.11
3/4
0.750
3
0.44
0.88
1 1.33
7/8
0.875
3
0.60
1.20
1.80
1
1.000
4
0.79
1.57
2.36
1 1 /8 1
1.125
4
0.99
1 1.99
2.98
1 1 /4
1.250
4
1.23
2.45
j 3.68
1 3 8
1.375
4
1.48
2.97
4.45
1 1 /2
1.500
4
1.77
3.53
5.30
1 5 8
1.625
4
2.07
4.15
6.22
1 3 4
1.750
4
2.41
4.81
7.22
1 7 8
1.875
4 1
2.76
5.52
I 8.28
2
2.000
4 1
3.14
6.28
9.42
n = Number of columns of perforations
Minimum steel
plate thickness
1/4
5/16
3/8 "
Rectangular Perforation Sizing
Only one column of rectangular perforations allowed.
Rectangular Height = 2 inches
Rectangular Width (inches) =
Urban Drainage and
Flood Control District
Drainage Criteria Manual (V.3)
Fie: W-Outlet Oetaftd"
Req::red Area per Row (sq in)
2"
Rectangular
Hole Width
Min. Steel
Thickness
5"
1 4
6„
1 /4 ..
7"
5/32 "
8"
5/16
9"
11/32 "
10"
3/8 ..
>10"
1 /2 ,.
Figure 5
WOCV Outlet Orifice
Perforation Sizing
I I
I
I '
2 I
III I
I I U r /
1 I ENSTNO m'
�MmcvAY
I I I
THU✓DERB/AD ESTATES
FIRST SUBDIVISION I
BLOOK I
3 I 4 5 I 9
A --
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11`i
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INSURANC
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CONSTRUCTION SEQUENCE
BM.owN FORM C
PR LECT. EIX AT MAKE No tlN1EW
s NHI Era Ran B xwN ONLY cQ,Plerzo Be _ DAa: T 23ry5
aw Mep,m NyyrAN u
an APPYR, AMPARMA may Affair re�nIi1BW , w ann wN be spe.a My
My GET EnglirF.
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cpxsmcTxw
INSTALLED PIT m�MED III xwi�R
CONTREASORE
yy
JJ i!i I ION It .Lu T••' EI T NW Ij ONLY. 1996
x c n oL Lew �- `,> WE_ _ 11OT EO DF FORT 24 NOU S MIN wAlpi Y C N Ea09M ttNMa W`EE<rCR MOST BE
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BER
• PROJECT SCHEDULE.E
r - �3a1 i----_-_ /L \ ALL ION CON OL MEASU SILT HALL xc 41NL RE INSTALLED WE PRIM TO ANY LAND
UP
_ � DISNFBUG ACnNtt (SrM%PLxG ]IIM1PP rvG MRgN4 EiCJ. ALL aTNEA REWIRED
I EP09W CGxIR0. MEASURES SHALL RE siN1F0 AT ME APPROPRIATE TIME M M
1 ;+j E10SIIN8 lz -- SDIMµ I / / _ --: _�. I I I . PRE-O CONSTRUCTION CE MOMENTUM
AS wSCARD N ME CTED AND
/ r CONSTRUCTION PUNS AND EROSION CONTROL REPORT.
Pay"
/ 01 ` ) PPM V LNRB DISTURBANCE
'BANCE OF SHALL BE GET TION➢ SHALL
RETAINED UMI N TO THE
POSSIBLE.
I I 1 REMOVAL OR DIS oAW DE ENSRNG VEGETATION ANL O a E N ST AREA
I / MK AY s Ale o G5a - REWIRED FM NE1EwAtE coxgmDCnpx avEPATIaNs AND PM WE sNoxresr PrMcncN
/L01 1 j5 % ®� DETENrom POND ro PROPOSED 1 _ )' 11 PER oo M uE.
Y� I ; I - IMp usm As A SEOYENi pRN4 EDKERD3 DRUG STORE - - - J W ALL SOL9 WOSED DURING LAND CASTURRxO ACnxn (sTMPPNG. GRADING. UTILITY
r ; O]IBIRULIN]11 pq y1NL BARD' ( I I ) ' INSTALLAnMS. STOCIP UNG FALU ETC) SHALL BE KEPT IN A ROUGHENED CONI BY
r 1 • OF $ MT MO BROWIT i1@�ENy91FD FT _ p19xp i O R PRxc M wAIxG ALONG LAND cCNiWRs uNnL MULCH. YELFTAnM OR OTHER
W I fAAK amps ro s11E CERT III I PERMANENT EROSION CNMU Is INSTALLED. O SOILS AREAS OUT4M PROECT STREET
/ I I '. F.- .Dole - _ ! �' _ III I y Z Ii woln CE WAY SHALL REMAINRE WIRED TD By ARSE DSTURNM AcnNTY TOP MORE THAN
1MRTY (N1) DAYS BEFORE , REWIRED IEYPMORV N PEPNAMENI EROSION APPROVED
BY (E.G
x+ I \ - I THE I SEED/YULCE LANDSCAPING, ETC.) IS INSTALLED.VXIE55 OMEPMSE APPRO,ID BY ME
J _ ^� _yl
i �I 6/ I' 1 \ 1� F7 Au Mm I MOOT HDU3E L I WE M W 1mLtt
I I- E FE D5019I WrFLL ) �I I r ME PPGPERTY SHALL BE WAIdpEp AND MAINTAINED AT ALL TIMES DURING CONSTRUCTION
1 I ) /--, l Q� GI)O (�) 1{fK, ACTNTES SO At RI PRI MND CAUSED EROSION ALL UW )SITRSING ACTNTES
I I 14 J '-I1 PA a T WIT 111E r�_�. yo-. _ _ _ I1J 1 SHALL.1BE IMMEDIATELY DISCONTINUED WHEN EUGTH MST IMPACTS ADJACENT PRCPERRE$
vi qµ _ (--, �' 1� AS DETERMINED BY ME City OF FONT COLLINS ENEANEERWG DEPARTMENT,
I �i tiII: 0 LJ 1 y ALL TEMPORARY (STRUCTURAL) EROSION DRAINAGE MEASURES SHALL BE NWECTEO AMID
IHEPNPED M PECWSINVCRD A5 NECESSARY AFTER EACH RLWOFT EVENT N MDEP i0
I IEP/iBNOLAIR ,\ -- -� I I lI 11 ASSURE C MNUED PERFORMANCE CP MEW INTENDED FUNCTION, ALL RETAINED SEDIMENTS.
!jE HARTCULARLY MOSE M PAVED ROADWAY SURFACES SHALL BE REMOVED MET DISPOSED M
/ 1 QI ', I I APu QA3 3TATIDi'i '. J IItI MANNER AND LOCATION SO As NOT TO CAUSE WEN RELEASE INTO ANY MNNAGEWAY.
I I W l k hr I No saL sraKPlc sxnu EKaED rzN�ip) rtEI IN HEIGHT ALL s0 L sTocKP H<s SPACE
1 r I { F. r 7 1 ,� - - T BE PROTECTED FROM SEDIMENT MURP T BY SURFACE RWOHEUIHc WATERING AND
I 1 IF, S t -I•:\' C ' ..J \ \ �j 11 i Tl ' y `L_' ` l //' T '_/' `AA1 1 /' / rA EPoME2R SC IWGNO. AHESQL KING. OREOPILE REMIXING AFTER SD DAYS STALL BE
1 1 ` ( _ SEEDED AND uULdED.
Y -
L B *' 4.. I V � _ � A aTY ORDNANCE PRONBTs WE TRACKING. DROOP rxc M DwoanxµM saLs ox I+r
I; 1 E 1 5 5/ OTHER
POLTLU MATERIAL
NFRKTSHALL ISTREETS A CLEARED Off FROM eY WE coxmAACTOR TENT
AGE ROAD - -
1 'I_ - - >
ys _-IrE.�..: - - - //.�\ LEGEND
/1 A / /I \ _i q AIL /I A /1 L -` ` DESIGN PONT
00 -___ _ _ _ _ - _ - __ _ - - �-� _ BASIN CRITERIA
-- _
10 OR RUNOFF COEFFICIENT
_ - � -' -` '�"'- _- AREA IN ACRES
y - SOUTH COLLEGE AVENUE �'
- _ _-_-_ _ �- FLOW DIRECTION
aC
li- --- -
----- BASAL BOUNDARY
___._-_________-_____________________--__-___-_--______ ____-_____________ � @ Rix SILT FENCE
- _ _ _ - _-^-""""� '\ CONSTRUCTON ENTRANCE
ST SEDIMENT TRAP
2 f
DRAINAGE SUMMARY TABLE
DESIGN
PUNT
AREA
DESIG.
AREA
(ACRES
C 10
C 100
TO 10
MIN
TG 1U)
MIN
0 10
CFS
0 100
CFS
1
1
0.12
0.67
0.84
5.0
5.0
0.38
ooll
2
2
0.13
0.31
039
5.0
5.0
0.20
0.50
3
3
0.67
0.94
1.00
5.0
5.7
5.0
5.0
3.05
0.94
6.63
2.51
4
4
0.21
0.76
0.95
5
5
0.04
0.83
I.W
5.0
5.0
0.16
0.41
B
6
0.41
0.75
0.9 4
6.5
5.0
1.35
379
7
7
0.04
0.92
1.00
8
8
0.06
0.95
1.00
5.0
5.0
0.19
0.41
5.0
5.0
0.26
0.56
WO POND SUMMARY
WO POND 1
%0 VOLUME KOVRED
1 DOOM AC.FT.
WO VOLUME PRO§AEG
I O.WS AI 1.
iW M Hvil
1 5016.22
"- - - -- -
- EXISTING 1'
CWTWR
=�
II WW5
PROPOSED
5' CONTOUR
n`\
PROPOSED
V CONTOUR
6
BOXA vun,w¢ rs R[a[sR6 HE ua¢ WE REWIRED1 I RIPRAP
TER WAUTr Caowm wuR[ FROM OM
ro 0wo AM -FEET
PROPERTY LINE
RIGHT-OF-WAY LINE
"ACENT LOT ONES
+ 'ungDl- \I I' EAIEMENT LINE
I I L I
w
15
0
30
6:0
SCALE:
I"
= 30'
CALL UTDTY NOTIFICATION
CENTER OF WLORADO
1-800.922MI1987
GIL 2-BIR,esS DAYS IN ADVANCE
WME YW QG IX M EXCAVATE
FOR ME YNIXND M UNDERGROUND
ME1®M UTUTHS.
=LET
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II
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City
of Fort Collins, Colorado
UTILITY
PLAN APPROVAL
APPROVED:
City En9Hw
Dula
SHEET
:NECKED BP
__
WWtw A III..mw utldy
rvet.
:NECKED BY:
6
Wit.
5lwmvotw utilty
;NECKED BY:
Pen. s Rw,.nse"
Det-
6 OF
9
;NECKED BY.
-
[+o1e
naxl[ Fn9nm
DHECKED BY:
-�
Job o. 182-04