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Final Drainage Report
for
Spanjer Office Building
Fort Collins, Colorado
July 1, 2002
NORTHERN
NE ENGINEERING
SERVICES, INC.
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Final Drainage Report
for
Spanjer Office Building
Fort Collins, Colorado
July 1, 2002
Prepared For:
Spanjer Construction Corp.
PO Box 9644
Office 5731 Bueno Drive, #C
Fort Collins, Colorado 80525
Prepared By:
NENORTHERN
ENOINEERINO
':1gavlem INC.
Northam Eglneedng Sendces, Inc
420 S. Howes, Soho 202
Fort Collins, Colorado 80521
Phone:(970) 2214158
Project Number: SPA (01-042)
Final Submittal
I
NORTHERN
NE ENGINEERING
SERVICES, INC.
' July 1, 2002
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City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, Colorado 80521
RE: Spanjer Office Building
Fort Collins, Colorado
Proj ect.Number: 01-042
Dear Staff:
Northern Engineering Services, Inc. is pleased to submit this Final Drainage Report for the
Spanjer Office Building site for your review. We understand that review by the City of Fort
Collins is to assure general compliance with standardized criteria contained in the Storm
Drainage Design Criteria and Construction Standards. This report was prepared in compliance
with technical criteria set forth in the City of Fort Collins Storm Drainage Design Criteria and
Construction Standards manual.
If you should have any questions or comments as you review this report, please feel free to
contact us at your convenience.
Sincerely,
NORTHERN ENGINEERING SERVICES, INC.
Q „�_
Kimberly J R �� �`-
Project Engineer
27362
' Project ManagerNice President
ig
420 SOUTH HOWES, SUITE 202 / FORT COLLINS, COLORADO 80521 / 970.221.4158 / FAX 970.221.4159
'
Table of Contents
VICINITY MAP
Page
'
I.
SITE LOCATION AND DESCRIPTION
1.1 Site Location....................................................................................
1
1.2 Site Description................................................................................
1
II.
PRE -DEVELOPMENT CONDITIONS
2.1 Historic Drainage.............................................................................
1
2.2 Historic Basins...............................................................................
1
1
III.
2.3 Pre -development Drainage Patterns ................................................
POST -DEVELOPMENT CONDITIONS
2
3.1 Post -development Conditions..........................................................
2
3.2 Design Criteria and References.......................................................
3.3 Hydrologic Criteria..........................................................................
2
2
3.4 Hydraulic Criteria............................................................................
2
'
3.5 Drainage Patterns............................................................................
3.6 Detention..........................................................................................
2
4
IV.
WATER QUALITY
V.
4.1 Water Quality Measures and Criteria ..............................................
EROSION CONTROL PLAN '
4
5.1 Erosion Control Criteria.................................................................
4
'
VI.
5.2 Rainfall Erosion Control Plan .......... :...............................................
CONCLUSIONS
5
6.1 Compliance with Standards.............................................................
5
REFERENCES..........................................................................................
6
APPENDICES
APPENDIX A- Hydrology Calculations
'
APPENDIX B - Water Quality Calculations
APPENDIX C - Street Capacity Calculations
APPENDIX D- Erosion Control Calculations
APPENDIX E- Weir, Swale, and Riprap Calculations
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�T VICINITY MAP
lv 1 "=2000'
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Final Drainage Report
' for
Spanjer Office Building
Fort Collins, Colorado
July 1, 2002
I. SITE LOCATION AND DESCRIPTION
1.1 Site Location
The Spanjer Office Building site is Lot 7 of Cameron Park, located between Cameron
Drive and the Frontage Road within the Cameron Park Development. The site can also
be described as a portion of Section 2, Township 6 North, Range 69 West of the 61b
' Principal Meridian in the City of Fort Collins, County of Larimer, State of Colorado.
This site is also located within the Fossil Creek major drainage basin.
1.2 Site Description
The Spanjer Office Building site is approximately 0.45 acres and has historically been
undeveloped. The site consists mainly of native grasses, and generally slopes from the
north to the south at approximately 6%. Plans for this site include a commercial building
with associated parking.
' IL PRE -DEVELOPMENT CONDITIONS
2.1 Historic Drainage
As mentioned above, the site is presently undeveloped, and consists mainly of native
' grasses and vegetation. Cameron Drive along the westerly side of the project has been
built, as well as the Frontage Road along the easterly boundary of the project. A church
has been built on Lot 6, south of this project, and a small office building and parking lot
' has been built on Lot 8, north of this project.
2.2 Historic Basins
The site was broken into 2 historic basins, designated as H-1 and H-2. H-1 represented
the westerly end of the site, which presently sheet flows generally towards the Church
and Cameron Drive. H-2 represents the easterly end of the site, which also generally
sheet flows to from the northwest to the southeast across the existing Church and to the
Frontage Road. Both the Frontage Road and Cameron Drive have existing 24" culvert
under College Ave. The developer of the Fossil Creek Office Park has obtained a 60'
' drainage easement from the termination point of the Frontage Road to Fossil Creek for
the purposes of conveying stormwater runoff thereby eliminating the need for onsite
detention. It is our understanding that this existing 60' wide drainage easement is for all
' the lots in Cameron Park.
' Final Drainage Report Northern Engineering Services, Inc
Spanjer Office Building
July 1, 2002
2.3 Pre -development Drainage Patterns
The existing topography is such that Lots 9 & 15 generally sheet flow across this site
(shown in the appendix as historic basins H-3 and H-4). The owner is concerned about
not blocking their historic runoff, and will provide an interception swale along the
northeasterly boundary of his site, and will allow runoff around his storage structure and
through his parking lot to the existing Frontage Road. He would be willing to grant a
drainage easement to the owners of these lots should the need ever arise.
' Lot 8 was developed into a small office complex with an attached parking lot south of the
building. Drainage from this site is directed to the southeast across this parking lot, and
directed by curb and gutter to a small concrete drainage pan that allows flows to enter the
existing curb and gutter of the Frontage Road.
' III. POST -DEVELOPMENT CONDITIONS
3.1 Post -development Conditions
The Spanjer Office Building development will include the following:
' • Storage Facility;
• Commercial Building;
• new attached walk along the west side of the Frontage Road;
' • drainage improvements and utility services.
Portions of the asphalt surface of the Frontage Road near the property boundary will be
replaced with this development.
3.2 Design Criteria and References
Drainage criteria outlined in both the City of Fort Collins Storm Drainage Design Criteria
Manual, (SDDCM) and Storm Drainage Criteria Manual by the Urban Drainage and
Flood Control District have been referenced for this study.
' 3.3 Hydrologic Criteria
The Rational Method has been used to estimate peak stormwater runoff within the
developed site. The minor 10-year and major 100-year design storms have been used in
the design of the proposed drainage system. Rainfall intensity data for the Rational
Method has been taken from Figure 3-1a updated by the City of Fort Collins in 1999.
' 3.4 Hydraulic Criteria
The City of Fort Collins SDDCM has been referenced for all hydraulic calculations.
3.5 Drainage Patterns
The site has been broken down into eight smaller sub -basins, a copy of the layout has
been included in the appendix of this report. Sub -basins D-1, 2, 3, and 8 generally drain
from northwest to southeast, and to the Frontage Road. Sub -basins D-5 and D-7
generally drain from northeast to southwest, and to Cameron Drive. Sub -basins D-4 and
D-6 represent a small area of the site that will sheet flow to the existing Church.
'
Final Drainage Report
Northern Engineering Services, Inc
Spanjer Office Building
'
July 1, 2002
3.5.1
Sub -basin D-1
Sub -basin D-1 represents 0.066 acres of the site, bounded by the high
'
point of the site entrance from the Frontage Road, the Frontage Road
attached walk, and the Frontage Road centerline. Flows will be conveyed
by existing curb and gutter south to the existing creek.
'
3.5.2
Sub -basin D-2
Containing 0.123 acres, D-2 conveys flows from a swale along the
'
northerly property boundary to a 3' curb opening and pan, through another
3' curb opening, around the commercial building to Water Quality
'
Capture Volume Pond A, having a volume of 163.9 cubic feet and high
water elevation of 4956.90. The pond's outlet structure releases flows to a
2' sidewalk chase, then to the curb and gutter of the Frontage Road.
'
3.5.3
Sub -basin D-3
Representing a very small section of the site, D-3 is 0.010 impervious
'
acres that directs flows to an area drain and sump pit (by others) then
to Water Capture Volume Pond A.
pumped Quality
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Flows from sub -basins D-1, 2, 3, and 8 are conveyed by the Frontage
Road curb & gutter to the existing creek, and will have combined release
rates of 0.775 cfs and 1.991 cfs for the 10- and 100-year storm events,
respectively.
3.5.4 Sub -basin D-4
Sub -basin D-4 is a very small grassy area of 0.012 acres. Stormwater will
sheet flow from north to south to the existing Church.
3.5.5 Sub -basin D-5
D-5 is the largest of the sub -basins at 0.370 acres. Bound from the north
by the existing parking lot of Lot 9, water will sheet flow around the
storage building to the curb and gutter on the north side of the entrance off
Cameron Drive. Flows are then conveyed to a concrete pan and curb and
gutter, through a curb opening, and into Water Quality Capture Volume
Pond B. Pond B has a volume of 328.8 cubic feet with a high water
elevation of 4958.95, it's outlet structure releases to a 2' sidewalk chase
conveying flows to the existing curb and gutter of Cameron Drive.
3.5.6 Sub -basin D-6
Having a pervious nominal area of 0.003 acres, water sheet flows north to
south, to the existing Church.
11
' Final Drainage Report Northern Engineering Services, Inc
Spanjer Office Building
' July 1, 2002
3.5.7 Sub -basin D-7
Also bound from the north by the parking lot of Lot 9, the 0.200 acres of
sub -basin D-7 include the east side of Cameron Drive, the attached walk
of Cameron Drive, and part of the entrance off said street. Runoff will
sheet flow to Cameron Drive, to then be conveyed by curb and gutter to
' the existing creek.
Both D-5 and D-7 release to the curb and gutter of Cameron Drive,
creating 10- and 100-year event flows of 1.076 cfs and 2.794 cfs,
respectively.
3.5.8 Sub -basin D-8
The 0.024 acres of Sub -basin D-8 are bound from the north by the parking
lot of Lot 8 and bound from the south by the curb of the Frontage Road
entrance. A small, grass -lined swale begins at the west end of the sub -
basin and continues east to a 3' curb opening. Swale calculations are
' included in the appendix of this report.
3.6 Detention
As mentioned above, the master drainage plans for this area do not require detention.
Therefore, the entire site will be released un-detained to the existing creek north of Fossil
Creek. A 60' wide drainage easement has been obtained to provide access to this existing
' drainage -way. Also, the impacts of this development do not significantly increase the
flows downstream.
IV. WATER QUALITY
4.1 Water Quality Measures and Criteria
Two on -site water quality capture volumes (WQCV) are proposed to remove sediment
' and other pollutants from developed runoff. Sub -basins D-2 and D-3 drain to WQCV
Pond A at the east side of the site, sub -basin D-5 drains to WQCV Pond B at the west end
of the site. Based on criteria for a 40-hour dry extended detention basin outlined in the
Urban Storm Drainage Criteria Manual, Volume 3 — Best Management Practices by the
Urban Drainage and Flood Control District (September 1999), the required water quality
capture volume for Ponds A and B were determined to be approximately 163.9 and 328.8
' cubic feet, respectively. These required WQCVs are achieved at an elevation of 4956.90
for Pond A and 4958.95 for Pond B. A steel orifice plate with vertical perforations will
be built into both pond outlet structures to control the water quality capture volumes.
V. EROSION CONTROL PLAN
' 5.1 Erosion Control Criteria
This site lies within the Moderate Rainfall Erodibility Zone, and the Moderate Wind
Erodibility Zone, per the City of Fort Collins zone maps. The desired effectiveness goal
' for this site was estimated to be approximately 78%. The erosion control plan presented
here is intended to control both wind and rainfall erosion. The Erosion Control
Reference Manual for Construction Sites (ECRM), City of Fort Collins, has been
referenced for this erosion control plan.
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Final Drainage Report
Spanjer Office Building
July 1, 2002
I
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Northern Engineering Services, Inc
5.2 Rainfall Erosion Control Plan
The intent of the erosion control plan for this site includes the following guidelines. As
these measures can vary depending on the time of year construction activities take place,
as well as the construction window involved, we would look to the contractor to work
closely with the City to insure the intent of the plan is generally complied with. The
proposed rainfall erosion control plan during construction will consist of temporary
structural erosion control measures. A straw -bale sediment trap will be placed north of
the 3' curb cut and concrete pan located in the entrance off the Frontage Road. A straw -
bale dike will be place just north of WQCV Pond A. Gravel Outlet Filters will be
installed at the outlets of both WQCV Ponds so the ponds can act as sediment traps
during construction. Silt fencing will be installed along the southern property boundary
and along both Cameron Drive and the Frontage Road to prevent runoff particulates and
windblown sediment from migrating off -site. It is our intent to restrict construction
vehicular traffic to Cameron Drive.
The measures proposed above will control surface erosion during the construction
process, and prevent sediment from leaving the site. These structures are to remain in
place until paving is completed and foundations and landscaping have been established.
The proposed erosion control plan after construction will consist of all open space areas
being revegetated as specified on the Landscape Plan.
D 1110WIMITiN&I
6.1 Compliance with Standards
All drainage design considerations are in accordance with the City of Fort Collins Storm
Drainage Design Criteria Manual and the Urban Drainage and Flood Control District's
Drainage Criteria Manual. The drainage system proposed within this report and the
supporting construction documents provide adequate conveyance and water quality
enhancement for the developed stormwater runoff from Spanjer Office Building.
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Final Drainage Report Northern Engineering Services, Inc
Spanjer Office Building
July 1, 2002
REFERENCES
1) Drainage Criteria Manual, Urban Drainage and Flood Control District, Wright Water
Engineers, Inc., Denver, Colorado, Updated June 2001.
2) Erosion Control Reference Manual for Construction Sites, City of Fort Collins, Colorado,
Hydrodynamics, Inc., January 1991.
3) Storm Drainage Design Criteria and Construction Standards, City of Fort Collins,
Colorado, Updated April 1999.
59
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Table 3-3
RATIOML METHOO R@tOrr Cdr{TIC,NTS iOR C010?08
I7!
2
AIALTSIS
Character Of Surface Runoff Coefficient
Streets, Parking Lots, Drivest
Asphalt.. 0.95
Concrete........
.. 0.95
Gravel ............ ........ ...... 0.50
Roofs.................
Lawns, Sandy Soil:
Flat <2{..
Average 2 to�7{..............................
0.10
Steep >7{.......
0.15
0.20
Lawns, Heavy Soil:
Flat <2{...........
Average 2 to 7{.......� �.........'
0.20
-- Steep>7{.............
.......................
0.25
. .......................
0.35
Table 3-4
RATIOIAL l9±THOD F=QUZ 7CI ADJOSIlCHT FA=MS
Store Return Period Frequency ractor
(Years) 6
2 to 10 1.00
11 to 25 1.10
26 to 50 1.20
51 to 100 1.2
Notes The product of C times C, shall not exceed 1.00
0
No Text
I
City of Fort Collins
Rainfall Intensity -Duration -Frequency Table
for using the Rational Method
(5 minutes — 30 minutes)
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DesicIn of Dry Extended Detention Basins for Water Quality
Reference: Urban Storm Drainage Criteria Manual, Volume 3 - Best Management Practices, Urban
Dramage and Flood Control District, September 1999.
Project: 5panjer Office Building
Location: Water Quality Pond A
I ) Determine the Required Water Quality Storage Volume:
1.1) Determine Basin Imperviousness:
1.2)
1.3)
Basin Parameters
Basin Area (acres)—
0. 156
Basin Imperviousness (%)=
61 .5
Irroutary Areas Imperviousness Katio (i = la/100) = 0.615
Use a 40-hour detention time for extended detention basins;
Determine the Water Quality Capture Volume (WQCV) from Figure EDB-2;
WQCV= 0.241 watershed inches
1.4) Determine the Required Storage in ac-ft;
Required Storage = (WQCV/I 2)'(Area)' 1 .2
Area = the tributary dramage area upstream of the water quality enhancement facility (ac)
Required 5torage = 0.004 ac-ft = 163.85 cu-ft
2) Design the Outlet Works:
2.1) Outlet Type: Water Quality 5tructure Built Into Wall
2.2) Determine Depth at the Outlet:
From the 5tage-5tora3e Table for Water Quality Pond, at 163.85 cu-ft;
Elevation = 4956.90 ft
Invert Elevation at Box = 4955.55
Depth at the Outlet (Dw, or H�xv, feet) = 4956.90 — 4955.55 = 1.35
2.3) From Figure ED15-3, Required Area per Row= 0.017 in'
2.4) From Figure 5:
• Use 1/8" diameter holes drilled into 144" thick steel plate
• 5pace holes at 4" O.C. vert. (4 rows high, I column wide)
Total Outlet Area, A. = 0.05 in
3) Design the Trash Rack:
3.1) From Figure 7, open area needed, A, = 0.5 ' (RATIO) ' A, = 0.5 - 75.82 ' 0.05 = 2 in
3.2) From Table 6a-I, Wca,c.= 3"
3.3) From Figure 4, W,,ATE = 9"
3.4) From Table 6a-2:
U5 Filter 5tainle55 Steel Well -Screen Trash Rack (or approved equal)
5creen #93 VEE with 0. 139" wire slot openings
# 156 VEE support rods at 3/4" on -center spacing
3/8" x 1 .O" flat bar carbon steel frame
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Desicln of Dry Extended Detention Basins for Water Quality
Reference: Urban Storm Drainage Criteria Manual, Volume 3 - Best Management Practices, Urban
Drainage and Flood Control District, September 1099.
Project: 5panjer Office Building
Location: Water Quality Pond B
1) Determine the Required Water Quality Storage Volume:
1.2)
1.3)
Determine Basin Imperviousness:
Basin Parameters
Basin Area (acres)= 0.370
Basin Imperviousness (%)= 49.5
fributary Area's Imperviousness Ratio h = la/1001 = 0.495
Use a 40-hour detention time for extended detention basins;
Determine the Water Quality Capture Volume (WQCV) from Figure EDB-2;
WQCV= 0.205 watershed inches
1 .4) Determine the Required 5tora0e in ac-ft;
Required Storage = (WQCV/I 2)'(Area)• 1 .2
Area = the tributary drainage area upstream of the water quality enhancement facility (ac)
Required Storage = 0.008 ac-ft = 328.7E cu-ft
2) Design the Outlet Works:
2.1) Outlet Type: Water Quality Structure Built Into Wall
2.2) Determine Depth at the Outlet:
From the 5tage-5torage Table for Water Quality Pond, at 328.7E cu-ft;
Elevation = 4958.95 It
Invert Elevation of Box = 4957.04
Depth at the Outlet (D . or Hwo v, feet) = 4958.95 — 4957.04 = 1.91 ft
2.3) From Figure ED13-3, Required Area per Row= 0.02 1 in'
2.4) From Figure 5:
Use 5/32" diameter holes drilled into i/4" thick steel plate
Space holes at 4" O.C. vert. (C rows high, 1 column wide)
Total Outlet Area, A. = 0. 12 in
3) Design the Trash Rack:
3.1) From Figure 7, open area needed, A, = 0.5 ' (RATIO) ' Aa = 0.5 ' 75.52 " 0. 12 = 4 in
3.2) From Table Ga-I, Wco,.= 3"
3.3) From Figure 4, W AT, = 9"
3.4) From Table Ga-2:
U5 Filter 5tamles5 Steel Well-5creen Trash Rack (or approved equal)
5creen #93 VEE with 0. 139" wire slot openings
# 156 VEE support rods at 3/4" on -center spacing
3/8" x 1 .0" flat bar carbon steel frame
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Water Quality Pond Volume Calculations
Pond volume calculated using the prismoidal formuL
b (A1+A2+ A1xA2)Depth
3
Pond A
Area
Within
Contour
Contour
Contour
Change in
Elevation
Elevation
Interval
Depth
Storage
Storage
(ft)
(sq. ft)
(ft)
(ft)
(acre-ft)
(acre-ft)
4955.55
0.00
0.0
0.000
0.45
11.647
4956.00
1 77.65
1
0.4
11.647
1
167.422
1
4957.00 1
277.76
1
1.4
179.069
Required Water Quality Capture Volume = 163.85 cu-ft
WQCV Water Surface Elevation = 4956.90 ft*
Pond B
Area
Within
Contour
Contour
Contour
Change in
Elevation
Elevation
Interval
Depth
Storage
Storage
(ft)
(sq. ft)
(ft)
(ft)
(acre-ft)
(acre-ft)
4957.04
0.00
0.0
0.000
0.96
68.449
4958.00
1 213.90
1.0
1 68.449
1
275.041
4959.00 1
341.10
2.0
1 343.490
Required Water Quality Capture Volume = 328.76 cu-ft
WQCV Water Surface Elevation = 4958.95 ft*
* numbers marked with an asterisk have been Interpolated from computed values
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STRUCTURAL BEST MANAGEMENT PRACTICES DRAINAGE CRITERIA MANUAL (V. 3)
WQGV'Q*(0-910-1.19I,-0.-18L)
0.45--....----.....------- -
0.40 ---
n 0.35 Y4a
m
i 0.30 — 6-hr drain lirne a - 0.7 _
v 12-hr drain lime a = 0.9 7a0 -
.e 24-hr drain lime a e 0.9
C 0.25 — 40-hr drain time a -1.0
0.20
0.15 -
----
0.10
— --- -
0.05 le
00
0.00
S-42
Drain Time
Delenrion and Porous
Landscape Dolenlion
12-hour Dmin 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 e 1 .,1100)
FIGURE EDB•2
Water Quality Capture Volume (WQCV), Bllla Percentile Runoff Event
9-1.99
Urban Drainage and Flood Control DisWd
DRAINAGE CRITERIA MANUAL (V.3)
10
s.�
4!
2.
' 0.6
0.4
0.2
' 0.1
' 0.0
' 0.0
0.02
0.01
0
STRUCTURAL BEST MANAGEMENT PRACTICES
MOEN
i q_.
no
'j
VAA
601 A
I
FF
W, EXAMPLE: DWO = 4.6 It I
EMtZA900
0
#
WMAJIN
WCCV = 2.1 acre-foot
Row 1.75 In.
j FJOA.
FA
i
40
In which,
9�
MAN
M
®r
0. 0 .0.60 1.0 2.0 4.0 6.0
Required Area per Row,a (in? )
FIGURE EDB-3
Water Quality Outlet Sizing:
Dry Extended Detention Basin With a 40-Hour Drain Time of the Capture Volume
I-1-99
Jrban Drainage and Flood Control District S-43
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Orifice Plate Perforation Sizing
Circular Perforation Sizing
Chart may be applied to orifice plate or vertical pipe outlet.
Hole Die
(in) •
Hole Die
(in)
Min. %
(in)
Area per Row (sq in)
n=1
n=2
I 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
0.61
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
0.875
3
0.60
1.90
1.80
15 16
0.938
3
0.69
1.38
2.07
1
1.000
4
0.79
1.57
2.36
1 1 16
1.063
4
0.89
1.77
2.66
1 1 e
1.125
4
0.99
1.99
2.98
1 3 16
1.188
4
1.11
2.22
3.32
1 1 4
1.250
4
1.23
2.45
1 3.68
1 5 16
1.313
4
1.35
2.71
1 4.06
1 3 8
1.375
4
1.48
2.97
4.45
1 7 16
1.438
4
1.62
3.25
4.87
1 1 2
1.500
4
1.77
3.53
5.30
1 9 16
1.563
4
1.92
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
7.22
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/i6 '
3/e
• 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
Rectangular Width (inches) = Required Area per Row (sq in)
2"
Urban Drainage and
Flood Control District
Drainage Criteria Manual (V.3)
Re: Det.h.dng
Rectangular
Hole Width
Min. Steel
Thickness
5"
1 4
6"
1 4
7"
5/32 "
8"
5/16 "
9"
11/32 "
loll
3/8 "
>10"
1/2 „
Figure 5
WQCV Outlet Orifice
PerforationSizing
I
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 Channel
Formed Into Concrete. We,
See Figures 6—a, 6—bA F A—"7
Stainless Steel Bolts
or Intermittant Welds,
See Figures 6—a, 6—b
H
Varies 2'-0"
to 6'-0*
B
2'-4•
(minimum)
� I
A
WQCV Trash Racks: Elevation
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 crea/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 Figure 6
Flood Control District
Suggested WQCV Outlet Standardized
Drainage Criteria Manual (V.3) Trash Rack Design
No Text
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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 O emn o�<. Per Column of Holes as a Function of Water Depth H
of Circular
Opening
(inches)
H=2.0'
H=3.0'
H=4.0'
H=5.0'
H=6.0'
Maximum
Number of
Columns
< 0.25
3 in.
3 in.
3 in.
3 in.
3 in.
14
< 0.50
3 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.
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 n.
18 in.
18 m.
18 in.
2
< 1.75
18 in.
21 in.
21 in.
24 in.
24 in.
1
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'
/; k1.0"flat bar
18"
0.139
TE .074x.50"
1"
0.655
'/4"x 1.0 angle
24"
0.139
TE.074"x.75"
1"
1.03"
1.0"x 1Y2'an le
27"
0.139
TE.074"x.75"
1"
1.03"
1.0"x 1'/,"an le
30"
0.139
7E.074"A.0"
1"
1.155"
1'/4`kIVY'an le
36
0.139
T0
"
1.155"
1'/4`k1Yn"an le
42
U
0.139
TE .105"xl.0'
1"
1.155"
1 '/4`k 1 Y2"angle
S Ftlter, at. Paul, Minnesota, USA
DESIGN EXAMPLF:
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 x 1.0" welded
carbon steel frame.
Table 6a
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Orifice Perforation Details
A--QF--]
Structural Steel Channel
Formed Into Concrete, To
Span Width Of Structure.
See Figures 6-o, 6-b
of o_lo
O
01 0 100
4'
B
WPlote = Wcona. + 6 inches (minimum)
(see below)
HT
Permanent
Water Surface
Circular Openings: Wcanc.Obtained From Table 6a-1
' Rectangular Openings: Wcanc. = (Width of Rectangular Perforation W) + 12"
Rectangular Openings: Wopening (see Figure 6-b) Obtained From Table 6b-1
Sc, see Sa, see
t figure 5 Figure 5 W
0 0 0 0 0 0 0 0 0R
o
O
O O O 000 0 0 0 0 000O 000o0 0 0 000
' 0 0 0 ff.000
0 0 0 0 0 0 0 o o
0 0 O 0 O O 0 0 0 0 0 o
' Example Perforation Patterns
I
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 an area per row closest to that required without exceeding it.
Urban Drainage and
Flood Control District
Drainage Criteria Manual (M)
nle: aet.RsA.g
Figure 4
Orifice Details for
Draining WQCV
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-----------------------------------------------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
' DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
------------------------------------------------------------------------------
tSER:Northern Engineering Services -Ft Collins Colorado .......................
N DATE 01-25-1999 AT TIME 11:40:51
** PROJECT TITLE: CAMERON LOT 7
*** CURB OPENING INLET HYDRAULICS AND SIZING:
' INLET ID NUMBER: 5
1_]
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INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)=
HEIGHT OF CURB OPENING (in)=
INCLINED THROAT ANGLE (degree)=
LATERAL WIDTH OF DEPRESSION (ft)=
SUMP DEPTH (ft)=
Note: The sump depth is additional
STREET GEOMETRIES:
STREET LONGITUDINAL
STREET CROSS SLOPE
STREET MANNING N
GUTTER DEPRESSION
GUTTER WIDTH
2.00
6.00
0.00
2.00
0.23
depth to flow depth.
SLOPE (.) =
1.00
(.) =
2.00
=
0.016
(inch)=
1.00
(ft) =
1.00
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET
(ft) =
9.03
GUTTER FLOW DEPTH
(ft) =
0.26
FLOW VELOCITY ON STREET
(fps)=
2.49
FLOW CROSS SECTION AREA
(sq ft)=
0.89
GRATE CLOGGING FACTOR
(s)=
50.00
CURB OPENNING CLOGGING
FACTOR(.)=
20.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (CfS)= 4.47
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 2.20
FLOW INTERCEPTED (cfs)= 2.20
CARRY-OVER FLOW (CfS)= 0.00
BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 2.20
FLOW INTERCEPTED .(CfS)= 2.20
CARRY-OVER FLOW (cfs)= 0.00
I
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'
RESIDENTIAL W/ 6" VERTICAL- 100 YEAR
'
Worksheet for Irregular Channel
Project Description
'
Project File
c:\drainage\haestadlfmw\street c.fm2
Worksheet
RESIDENTIAL LOCAL W/ 6" VERTICAL
Flow Element
Irregular Channel
'
Method
Manning's Formula
Solve For
Discharge
1
Input Data
Channel Slope
0.004000 ft/ft
'
Water Surface Elevation 100.50 ft
Elevation range: 99.57 ft to 100.50 ft.
Station (ft)
Elevation (ft) Start Station End Station
Roughness
'
0.00
100.50 0.00 15.50
0.016
0.00
100.00 15.50 21.00
0.035
13.00
99.74 21.00 25.50
0.016
'
15.00
99.57 25.50 37.00
0.035
15.00
100.07
15.50
100.07
'
21.00
100.18
25.50
100.27
37.00
100.50
Results
Wtd. Mannings Coefficient 0.025
'
Discharge
28.93 cfs
Flow Area
14.72 ft'
Wetted Perimeter
38.01 ft
'
Top Width
37.00 ft
Height
0.93 ft
Critical Depth
100.33 ft
'
Critical Slope
0.010940 ft/ft
Velocity
1.97 fus
Velocity Head
0.06 ft
'
Specific Energy
100.56 ft
Froude Number
0.55
'
Flow is subcritical.
01/25/99 FlowMaster v5.13
04:39:57 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
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RAINFALL PERFORMANCE STANDARD EVALUATION
5TANDARD FORM A
PROJECT: 5panjer Office Building MAJOR BASIN: All Areas
CALCULATED BY: KJW TOTAL BA51N AREA (Ab) : 0.807 acres
DATE: December 21, 2001
DEVELOPED
5UB-BASIN
-ERODIBIL11Y
ZONE
Aeb
(acres)
Lsb
(ft).
{46 x 4y'
51b
(`%) ..
A; x 5,6';
Lb
.5y
P5
DI
MODERATE
0.066
114.8
7.6
3.43
0.23
D2
MODERATE
0.150
173.8
26.1
3.51
0,53
D3
MODERATE
0.006
35.5
0.2
5.92
0.03
D4
MODERATE
0.012
25.6
0.3
3.00
0.04
D5
MODERATE
0.370
211.2
78.2
3.96
1.47
DG
MODERATE
0.003
1 4.7
1 0.0
1 10.00
0.03
D7
MODERATE
0.200
1 142.8
1 28.5
9.53
1.90
TOTAL
.: `
0.807
1,
141.0 '
, :
4.22 .
175,
.5.23
77.5
I(Lb X Lb _ /
Lb A
b
PS (during construction) = 77.5 (From Table 5.1)
PS (after construction) = 91.2
_ (Ssb X Lb
Sb A
6
1
1
1
1
EFFECTIVENE55 CALCULATIONS
STANnAzn FnenA R
PROJECT: Span)er Office Building MAJOR BASIN: All Areas
CALCULATED BY: K1W TOTAL BASIN AREA (Ab) : 0.807 acres
DATE: December 21. 2001 CONSTRUCTION PROCESS: Dunn
. ..":'.
C-FACTOR
P-FACTOR..
.' EROSION CONTROL METHOD
VALUE
VALUE .'--,.COMMENT-
-
Sediment Basin /Trap
1.00
0.50
at north curb opening of Fronta a Rd entrance
Straw Bale Barrier
1.00
0.80
on north side of WOCV Pond A
Gravel Inlet Filter
1.00
0.80
not aPplicable
Asphalt / Concrete Pavement
0.01
1.00
all roads, Parking lots, walks, etc.
Erosion Control Mats / Blankets
0.10
1.00
not applicable
Silt Fence Barrier
1.00
0.50
alonq Property boundary
Temporary Vegetation / Cover CroFs
0.45
I AO
not a Iic—ble
Sod Grass
0.01
I .00
not a livable
May or Straw Dry Mulch
(From Table 5.2)
0.17
1.00 1
not applicable
-:MAJOR
PS
AREA..
,•
�CALCULATIONS'
BASIN.—
.. (%) .. �
.SUB-BA51N•
�.� .(acres)
.
PLAN INTENT: see Sheet 4 of 8 entitled 'Grading'EErosion Control
All Areas
77.5
0.807
Plan' from the set: Utility Plans for Spa�er Qffic& Buildine
Roads:
Impervious
0.425
Walks: all pervious areas have been grouped together
Parking:
Pervious
0.382
Dry Mulch: not applicable
Sod Grass:
C„ , = 0.01
Pe = 0.20
EFF = 99.97.
aV.Vio � 11.070, tnererore. the during construction erosion control measures ARE effective
EQUATIONS:
C...r— Ab P1e=PIXP=xPI... EFF=[I—(CxP)]xIO0
'
1
1
t
1
1
1
1
1
1
1
EFFECTIVENESS CALCULATION5
STANDARD FORM B
PROJECT: Spanjer Office Building MAJOR BASIN: All Areas
CALCULATED BY: KJW TOTAL BASIN AREA (A,) : 0.807 acres
DATE: December 21, 2001 CONSTRUCTION PROCESS: After
C-FACTOR
P-FACTOR
",ERO51014 CONTROL METHOD
VALUE -.:
VALUE .
COMMENT
Asphalt/ Concrete Pavement
0.01
1.00
all roads, parkinq lots, walks, etc.
Established Native Grasses (Figure 5.1)
0.34
1.00
not applicable
Sod Grass
0.01
1.00
all on -site landscapinzj
MAJOR.
P5
-.-.
.AREA
- BA51N.
(t)
5UB-BA5IN
'(acres)
CALCULATIONS '.�.
PLAN INTENT: see Sheet 4 of 8 entitled 'Grading 6 Erosion Control
All Areas
91.2
0.807
Plan' from the set: Utility Plans for 5pa�er Office
Buddma
Roads:
Impervious
0.425
Walks: all pervious areas have been grouped together
. Parlang:
Pervious
0.382
Native Grass: none
Sod Grass: on -site landscaping
Cut = 0.01
P , = 1.00
EFF = 99.0%
therefore, the after construction erosion control measures ARE effective
' EQUATIONS:
�(A xC� �
A P..=P, xP2 xP,... EFF=[1—(CxP)x100]
1 6
1
1
1
1
1
(b
20
o
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70
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COLLEGE AVENI
J�
L _ _ _ _ _
i
i
I - GE ROAD m _ T + t
- A
mN�NC MIIDA s. FRONTAGE _
I -1FOF VIIIM1 495�6 MIL11T -0.i5e Das-�j 15.50, _ - -__- -(� ' _ _ _-�,___T ______ ____ _____aim
------ - IFNI
_ - - _ - _ _
x 11 .. - RID Dun orcx9'm¢"'"E
F-- FIRM L 9R N�E D NL
ANT ' � ' :
I. ORB .+ m cew a .� �Twn rwuxEm _ i a
,J 3
DREW xC sN •�Ww
'�1^'•_'••-/'��� s' UOLm u3UAExM1-+ 3' cola 3 D9 `
S/ ell mxc I Li DREwM SYNP IF PNMP I
a + 01O
UTILITY FASEMCUTILITY To MV SO 0
L_ (m OVHal
RI
a I `
C l
.QN / A.
NIDS a_� l
Coll
/ 3 C90sE 1,
BRANIFF
/ I
A &o,,
H-2 I�oil
-
Dv a I -
I I III
NOVI
Dmz O
�I I
i
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e 1 y
0.12 R -
wOcv POND 6
lQL. 32e0 Cu-Fy
895/
m
A.. O.00J
G
/ 3013
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♦ A REE NEX 6 WIFO
♦ IW W00 SEE CCOJ SML6 m
IF
♦ IF
EWA
20 o 20 0 Eo FBI
IN FEET)
1 MIFF - 70 .:.
DEVELOPED RUNOFF TABLE
CALL UTILITY NOTIFICATION
CENTER OFFCOOLORADOO
1-800-022'=7
OR Cq4-B%W
IOENATIR
CALL 2 BUSINESS M+5 IN ADVANCE
amRE YOU DO. wtt. ON EXCAVATE
OR THE MMENEEIIR UNUIECERGROuxD
rI0>1
bIr
9Ase
QUID
(ON
ovo
PO
on
ovIR1AmN
ANSI
Ooul
1
Di
0.066
0.3
OJ
091
TO FRDNTACE ROW
1
D1. 02, D3
0.222
0.8
19
079
TO FACNIAGE BOW
2
Dz
0.123
0.4
1.1
0.71
To FBI POND AN FRENNI ROAD
2
D2. D3
OASIS
0.5
1.2
0.23
TO WCCV BONG A. ITHONTAGE ROAD
3
W
0010
0.05
0.1
0.95
SUMP PUMP TO WOF POND A
4
D4
0.012
0.01
E02
0.15
OrPSITE
5
D5
0.370
0.7
19
0.54
TO WOLY Po 0. CONTAINER IXthE
6
D6
0.003
0.00
0.01
0.15
OBI
7
W
M200
0.4
1.0
0.49
TO CAMETR N DRIVE
W D]
090
1.1
2.8
0.52
W CAMERON DMUE
e
OR
6.024
O92
O.W
.015
TO WOCV RIND AF FRONTAGE ROW
H-1
0.12
DA1
0.24
0.20
HISTORIC
H-z
0.33
6.25
0.52
0.20
HISTORIC
60 DRNWGE MOMENT-7
SEE SHEET 10/10 OFFSITE DRAINAGE PLAN
FOR FOSSIL CREEK OFFICE PARK EAST
by Stewart 8 Assoclates
PLAN *03 1677
(
EXISRUG GI sw.vE 9 17X E q
I
C0N8TRUCTI0N SEQUENCE
SEQUENCE fM 2002 CONPLETO BY UJD W1E: AM 3002
IMF
W1M
w9E
N OE< Nrz9 UPRNUC
ON
WERCOT GRADING
WOMEN
p.wRRa.
fi
[STINCEM ��..
CM�IAYL
_OF
mmm
4GUO
= D'S'
SUR
KNOWN,
WO POND SLINIFIARY TABLE
PCYO
CFYR
V!
1mOePM
O
PROOFV
rEG11R®
tlIY
WOCV POND A
163.9 CU-
4956.90
1.25 CBS
49
.55
WOCV POND B
132&8 OUl,FTI
4956.95
199 C
49
.04
III
III
u
1W�WY
� mNr Nx.
�MMA
SUFFER,
KID
E-
DECrt6 FARM
G-
SUFF ;
ARB IN Aoo
Qcan
rem
e
SRAE SECTKIx
rv4ft
FORT GOWNS/LDVELAND WATER DISTRICT
SOUTH FORT COLLINS SANITATION DISTRICT
UTILITY PLAN APPROVAL
m
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
VR01D:
rt1l���
CHECKED Bt:-TaTe-r,r
r
CHECKED BI:��
r
CHECKED BYE
No DRUM CHECKED
CHECKED BY
8Mt