HomeMy WebLinkAboutDrainage Reports - 05/03/2004i
Ana► rQ�ed Rood` eG a NOV 2 a 2001
pate L5-
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SMS Engineering, Inc.
MYRTLE COURT CONDOMINIUMS
FORT COLLINS, COLORADO
FINAL DRAINAGE
and
EROSION and SEDIMENTATION CONTROL
REPORT
Prepared for:
Spanjer Construction Corporation
P.O. Box 9644
Ft. Collins, Colorado 80525
Revised October 25, 2003
June 24, 2002
Project No. 02-034
66 W Springer Drive, Suite 206 • Highlands Ranch Colorado 80129
telephone 303-471-2700 • fax 303-471-1650
EROSION AND SEDIMENT CONTROL COST OPINION
FOR
MYRTLE CT. CONDOMINIUMS
CASE NO. 35-99A
ITEM UNIT
GRADING AND EROSION CONTROL
SILT FENCE LF
STRAW BALE BARRIERS EA
TRACKING CONTROL EA
TEMPORARY SEEDING AC
MULCHING AC
PREPARED BY:
QUANTITY
670
8
1
1.0
1.0
UNIT PRICE TOTAL
$2.50
$1,675
$8.00
$64
$250.00
$250
$675.00
$675
$675.00
$675
$3,339
TABLE OF CONTENTS
INTRODUCTION....................................................................................................................... 1
GENERAL LOCATION & DESCRIPTION................................................................................ 1
FIGURE 1: VICINITY MAP
DRAINAGEBASINS.................................................................................................................. 4
DRAINAGE DESIGN CRITERIA................................................................................................ 4
DRAINAGE FACILITY DESIGN
SpecificDetails................................................................................................................ 5
EROSION AND SEDIMENTATION CONTROL......................................................................... 6
CONCLUSIONS......................................................................................................................... 7
REFERENCES.......................................................................................................................... 8
APPENDIX
INTRODUCTION
This report represents a Final Drainage and Erosion and Sedimentation Control Report for Myrtle
Court Condominiums was prepared to meet the regulatory requirements of the City of Fort
Collins, Colorado. This report was prepared following guidelines and regulations within the City
of Fort Collins "Storm Drainage Design Criteria and Construction Standards", May, 1994 and the
"Urban Storm Drainage Criteria Manual" (2001).
This report addresses post -development storm peaks on the site for the 2-year and 100-year
storm events as well as the design calculations for the on -site water quality ponds for the project.
GENERAL LOCATION & DESCRIPTION
' A. Location
The Myrtle Court Condominiums project is approximately 1.0 acre on a portion of Block
186 in the City of Fort Collins, Larimer County, Colorado. Public roads adjacent to the
site consist of East Myrtle Street (100' R.O.W.) to the north and Cowan Street (100'
R.O.W.) to the east. A 20' wide public alley is adjacent to the western property line.
There are no major drainage ways (with the exception of the public right-of-way) adjacent
to or near the site. A public storm sewer system, including curb inlets, is located in East
Myrtle Street. The property is surrounded by existing single-family residences to the north,
east, south and west, either adjacent to the site or across the public right-of-way.
B. Description of Property
The project site is currently a single family residence with varying slopes, ranging from 1 %
to 5%. No drainageways traverse the subject property. The site is tributary to the existing
1
1 storm sewer system in East Myrtle Street. No major irrigation facilities are located on the
' property.
The proposed land use is for a four building multi -family condominium project, with
integral parking, landscaping and water quality drainage improvements. The water quality
drainage improvements include two on -site water quality ponds, which will discharge into
the public storm sewer in Myrtle Street.
I
1
1 2
II
FIGURE 1 - VICINITY MAP
S Lincoln Ave E l-lDmIn Awe
`
E Mou ntan Ave
Link-N—Greens
E Oak St Golf course
lira St E Oliva St
E Magnolia St u
E MulbefrY, 3 S/TE w m St r t4
A
m �n o ,)}
E MYrt4 6t ° S p Lar}
ssy�
�o m w o o. E Laurel St o
3 D 8 a F;Stslne
$ D E m '� v `� NKIghG u!'h9Ud 77,�1,
3' am[.. ERum St a parK
iL
o E Locust St
E Elizabeth St CA s
E Garfield St ' .: ' P� Hosp Cal Valley
Edwards St If d4jp o,
D w' >
�@ Z; h a E Pitkin St E
o
t EI
HiGh arIf.
P ar l:E fake S`
VICINITY MAP
SCALE: 1" = 1500'
3
11
' DRAINAGE BASINS
Runoff from the project site historically sheet flows to the public streets and /or alley and then to
the existing inlet in East Myrtle Street. As a result of this development the historic drainage
patterns will be maintained.
DRAINAGE DESIGN CRITERIA
' This report is being prepared using the policies and methods as outlined in the City of Fort
' Collins "Storm Drainage Design Criteria and Construction Standards", May, 1984. The Rational
Method was used to analyze the site hydrology. The data for the 2-year frequency storm was
' used to analyze the minor storm and the data for the 100-year frequency storm was used to
analyze the major storm. Runoff coefficients for the individual basins were determined by using
the recommended runoff coefficients as indicated in Table 3-2 and Table 3-2 of the City of Fort
Collins "Storm Drainage Design Criteria and Construction Standards". Time of concentration
' calculations were based upon land use, distance of travel, and slope of travel, and were
determined from Figure 3-2 and Standard Form SF-2 in the appendix. Rainfall intensities for the
' 2-year frequency and the 100-year frequency storms were taken from Figure 3-1 "City of Fort
Collins, Colorado Rainfall Intensity Duration Curve" in the appendix. Runoff calculations were
calculated by using the Rational Method Procedure and are shown in Standard Form SF-3 in the
appendix.
Stormwater detention for this project site is not warranted since the peak time of concentration
' for this site will occur before the peak time of concentration for the master drainage basin.
[1,
1 4
DRAINAGE FACILITY DESIGN
Specific Details
Basin A-1
Developed on -site runoff from Basin A-1 will sheet flow to the public alley in Basin A-2.
Developed flows from this basin are 0.04 cfs during the 2-year storm event and 0.2 cfs during
the 100-year storm event.
' Basin A-2
Developed off -site runoff from Basin A-2 historically sheet flows to the existing public alley. The
public alley will be improved with an asphalt pavement section with a 2% cross -slope to the east
side and a drive over curb and gutter along the east side which will convey flows to the north to a
10' type R inlet. Developed flows from this basin combined with Basin A-1 are 1.4 cfs during the
2-year storm event and 6.0 cfs during the 100-year storm event. The 10' type R inlet, which is at
grade, will intercept 1.0 cfs during the 2-year storm and 2.7 cfs during the 100-year storm and
will convey flows to the water quality inlet in Basin B-2. Flows not intercepted by the type R inlet
will carryover to Basin A-3 and are 0.4 cfs during the 2-year storm and 3.4 during the 100-year
storm.
Basin A-3
Developed on -site runoff from Basin A-3 will sheet flow to the public alley. The public alley will be
improved as discussed above. Flows from the public alley will be conveyed to the curb and
gutter in Myrtle Street. Developed flows from this basin are 0.1 cfs during the 2-year storm event
and 0.4 cfs during the 100-year storm event. Cumulative flows from this basin and carryover
flows from Basin A-2 are 0.5 cfs during the 2-year storm event and 3.7 cfs during the 100-year
' storm event.
5
Basin B-1
Developed runoff from Basin B-1 will sheet flow to the concrete pan and the 6" curb and gutter in
the driveway, which will convey runoff to Water Quality Pond # 1. Developed flows from this
basin are 0.8 cfs during the 2-year storm event and 3.6 cfs during the 100-year storm event.
Water Quality Pond # 1 will capture 476 c.f. of runoff, which includes and additional 20% for
sedimentation. The water quality water surface elevation is 4966.3 and the details of the water
quality outlet structure are shown on the Drainage Plan in the appendix of this report. The water
quality outlet structure has been design to convey flows from the 100-year storm event. A 15"
RCP storm sewer will convey developed flows from the 100-year storm event to the water quality
outlet structure in Basin B-2.
tBasin B-2
1
Developed runoff from Basin B-2 will sheet flow to the concrete pan and the 6" curb and gutter in
the driveway, which will convey runoff to Water Quality Pond # 2. Developed flows from this
basin are 0.6 cfs during the 2-year storm event and 2.6 cfs during the 100-year storm event.
Water Quality Pond # 2 will capture 442 c.f. of runoff, which includes and additional 20% for
sedimentation. The water quality water surface elevation is 4966.2 and the details of the water
quality outlet structure are shown on the Drainage Plan in the appendix of this report. The water
quality outlet structure has been design to convey flows from the 100-year storm event.
Cumulative flows from this basin, Basin B-1, and from the 10' type R inlet in Basin A-2 are 2.5
cfs during the 2-year storm event and 9.2 cfs during the 100-year storm event. An 18" RCP will
convey developed flows from the 100-year storm event to the existing 24" RCP storm sewer in
Myrtle Street.
' Basin C-1
1
Developed on -site runoff from Basin C-1 will sheet flow into the existing catch curb and gutter on
the west side of Cowan Street.. The catch curb and gutter conveys flows to the north to an
existing inlet located at the southwest corner of Cowan Street and Myrtle Street. Developed
Iflows from this basin are 0.2 cfs during the 2-year storm event and 0.7 cfs during the 100-year
storm event.
Basin C-2
[1
Developed on -site runoff from Basin C-2 will sheet flow into the existing catch curb and gutter on
the south side of Myrtle Street. The catch curb and gutter conveys flows to the east to an
existing inlet located at the southwest corner of Cowan Street and Myrtle Street. Developed
flows from this basin are 0.05 cfs during the 2-year storm event and 0.2 cfs during the 100-year
storm event.
EROSION AND SEDIMENTATION CONTROL
Erosion control measures for this project were designed in accordance with the Section 8 -
Sediment Control Standards, of the city of Fort Collins "Storm Drainage Design Criteria and
Construction Standards", May, 1984.
As a result of the grading operation for this development, it will be necessary to provide both
temporary and permanent erosion control measures, during the construction process.
Temporary erosion control measures for this project will consist of 1) vehicle tracking control, 2)
silt fence, and 3) straw bale barriers. Permanent erosion control will be obtained by 1)
placement of a hard surface paved surface in the drive and parking areas, 2) construction of the
building buildings pads, and 3) landscaping the open areas in accordance with the landscape
plan, which will be approved as part of the site plan review process.
A vehicle tracking control pad will be constructed at the alley entrance off of East Myrtle Street.
It will consist of an all weather surface of crushed rock aggregate to mitigate fugitive dust and
erosion. Straw bales will be installed around water quality outlet locations, to mitigate erosion
and sedimentation in the existing public alley. Silt fencing will be installed along southern,
7
northern and western property lines of the site to mitigate soil erosion and sedimentation onto
the adjacent properties and public streets.
The owner/developer shall perform periodic maintenance of all erosion control measures. The
vehicle tracking control area shall be maintained in a condition that will prevent tracking of
sediment onto the public right-of-way, including periodic top dressing with 1-1/2 inch (minimum)
crushed rock. All sediment and other material spilled, dropped or tracked from vehicles onto
public rights -of -way shall be immediately removed. The straw bale barriers and silt fencing, shall
be inspected periodically, and after a storm event, to ensure that they are functioning as
designed. Any damage or disturbed straw bales and/or silt fence shall be repaired immediately.
Sediment shall be removed when the sediment reaches a level that is % of the straw bale or inlet
protection height, or'/. of the silt fence height.
CONCLUSIONS
A. Compliance with Standards
This report has been prepared by using the criteria and methods as described in the City of Fort
Collins "Storm Drainage Design Criteria and Construction Standards", May,1994 and the "Urban
Storm Drainage Criteria Manual' (2001).
B. Drainage Concept
Runoff from the minor and major storms is safely routed through the site to on -site water quality
ponds and/or into existing public right-of-way and into a public storm sewer system. Runoff is
directed away from and will not inundate the proposed structures. The finish floor elevations of
the proposed structures are at or above the minimum required for protection from the 100-year
storm event.
9
REFERENCES
1
2
3.
City of Fort Collins"Storm Drainage Design Criteria and Construction Standards", (May
1984).
Urban Storm Drainage Criteria Manual, (rev 2001).
Larimer County Storm -Water Management Manual, (May, 1979).
N,
r
I
APPENDIX
F,
I
L
t
3.1.6 Runoff Coefficients
1
1
11
I
11
The runoff coefficients to be used with the Rational Method referred to in Section 3.2
"Analysis Methodology" can be determined based on either zoning classifications or the
types of surfaces on the drainage area. Table 3-2 lists the runoff coefficients for the various
types of zoning along with the zoning definitions. Table 3-3 lists coefficients for the different
kinds of surfaces. Since the Land Development Guidance System for Fort Collins allows land
development to occur which may vary the zoning requirements and produce runoff coeffi-
cients different from those specified in Table 372, the runoff coefficients should not be based
solely on the zoning classifications.
The Composite Runoff Coefficient shall be calculated using the following formula:
C = (Z C,A,)/At
=t
Where C =Composite Runoff Coefficient
C; = Runoff Coefficient for specific area A;
A; = Area of surface with runoff coefficient of C;
n = Number of different surfaces to be considered
At=Total area over which C is applicable; the sum of all A,'s is equal to A,
Table 3-2
RATIONAL METHOD RUNOFF COEFFICIENTS FOR ZONING CLASSIFICATIONS
Description of Area or Zoning
Coefficient
Business: BP, BL........................................................................................
0.85
Business: BG, HB, C..................................................................................
0.95
Industrial: IL, IP..........................................................................................
0.85
Industrial: IG...............................................................................................
0.95
Residential: RE, RLP..................................................................................
0.45
Residential: RL, ML, RP.............................................................................
0.50
Residential: FILM, RMP..............................................................................
0.60
Residential: RM, MM..................................................................................
0.65
Residential: RH..........................................................................................
0.70
Parks, Cemeteries......................................................................................
0.25
Playgrounds...............................................................................................
0.35
RailroadYard Areas...................................................................................
0.40
UnimprovedAreas......................................................................................
0.20
Zoning Definitions
R-E Estate Residential District — a low density residential area primarily in outlying
areas with a minimum lot area of 9,000 square feet.
R-L Low Density Residential District — low density residential areas located throughout
the City with a minimum lot area of 6,000 square feet.
R-M Medium Density Residential District — both low and medium density residential
areas with a minimum lot area of 6,000 square feet for one -family or two-family
dwellings and 9,000 square feet for a multiple family dwelling.
R-H High Density Residential District — high density residential areas with a minimum lot
area of 6,000 square feet for one -family or two-family dwellings, 9,000 square feet
for a multiple family dwelling, and 12,000 square feet for other specified uses.
R-P Planned Residential District —designation of areas planned as a unit (PUD) to pro-
vide a variation in use and building placements with a minimum lot area of 6,000
square feet.
R-L-P Low Density Planned Residential District — areas planned as a unit (PUD) to permit
variations in use, density and building placements, with a minumum lot area of 6,000
square feet.
' MAY 1984
3-3 DESIGN CRITERIA
R-M-P Medium Density Planned Residential District — designation for medium density
areas planned as a unit (PUD) to provide a variation in use and building placements
with a minimum lot area of 6,000 square feet.
R-L-M Low Density Multiple Family District —areas containing low density multiple family
units or any other use in the R-L District with a minimum lot area of 6,000 square feet
for one -family or two-family dwellings and 9,000 square feet for multiple -family
dwellings.
M-L Low Density Mobile Home District — designation for areas for mobile home parks
containing independent mobile homes not exceeding 6 units per acre.
M-M Medium Density Mobile Home District — designation for areas of mobile home
parks containing independent mobile homes not exceeding 12 units per acre.
B-G General Business District — district designation for downtown business areas,
including a variety of permitted uses, with minimum lot areas equal to 1 /2 of the total
floor area of the building.
B-P Planned Business District — designates areas planned as unit developments to
provide business services while protecting the surrounding residential areas with
minumum lot areas the same as R-M.
H-B Highway Business District — designates an area of automobile -orientated busi-
nesses with a minimum lot area equal to 1 /2 of the total floor area of the building.
B-L Limited Business District — designates areas for neighborhood convenience
centers, including a variety of community uses with minimum lot areas equal to two
times the total floor area of the building.
C Commercial District —designates areas of commercial, service and storage areas.
I-L Limited Industrial District— designates areas of light industrial uses with a minimum
area of lot equal to two times the total floor area of the building not to be less than
20,000 square feet.
I-P Industrial Park District —designates light industrial park areas containing controlled
industrial uses with minimum lot areas equal to two times the total floor area of the
building not to be less than 20,000 square feet.
I-G General Industrial District — designates areas of major industrial development.
T Transition District — designates areas which are in a transitional stage with regard
to ultimate development.
For current and more explicit definitions of land uses and zoning classifications, refer to the
Code of the City of Fort Collins, Chapters 99 and 118.
Table 3-3
RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS
Character of surface Runoff Coefficient
Streets, Parking Lots, Drives:
Asphalt................................................................................................ 0.95
95
Concrete............................................................................................. 0.
Gravel................................................................................................. 0.50
Roofs .....................
0.95
Lawns, Sandy Soil:
' Flat <2%............................................................................................. 0.10.5
Average2 to 7%..................................................................................
Steep>7%.......................................................................................... 0.20
' Lawns, Heavy Soil: 0.20
Flat<2%............................................................................................
Average2 to 7%.................................................................................. 0.25
Steep>7%.......................................................................................... 0.35
' MAY 1984 3-4 DESIGN CRITERIA
COMPOSITE 'C' and % IMPERVIOUS
CALCULATIONS
Project Name: Myrtle Ct. Condos
Project No. 02-034
Calculated By: SMS
Checked By:
Date: 10/25/03
BASIN A-1 0.05 ar_rps
Land Use
Imp.
C
Area
% Imp.
% C
Pavement
100
0.95
0.01
20
0.19
Rooftop
90
0.95
0
0
0.00
Landscape/Open Space
0
0.15
0.04
0
0.12
TOTAL
0.05
20
0.31
BASINS A-2 AND A-3
BASIN B-1 0.39 ar_rpn
FROM TABLE 3-2 0.50
Land Use
Imp.
C
Area
% Imp.
% C
Pavement
100
0.95
0.14
36
0.34
Rooftop
90
0.95
0.15
35
0.37
Landscape/Open Space
0
0.15
0.1
0
0.04
TOTAL
0.39
71
0.74
BASIN B-2 0.29 arrps
Land Use
Imp.
I C
Area
% Imp.
% C
Pavement
100
0.95
0.09
35
0.33
Rooftop
90
0.95
0.15
52
0.55
Landscape/Open Space
0
0.15
0.02
0
0.01
TOTAL
0.26
87
0.89
BASIN C-1 0.25 acres
Land Use
Im .
F C
Area
% Imp.
% C,
Pavement
100
0.95
0.03
12
0.11
Rooftop
90
1 0.95
0
0
0.00
Landscape/Open Space
0
0.15
0.22
0
0.13
TOTAL
0.25
12
0.25
BASIN C-2 0.07 acres
Land Use
Imp.
C
Area
% IMP.
% C
Pavement
100
0.95
0.01
14
0.14
Rooftop
90
0.95
0
0
0.00
Landscape/Open Space
0
0.15
0.06
0
0.13
TOTAL
0.07
14
0.26
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MEMNON
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1
Project Name: Myrtle Court
Project No: 02-034
FLOW CAPACITY CALCULATION WORKSHEET
FOR
20' WIDE ALLEY @ 0.50 % (fflV.)
Input Data
Alley Width:
20 ft.
Alley Material:
Asphalt with Concrete Gutter
Mannings Coefficient:
0.016 average
Alley Cross Slope:
2.00 %
Alley Slope:
0.50 %
Max. Depth of Flow:
0.40 ft.
Calculation Results
cross -sectional area: 3.10 s.f.
wetted perimeter: 18.00 ft.
Capacity:
6.3 cfs
Velocity:
2.03 fps
Velocity Head:
0.06 ft.
Page 1
1
1
Project Name: Myrtle Court
Project No: 02-034
FLOW CAPACITY CALCULATION WORKSHEET
FOR
20, WIDE ALLEY @ 1.80 % 11/1A v)
Input Data
Alley Width:
20 ft.
Alley Material:
Asphalt with Concrete Gutter
Mannings Coefficient:
0.016 average
Alley Cross Slope:
2.00 %
Alley Slope:
1.80 %
Max. Depth of Flow:
0.40 ft.
Calculation Results
cross -sectional area: 3.10 s.f.
wetted perimeter: 18.00 ft.
Capacity:
12.0 cfs
Velocity:
3.86 fps
Velocity Head:
0.23 ft.
Page 1
Project Name: Myrtle Court
Project No: 02-034
FLOW CAPACITY CALCULATION WORKSHEET
FOR
20' WIDE ALLEY @ 1.50 % (Ar /'veer
Input Data
Alley Width: 20 ft.
Alley Material: Asphalt with Concrete Gutter
Mannings Coefficient: 0.016 average
Alley Cross Slope: 2.00 %
Alley Slope: 1.50 %
Flow: 1.40 cfs wZ�
Calculation Results
cross -sectional area: 0.65 s.f.
wetted perimeter: 7.75 ft.
Depth of Flow: 0.2 ft.
Velocity: 2.15 fps
Velocity Head: 0.07 ft.
Page 1
Project Name: Myrtle Court
Project No: 02-034
FLOW CAPACITY CALCULATION WORKSHEET
FOR
' 20' WIDE ALLEY @ 1.50 % l/4r livccr)
' Input Data
Alley Width:
20 ft.
Alley Material:
Asphalt with Concrete Gutter
Mannings Coefficient:
0.016 average
Alley Cross Slope:
2.00 %
' Alley Slope:
1.50 %
Flow:
6.10 cfs
' Calculation Results
' cross -sectional area:
2.20 s.f.
wetted perimeter:
18.00 ft.
Depth of Flow: 0.4 ft.
Velocity: 2.77 fps
' Velocity Head: 0.12 ft.
Page 1
- - - ------------- 60 ii - ----- ------
. .........
A/-
oz 7---
-- ---- ----
. ... .. .. .......
---------------
ci�i
71
co -02J -----------
.........
C7
- ----- --- --
- --- ------
-,L
c
. . .........
------------
-------
-- -------- -- - -- ------
---- --------
vc� ------- -- !!q/3.
---------- -- ---
--
- ----------
--- ----
........
No Text
No Text
' Project Name: Myrtle Ct. Condos
Project No: 02-034
1
' SUMP INLET
CALCULATIONS WORKSHEET
' Gross area of inlet grate = 2.7 s.f.
' Open area of inlet grate = 1.1 s.f. (41 % of gross area)
' Basin B-1 - water quality pond 1
' Qioo = 3.6 CFS, SUMP CONDITION, MAXIMUM DEPTH = 05,
FROM FIGURE 5-3
' Flow rate into inlet = 3.5 cfs per open area
= 3.5 x 1.1 = 3.9 cfs
' QCAP = 3.9 cfs > 3.6 cfs OK
' Basin B-2 - water quality pond 2
Qioo = 2.6 CFS, SUMP CONDITION, MAXIMUM DEPTH = 0.3%
FROM FIGURE 5-3
Flow rate into inlet = 2.6 cfs per open area
= 2.6 x 1.1 = 2.9 cfs
' QCAP = 2.9 cfs > 2.6 cfs OK
II
II
II
II
II
' Page 1
0.8
�om
r
U- 0.6
�y
Z 0.5
x
w
> 0.4
0
2
H
a 0.3
W
O
O
? 0.2
O
Z
0
a 0.1
EXAMPLE
0.0
0 1 2 3 4
FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FT2)
Figure 5-3
CAPACITY OF GRATED INLET IN SUMP
(From: Wright -McLaughlin Engineers, 1969)
i
MAY 1984
5-11
DESIGN CRITERIA
Project Name: Myrtle Ct. Condos
Project No: 02-034
PIPE CALCULATION WORKSHEET
FOR
15 of
RCP @ 1.00 %
Input Data
Pipe Diameter:
15 in.
Pipe Material:
RCP
Mannings Coefficient:
0.013
Pipe Slope:
1.00 %
Pipe Flow:
3.6 cfs
Calculation Results
Depth of Flow:
8.0 in.
0.66 ft.
Percent Full:
53 %
Velocity:
5.44 fps
Velocity Head:
0.46 ft.
Specific Energy:
1.12 ft.
Maximum Capacity: 7.01 cfs
Full Flow Capacity: 6.46 cfs
1 Page 1
Project Name: Myrtle Ct. Condos
Project No: 02-034
PIPE CALCULATION WORKSHEET
FOR
15 of
RCP a@ 2.00 %
Input Data
Pipe Diameter:
15 in.
Pipe Material:
RCP
Mannings Coefficient:
0.013
Pipe Slope:
2.00 %
Pipe Flow:
1.0 cfs
Calculation Results
Depth of Flow:
3.2 in.
0.26 ft.
Percent Full:
21 %
Velocity:
4.19 fps
Velocity Head:
0.27 ft.
Specific Energy:
0.64 ft.
Maximum Capacity: 9.91 cfs
Full Flow Capacity: 9.14 cfs
Page 1
i
' Project Name: Myrtle Ct. Condos
' Project No: 02-034
' PIPE CALCULATION WORKSHEET
FOR
' 18 to
RCP @ 1.60 %
1
1
1
Input Data
Pipe Diameter:
18 in.
Pipe Material:
RCP
Mannings Coefficient:
0.013
Pipe Slope:
1.60 %
Pipe Flow:
9.2 cfs
Calculation Results
Depth of Flow:
11.0 in.
0.92 ft.
Percent Full:
61 %
Velocity:
8.24 fps
Velocity Head:
1.05 ft.
Specific Energy:
1.97 ft.
Maximum Capacity: 14.42 cfs
Full Flow Capacity: 13.29 cfs
Page 1
Storage Volume
Pond 1
STORAGE VOLUME
Project Name: Myrtle Ct. Condos
Project No. 02-034
By: SMS
Checked By:
Date: 10/25/03
Water Quality Capture Volume (c.f.) = 476
Elev.
h
ft
Area
sf
Volume
Cf
Total
Cf
4964.5
0
0.50
49
49
4965.0
295
1.00
325
374
4966.0
355
1.00
389
763
4967.0
425
Pond 2
Nater Quality W.S. Elev. = 4966.3
Water Quality Capture Volume (c.f.) =.442
Elev.
h
ft
Area
sf
Volume
Cf
Total
Cf
4965.0
0
0.50
68
68
4965.5
405
0.50
238
305
4966.0
550
0.50
314
619
4966.5
710
Nater Quality W.S. Elev. = 4966.2
Page 1
WQ STORAGE
H
1
11
1
[1
1
I
11
WATER QUALITY STORAGE REQUIREMENTS
Project Name: Myrtle Ct. Condos
Project No. 02-034
Calculated By: 0
Checked By:
Date: 12/17/02
BASIN/LAND USE
DRAINAGE
AREA
(AC.)
%
IMPERV.
120%
W.Q. Vol
(CU. FT.)
B-1
0.39
71
476
B-2
0.26
87
442
DETENTION AND W.Q. FORMULAS:
W.Q. Vol = WS/12 x A x 1.. WS = Watershed inches from Figure 5.1
DRAINAGE CRITERIA MANUAL (V.3)
STRUCTURAL BEST MANAGEMENT PRACTICES
10.0
Mrs
2.0
1.0
0.6C
M;
W
0.01
0.02
EXAMPLE: DWQ = 4.5 ft
WQCV = 2.1 acre-feet
SOLUTION: Required Area per
Row = 1.75 in 2
EQUATION:
WQCV
a=
K 40
in which,
K40=0.013DWQ+0.22DWQ -0.10
moo_
O
�
�Q�
i
Qr
�
Oa
J�
0.04 0.06 0.10 Weu U.wu U.Du 1.0 c.0
tll^j• 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 S-43
Urban Drainage and Flood Control District
Orifice Plate Perforation Sizing
Circular Perforation Sizing
Chart may be applied to orifice plate or vertical pipe outlet.
Hole Dia
(in) '
Hole Dia
(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
0.438
2
0.15
0.30
0.45
1 /2
0.500
2
0.20
0.39
0.59
9 16
0.563
3
0.25
0.50
0.75
5/8
0.625
3
0.31
...,
0.92
11 16
0.688
3
0.37
0.74
1.11
3 4
0.750
3
0.44
0.88
1.33
13 16
0.813
3
0.52
1.04
1.56
7 8
O.B75
.3
0.60
1.20
1.80
15 16
0.938
3
0.69
1.38
2.07
1
1.000
4
1.57
2.36
1 1 16
1.063
4
1.77
2.66
1 1 8
1.125
4
1.99
2.98
1 3 16
1.188
4
2.22
3.32
1 1 4
1.250
4
N1.23
2.45
3.68
1 5/16
1.313
4
2.71
4.06
1 3 8
1.375
4
2.97
4.45
1 7 i6
1.438
4
3.25
4.87
1 1 2
1.500
4
3.53
5.30
1 9 16
1.563
4
1.
3.83
5.75
1 5 8
1.625
4
2.07
4.15
6.22
1 11 16
1.688
4
2.24
4.47
6.71
1 3 4
1.750
4
2.41
4.81
7 222
1 13 16
1.813
4
2.58
5.16
7.74
1 7 8
1.875
4
2.76
5.52
8.28
1 15 16
1.938
4
2.95
5.90
8.84
2
2.000
4
3.14
6.28
9.42
n = Number of columns of perforations
Minimum steel
plate thickness
1/4
5/16
' Designer may Interpolate to the nearest 32nd inch
to better match the required area, if desired.
Rectangular Perforation Sizing
Only one column of rectangular perforations allowed.
Rectangular Height = 2 inches
Required Area per Row (sq in)
Rectangular Width (inches) = 2„
Urban Drainage and
Flood Control District
Drainage Criteria Manual (V.3)
File: Detalls.dwg
Rectangular
Hole Width
Min. Steel
Thickness
5"
1 4
6"
1 4
7"
5/32 '
8"
5/16 "
g"
11 /32 "
10"
3/8 „
>10°
1/2 „
Figure 5
WQCV Outlet Orifice
Perforation Sizing
Table 6a-1: Standardized WQCV Outlet Design Using 2" Diameter Circular Openings.
Minimum Width (W,o ,,) of Concrete Opening for a Well -Screen -Type Trash Rack.
See Figure 6-a for Explanation of Terms.
Maximum Dia.
Width of Trash Rack Opening <o„,,) Per Column of Holes as a Function of Water Depth H
of Circular
Opening
(inches)
t�r
H=2.0'
H=3.0'
H=4.0'
H=5.0'
H=6.0'
Maximum
Number of
Columns
< 0.25
3m3
3 in.
3 in.
3 in.
3 in.
14
< 0.50
in
3 in.
3 in.
3 in.
3 in.
14
< 0.75
3 in.
6 in.
6 in.
6 in.
6 in.
7
< 1.00
6 in.
1 9 in.
9 in.
9 in.
9 in.
4
< 1.25
9 in.
12 in.
12 in.
12 in.
15 in.
2
< 1.50
12 in.
15 in.
18 in.
18 in.
18 in.
2
< 1.75
18 in.
21 in.
21 in.
24 in.
24 in.
1
< 2.00
21 in.
24 in.
27 in.
30 in.
30 in.
1
Table 6a-2: Standardized WQCV Outlet Design Using 2" Diameter Circular Openings.
US FilterTM Stainless Steel Well -Screen' (or equal) Trash Rack Design
Specifications.
Max. Width
of Opening
Screen #93 VEE
Wire Slot Opening
Support Rod
Type
Support Rod,
On -Center,
Spacing
Total Screen
Thickness
Carbon Steel Frame
Type
9"
0.139
#156 VEE
'/4"
0.31'
'A"xi O'flat bar
18"
0.139
TE .074"x.50"
1"
0.655
'/4"x 1.0 angle
24"
0.139
TE .074"x.75"
1"
1.03"
1.0" x 1'/z" an le
27"
0.139
TE.074"x.75"
1"
1.03"
1.0"x I%2"anle
30"
0.139
TE .074"x1.0"
1"
1.155"
1 '/,`k I'/2"angle
36"
0.139
TE.074"x1.0"
1"
1.155"
I'/,`k 1%2"anle
42"
0.139
TE .105"U.0"
1"
1.155"
1 '/4'k 1 %2"anle
US Filter, St. Paul, Minnesota, USA
DESIGN EXAMPLE:
Given: A WQCV outlet with three columns of 5/8 inch (0.625 in) diameter openings.
Water Depth H above the lowest opening of 3.5 feet.
Find: The dimensions for a well screen trash rack within the mounting frame.
Solution: From Table 6a-1 with an outlet opening diameter of 0.75 inches (i.e., rounded up from 5/8 inch
actual diameter of the opening) and the Water Depth H = 4 feet (i.e., rounded up from 3.5 feet). The
minimum width for each column of openings is 6 inches. Thus, the total width is W �o„�. = 36 = 18 inches.
The total height, after adding the 2 feet below the lowest row of openings, and subtracting 2 inches for the
flange of the top support channel, is 64 inches. Thus,
' Trash rack dimensions within the mounting frame = 18 inches wide x 64 inches high
From Table 6a-2 select the ordering specifications for an 18", or less, wide opening trash rack using US
Filter (or equal) stainless steel well -screen with #93 VEE wire, 0.139" openings between wires, TE
.074" x .50" support rods on 1.0" on -center spacing, total rack thickness of 0.655" and'/d' x 1.0" welded
carbon steel frame.
1
' Table 6a
i
1
I^
L
Structural Steel Channel
Formed Into Concrete, To
Span Width Structure.
See Figures
6—a, 6—b
Orifice Perforation Details
A—OF7 WPlate = WConc. + 6 inches (minimum)
WConc. (see below)
O_O_O
o
01 o 1 O
12"
Max.
4" I O o
H 7 V .�
B
Permanent
Water Surface
2'-4"
Minimum
_1
Circular Openings: Wconc, Obtained From Table 6a-1
Rectangular Openings: Wconc. = (Width of Rectangular Perforation W) + 12"
Rectangular Openings: Wopaning (see Figure 6—b) Obtained From Table 6b-1
Sc, see Sa, see
figure 5 Figure 5 W
0 0 0 0 0 o o o
O O O
O O O 000
0,0070
O o 0 0 0 0 00000 o o
O O O 000
O O O Iff
o h o� o� o
Example Perforation Patterns
Note: The goal in designing the outlet is to minimize the number of columns of perforations
that will drain the WQCV in the desired time. Do not, however, increase the diameter of
circular perforations or the height of the rectangular perforations beyond 2 inches. Use the
allowed perforation shapes and configurations shown above along with Figure 5 to determine the
pattern that provides on area per row closest to that required without exceeding it.
Urban Drainage and Figure 4
Flood Control District
Orifice Details for
Drainage Criteria Manual (V.3) Draining WQCV
nla: Detalle.dwg
Note:
Vertical
WQCV Trash Racks are shown in Figures 6, 6—a,
and 6—b for suggested standardized
outlet
design.
Adverse —Slope Trash Rack design may be used
for non —standardized designs, but must
meet
minimum
design criteria.
Structural Steel Channe
Formed Into
See Figures
Stainless Steel Bolts
or
tant Welds,
See Figures 6—a, 6—b
Concrete.
"Conc-
6—a, 6—b A � g
O
H
Varies
to 6'
2—
(minin
Intermit
A
WQCV Trash Racks: Elevation
FIN
i„
um)
1, Well —screen trash racks shall be stainless steel and shall be attached by intermittant
welds along the edge of the mounting frame.
2. Bar grate trash racks shall be aluminum and shall be bolted using stainless steel hardware.
3. Trash Rack widths are for specified trash rack material. Finer well —screen or mesh size
than specified is acceptable, however, trash rack dimensions need to be adjusted for
materials having a different open area/gross area ratio (R value)
4. Structural design of trash rack shall be based on full hydrostatic head with zero
head downstream of the rack.
Overflow Trash Racks:
1. All trash racks shall be mounted using stainless steel hardware and provided with
hinged and lockable or boltable access panels.
2. Trash racks shall be stainless steel, aluminum, or steel. Steel trash racks shall be hot
dip galvanized and may be hot powder painted after galvanizing.
3. Trash Racks shall be designed such that the diagonal dimension of each opening is
smaller than the diameter of the outlet pipe.
4. Structural design of trash rack shall be based on full hydrostatic head with zero
head downstream of the rack.
Urban Drainage and
Flood Control District
Drainage Criteria Manual (V.3)
nic Detail&dwg
Figure 6
Suggested WQCV Outlet Standardized
Trash Rack Design
A
WQCV Trash Racks: Elevation
FIN
i„
um)
1, Well —screen trash racks shall be stainless steel and shall be attached by intermittant
welds along the edge of the mounting frame.
2. Bar grate trash racks shall be aluminum and shall be bolted using stainless steel hardware.
3. Trash Rack widths are for specified trash rack material. Finer well —screen or mesh size
than specified is acceptable, however, trash rack dimensions need to be adjusted for
materials having a different open area/gross area ratio (R value)
4. Structural design of trash rack shall be based on full hydrostatic head with zero
head downstream of the rack.
Overflow Trash Racks:
1. All trash racks shall be mounted using stainless steel hardware and provided with
hinged and lockable or boltable access panels.
2. Trash racks shall be stainless steel, aluminum, or steel. Steel trash racks shall be hot
dip galvanized and may be hot powder painted after galvanizing.
3. Trash Racks shall be designed such that the diagonal dimension of each opening is
smaller than the diameter of the outlet pipe.
4. Structural design of trash rack shall be based on full hydrostatic head with zero
head downstream of the rack.
Urban Drainage and
Flood Control District
Drainage Criteria Manual (V.3)
nic Detail&dwg
Figure 6
Suggested WQCV Outlet Standardized
Trash Rack Design
C8x18.75 American Standard
Structural Steel Channel.
Trash Rack Attached By Welding
8" 4'-0" 8"
Bolt Down or
/—Lock Down
3or4 -
1�
H
Varies
2'-0"
U.S. Filter* Stainless C
C
to
Steel Well —Screen
6'-0"
(or equal) Per Tables
6a-1, 6o-2
Micro Pool W.S.
C8x18.75 American
Standard Structural
2'-4"
Minimum
Steel Channel Formed
Into Concrete Bottom
And Sides 0f WA,
Trash Rack Attached
By Intermittant Welds.
Rack Swivel Hinge
Tubular
Trash Rock
On 6"
4" Centers
Optional
Flow Control
_ =
Orifice Plate
Steel Perforated
-Flow Control
<
Plate
Outlet Pipe 18" Min.
3" Minimum _ L
a 4"
Section A —A
From Figure 6, Circular Openings Only
Well —Screen Frame
Attached To Channel
By Intermittant Welds
Steel Perforated
Flow Control
Plate
1 WCano .
Flow
Trash Rack Attached 6"
By Intermittant Min.
Welding All Around
Section B—B — Plan View
From Figure 6, Circular Openings Only
Limits for this Standardized Design:
1. All outlet plate openings are circular.
2. Maximum diameter of opening = 2 inches.
*U.S. Filter, St. Paul, Minnesota, USA
Urban Drainage and
Flood Control District
Drainage Criteria Manual (V.3)
File: Detalls.dwg
Stainless Steel
Support Bars
No. 93 Stainless
Steel (U.S. Filter*
or Equal) Wires
1
Flow
0.139" 0.090"
Section C—C
From Figure 6, Circular Openings Only
R Value = (net open area)/(gross rack area)
= 0.60
Figure 6—a
Suggested Standardardized Trash Rack
and Outlet Design For WQCV Outlets
With Circular Openings
' SECTION S. SEDIMENT CONTROL STANDARDS
8.1 Wind and Rainfall Erosion Control
These Criteria shall apply to all land within the City of Fort Collins, including any public lands.
These Criteria shall apply to all facilities constructed on private land, public right-of-way,
easements dedicated for public use, private roads and to all privately, publicly, and quasi -publicly
owned and maintained facilities, excluding:
1. Emergency work
' 2. Residential lots less than 10,000 square feet in area except when construction activities are
within 50 feet of the outer limits of sensitive areas including floodplains, slopes, riparian
corridors, lakes, irrigation ditches, etc.
In its interpretation and application, the Criteria shall be regarded as the minimum requirements
for the protection of the public health, safety, and welfare of the residents of the City. Whenever
a provision of the Criteria and any other provisions of the City of Fort Collins Subdivision
' Regulations or any kind (whether federal, state, local or special district), contain any applicable
restrictions covering any of the same subject matter, whichever provisions impose higher
standards or requirements shall govern.
' Alternatives to the provisions of these criteria may be approved but the burden of proof that the
alternatives are equal or better is the responsibility of the applicant. Detailed information on
erosion control can be found in the Erosion Control Reference Manual (Reference Manual).
' It is the City's intention not to disturb the natural balance of watershed sedimentation and erosion
nor require erosion control in excess of the natural system.
Erosion control measures must be implemented on developing and redeveloping sites such that
the following design standards will be met:
1. Preceding or during construction, temporary erosion control measures shall be installed such
that the maximum amount of sediment discharge, by either wind or water erosion, shall not
exceed the historic sediment discharge due to the 10-year rainfall event, by more than 15
percent.
2. After construction, permanent erosion control measures shall be installed such that the
maximum amount of sediment discharge, by either wind or water erosion, shall not exceed
the historic sediment discharge.
' The Criteria and equations, if applied correctly, will result in an erosion control plan which meets
the standards. Construction activities shall comply with the approved erosion control plan.
8.1.1 Wind Erosion Control
Wind erosion shall be controlled by use of structural and/or vegetative methods.
8.1.1.1 Exclusions
Sites may be excluded from WIND erosion control requirements if they
meet at least one of the following criteria.
1. Thirty five percent or more of the unprotected surface is covered by
coarse soil particles greater than 2 mm in diameter (i.e. gravel, stones, etc.).
---*- 2. Sites of 1 acre or less.
3. Sites with unsheltered distances (distance unbroken by a wind barrier)
parallel to the prevailing wind direction of less than the values in Table 4.1.
MARCH 1991 8-1 DESIGN CRITERIA
I
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a
MARCH 1991
8-4
DESIGN CRITERIA
Table 8B C-Factors and P-Factors for Evaluating EFF Values.
Treatment C-Factor
P-Factor
'
BARE SOIL
Packed and smooth................................................................ 1.00
1.00
Freshlydisked........................................................................ 1.00
0.90
'
Rough irregular surface........................................................... 1.00
0.90
SEDIMENT BASIN/TRAP................................................................. 1.00
0.50"'
'
STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG ........................ 1.00
0.80
SILTFENCE 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 .................................... 0.4512)
1.00
'
HYDRAULIC MULCH @ 2 TONS/ACRE........................................... 0.10131
1.00
SOILSEALANT....................................................................0.01-0.60141
1.00
'
EROSION CONTROL MATS/BLANKETS
............................................ 0.10
1.00
GRAVEL MULCH
'
Mulch shall consist of gravel having a diameter of approximately
1 /4' to 1 1 /2' and applied at a rate of at least 135 tons/acre.............. 0.05
1.00
'
HAY OR STRAW DRY MULCH
After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately
anchor,
tack or crimp material into the soil.
'
Slone M
1 to 05..............................................................................0.06
1.00
6 to 10............................................................................. 0.06
1.00
11 to 15............................................................................. 0.07
1.00
16 to 20.............................................................................0.11
1.00
'
21 to 25............................................................................. 0.14
1.00
25 to 33.............................................................................0.17
1.00
> 33.......................................................................... 0.20
1.00
'
NOTE: Use C-Factor P-Factor
of other or values reported in this table must be substantiated by documentation.
(1) Must be constructed as the first step in overlot grading.
'
(2) Assumes planting by dates identified in Table 11-4, thus dry or hydraulic mulches are not required.
(3) Hydraulic mulches shall be used only between March 15 and May 15 unless irrigated.
(4) Value used must be substantiated by documentation.
1
' MARCH 1991
8-6
DESIGN CRITERIA
i
1 I
-- ��i'cysLcl.✓ _.-._.. �__SE�/C1_C`��>a.iid.�.%_ �o..,i:r2`t� ---- ��V_G_CtiCc9.t=Cc�.-J�-- --- -- 1
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LEGEND:
— 5160-- EXISTING CONTOUR
III PROPOSED CONTOUR
2 STORY APHINENT BUILDING 1 DAT a
I NRr I I 5160.00 FINISH GRADE ELEVATION
1 K / 1 sTDRr xmsc IOU II / I / ELEVATION
I - s .P-+ \ 1 1
1
/ D' I1 1 FL 6180.00
"FLOCK 1Bs FLOWLINE ELEVATION
i ! \��/i I 11 W
F.F.1 �C J 111 Ay
- �6880 FINISH FLOOR ELEVATION
RBB
; � Tie —/�-__ _— AI P
CONCRETE C♦ CONCRETE WALK
iPlli-RNL FENCE ♦ .
�i I ♦ - — — M 2 WIDE CATCH CURB &GUTTER
.� — ate— _ _ — _ — — — E — _ _ _ DL[IlLiE— _ _{ — — — V
sTREET - ��I I' WIDE SPILL CURB AND GUTTER
CUT _ _ _
0 10 20 40 DRAINAGE FLOW DIRECTION
IT ,.v
.L sTM— KEY TITLE SYMBOL
srvETr A➢L.1¢ ER cuae �fg65 p96a
caxc. WINK � � AM arnn JJ / SILT FENCE
7s,TNG IEx":G /� s MErs
6 _ O T GP0 Cl E•
VEHICLE TRACKING
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a4cIaTE IUME
""COnwnwq
�uaxwexT CONTROL
-
VTC s a ^ ` STRAW BALE
`�.E C•pyB 1 Ls' • 9°54.111 -� .00 J \ BARRIER
— BI
Ec •wan
M INNS NOTES:
2 STORY APUTTUENT BUILDING V X / I II
(( ��)) T4 II 1. OISNRBEO AREA SHALL BE SECBEO MIH ME FOLLOWING TEMPORARY
�� �wKM 4�PK O 0 + n I. /n\ 1 STREET :�H� \ / SEED MIXURE
F.F. .0 '
1 lI / TEMPORARY SEED MIX (MQ4E THAN JO DAYS BUT LESS MAN I
IGROWING SEASONS)
`I I RYE OF YEAR TEMPCRARYKICOVER CROP C ASSfy
FC 41461 V T.44 T 196T. E TYPE
dB coo
486A
.65 �S II 1 JAN 01 - FEE 28 NO NO
�G 4M ee ' PAN PAN MAR 01 - MAY 15 NO YES
MAY 16 - MAY 31 YES NO
9s /
,"• .9e °�,- — \ 1 hl RUN 01 - aOt JI YES NO
• 1.., 1 P 49e744 Iwnw 4w)w WJ1 ,t / AUG 01 - AUG ]I NO YES
SETSz ® u NO ITS
BIT\ • / \\, 1 / OCT 01 - EC JI NO NO
r .96Tas AaN A:Nt 1 19e6.
WO 6� 11 SPECIES AND SEEDING RATES
P D �TDd969.0
--_.. EG 4wS0 / M (1 \ q/ .SPEEJE$ SEASON URILL[[L-5 Ma/
Y
196 Y~. Tv[Y / / AND SIT BIN\\if
2 - OATS
RWECRASS cam 0
TO 4w).w / 966.1 J - CEREAL RYE COOL 40
49R6 %e 1� 5nxc 1 4 - WINTER WHEAT CO40
FO weTTJ I p 3T 4wT' 4wT. iw2 LRB GOT R O W 5 - SPRING WHEAT COOL COOL 40
6aa6,
N w4wTe9 4 A 6 - BARLEY COOL 60
ullTs aFSGaAaxc T - MILLET WARM JO
BLOCK 186 sex MAK tart - I 6 - HYBRID SUOAN WARM IS
).H 4w2 O w 9 - SORGHUM WARM 10
HOUSE
a FG 4wTw �1 4968 O N LAB Z SEE SHEET 2 OF ME UTILITY PLANS FOR OVEGETARON NOTES AND
IQfiB O f L I ADDITIONAL EROSION AND SEDIMENT CONTROL NOTES.
Q 1 O 1 y J. LIMITS BE STREET CUTS ARE APPROX&ATE. FINAL LIMITS ARE TO BE
DE TSLI I TERMINED IN THE FIELD BY THE CITY ENGINEER INSPECTOR. ALL REPAIRS
CHIT II ARE TO BE DONE IN ACCORDANCE MEN CITY STREET REPAIR STANDARDS
_ sni
25 F.F. 4969.0 EMP Z 4 THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS
weD O REWIRED FOR PROTELnON FROM THE 100-YEAR STORM. MINIMUM FINISHED
FLOOR ELEVATIONS ABOVE NNE IDO-YEAR WATER SURFACE IN STREETS
4966.CHANNELS• DITCHES SHALES. OR OTHER DRAINAGE FACTURE$ AS
1111K4 eo4 96B d968 I p I ILLUSTRATED BY A MASTER GRADING PLAN ARE TO BE SHOWN.
0 la la Owe V
\ CGNGINTE RAW 19fiB2 I .f
ch
(FGg4�.9 a Iw2D
UNITS OF o Wax. YOK ON49 B d 496 4wa _ •� - II _ —_+� -- e �} a 0
\—M;;0wiT r---T__ ESTIMATED CONSTRUCTION SCHEDULE
URS Co-F+' 49 w ° 1 IBM • ) 1 UNIT NUTY
STORYTURACE
PLAN APPROVAL
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TRACKING CONTRA
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UTLITYEPE� V GRADING M
L I s--4968- _ /1 \I CONSTRUCTION OF STORM SEWER SYSTEM
� iDenw Is 'P66 4 u Owe __ - - _ _ B w 1 2 11 1 INLET PROTECTION
I I TEMPORARY SEEDING/MULCHING
FO 4D6em 4 T. _ I 11 III bI BUILDING CONSIRUCRON XXXXXXXNx.
FO Hi
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I�X \\ u. AC PAVEMENT XX
(MATCH EXIST) �vO a4 NtgAN a rcxeE Fxo xo 4weane II PERMANENT LANDSCAPING J(
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IRAN
2 X =ONE WEEK
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(CONSTRUCT OWR EXIST. 24' RCP) _ _ _
FIN 4966.05 _ -496J
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NV OUT (24)ysfia�4 RILE STREET (100'
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4
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LEGEND:
- 5760---
EXISTING CONTOUR
- 5161
PROPOSED CONTOUR
5160.00
FINISH GRADE ELEVATION
ELEVATION
AFL S160.W
FLOWLINE ELEVATION
F` F. 51MW
FINISH FLOOR ELEVA7ON
TOW 5160.00
TOP OF WALL ELEVATION
2' WIDE CATCH CURB & GUTTER
- -
I WIDE SPILL CURB AND GUTTER
A - BASIN DESIGNATION
A
B = AREA IN ACRES
B c
C = 5 YEAR RUNOFF COEFFICIENT
D
D - 100 YEAR RUNOFF COEFFICIENT
QDESIGN
PUNT
6� WIN NUNN
BASIN BOUNDARY
DRAINAGE ROW DIRECTION
SUMMARY RUNOFF TABLE
BASIN
CONTRIBUTING
0AREAI
Q
h
0
CIE
A-i
0.05
OA4
02
A-2
1.44
1.4
BO
A-S
1.44
0.7
a4
R-1
an
06
16
B-2
_
0.26
0.6
2.6
C-1
0.25
0.2
0.7
C-2
a02
0.05
G2
WATER QUALITY POND SUMMARY
WATER QUALITY
WATER WAUTY
PW0
STORAGE
WATER SURFACE
c.T.
ELEVATION
IM
4966.3
2
442
4966.2
9-WUE US FILRER STAIN:E55
UMW IRAUM 5-c
STEEL KLL-SCREEN x1T: /93
WE TIRE AND 0. 139' CFENINCS
9- ONCE STEEL iLOW cMI
(DR APPROKO EOIIAL)
PLATE WM II4 DA INME
(1 WENT ESI
LR EPLAIN Y
V7%iz
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AREA INIEr
NING v
EST BOXTrPIEVATIM
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INV Wi .9Cp - IIE
ELEVATION RAN FCR 'h
WATER QUALITY POND
OUTLET STRUCTURE DETAIL
SEEm UDFIGURE 6 AND 6-A
FEW A)DnMAL DETNL9
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FM AND PV BERNE ON
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.pB NO. 02-0J4
SKEET 1 OF I