HomeMy WebLinkAboutDrainage Reports - 05/25/2001Final AP v�ci R� Ort
PROPMTY of afe �5 of
PRT COLLII:tS UTMITM
nal Drainage and Erosion Study
National Healthcare
Associates Inc.
NHA @Fort Collins
Assisted Living Facility
Fort Collins, Colorado
April 20, 2001
SEAR BROWN
' W-SE�AR. BROWN
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Mr. Basil Hamdan
City of Fort Collins
Water Utilities--Stormwater
700 Wood Street
Fort Collins, Colorado 80521
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ARCHITECTURE
209 South Meldrum
ENGINEERING
Fort Collins, CO 80521-2603
PLANNING
970A82.5922 phone
CONSTRUCTION
970.482.6368 fax
www.searbrownxom
April 20, 2001
RE: Final Drainage and Erosion Control Study for the National Healthcare Associates Inc.,
NHA @ Fort Collins, Assisted Living Facility.
Dear Basil:
We are pleased to submit to you, for your review and approval, this Final Drainage and
Erosion Control Study for National Healthcare Associates Inc., NHA @ Fort Collins, Assisted
Living Facility. All computations within this report have been completed in compliance with
the City of Fort Collins Storm Drainage Design Criteria.
r
We appreciate your time and consideration in reviewing this submittal. Please call if you have
any questions.
Respectfully,
Sear -Brown
cc: File 922-002 (A)
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APPENDICIES
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TABLE OF CONTENTS
DESCRIPTION PAGE
I.
GENERAL LOCATION AND DESCRIPTION
5
A. Location
5
B. Description of Property
5
II.
DRAINAGE BASINS
5
A. Major Basin Description
6
B. Sub -basin Description
6
III.
DRAINAGE DESIGN CRITERIA
6
A. Regulations
6
B. Development Criteria Reference and Constraints
6
C. Hydrologic Criteria
7
D. Hydraulic Criteria
7
E. Variances from Criteria
7
IV.
DRAINAGE FACILITY DESIGN
7
A. General Concept
7
B. Specific Details
7
V.
STORMWATER QUALITY
10
A. General Concept
10
B. Specific Details
10
VI.
EROSION CONTROL
10
A. General Concept
10
B. Specific Details
11
VII.
CONCLUSIONS
11
A. Compliance with Standards
11
B. Drainage Concept
11
C. Stormwater Quality Concept
12
D. Erosion Control Concept
12
VIII. REFERENCES
13
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VICINITY MAP A
RATIONAL METHOD HYDROLOGY B
EXISTING OUTFALL DITCH CAPACITY/100-YEAR WSEL ANALYSIS C
STORM DRAINS, INLETS AND EROSION CONTROL DESIGN D
RIPRAP DESIGN E
POND VOLUME F
WATER QUALITY CAPTURE VOLUME AND OUTLET STRUCTURE DESIGN G
TABLES AND FIGURES H
DRAINAGE AND EROSION CONTROL PLAN DRAWINGS AND DETAILS 1
iv
' FINAL DRAINAGE AND EROSION CONTROL STUDY
NATIONAL HEALTHCARE ASSOCIATES INC.
' NHA @ FORT COLLINS, ASSISTED LIVING FACILITY
FORT COLLINS, COLORADO
GENERAL LOCATION AND DESCRIPTION
A. Location
The National Healthcare Associates Inc., NHA @ For Collins, Assisted Living
Facility lies within a well developed area of Fort Collins known as the "Harmony
' Corridor" and is bordered to the north by a mid -priced hotel, to the south by an office
building, to the east by undeveloped land, and to the west by Wheaton Drive, with
an office building beyond.
' The site location can also be described as situated in the southeast quadrant of
Oakridge Drive and Wheaton Drive, more specifically a 3.02 -t acre site, (see
vicinity map Appendix A).
' B. Description of Property
The proposed NHA @ Fort Collins development is being proposed as an assisted
living development within the City of Fort Collins Zoning. The property consists of
approximately 3.02 acres of land, of which is currently fallow farmland.
The topography generally slopes northwest to southeast towards the existing drainage
ditch drainageway at approximately 1.0 — 2.0 percent. The existing drainage ditch
from west to east along the southern edge of the project boundary.
H. DRAINAGE BASINS
1 A. Major Basin Description
I
The NHA @ Fort Collins development lies within McClellands Basin. The existing
drainage ditch flows in a generally southern direction, and runs from west to east
along the southern edge of the project boundary. The existing drainage ditch flows
to the McClellands Basin Drainageway which eventually drains into the Fossil Creek
Reservoir Inlet Ditch, which transmits water to the Fossil Creek Reservoir.
E
B. Sub -basin Description
' The area encompassed by the proposed NHA @ Fort Collins development has been
divided into 6 sub -basins for Rational Method calculations. Runoff is routed to an
on -site detention pond (Pond A). Pond A will be located 50 feet north of the existing
drainage ditch. These on -site basins are proposed to be developed with the assisted
living development and parking lot improvements. These sub -basins are shown on
the Drainage and Erosion Control Plan in the back pocket of this report.
III. DRAINAGE DESIGN CRITERIA
' A. Regulations
The City of Fort Collins Storm Drainage Design Criteria is being used for the subject
site.
B. Development Criteria Reference and Constraints
The criteria and constraints from the McClellands Basin 100-year Master Plan and
' subsequent update dated April 1, 1996 are being utilized in this Final Drainage
Study. With this development, on site detention will be provided and flows will be
released into the McClellands Basin Drainageway at the rates defined by the Master
Plan (0.20 cfs/acre for the 10-year event and 0.50 cfs/acre for the 100-year event).
C. Hydrologic Criteria
' The Rational Method for determining surface runoff was used for the project site.
The 10-year and 100-year storm event intensities, provided by the City of Fort
' Collins, were used in calculating runoff values. Pond sizing was done using the FAA
pond sizing method. These calculations and criteria are included in Appendix C of
this report.
D. Hydraulic Criteria
All hydraulic calculations within this report have been prepared in accordance with
the City of Fort Collins Drainage Criteria and are also included in the Appendix.
E. Variance
No variances are being requested for the NHA @ Fort Collins site.
' 6
IV. DRAINAGE FACILITY DESIGN
' A. General Concept
The majority of on -site runoff produced by the proposed NHA @ Fort Collins
' development will flow south through a series of area inlets and storm drains located
under the proposed parking areas to detention facilities located on the southern
border of the site. The outflow from the detention pond is then routed via a 12" High
' Density Poly -Ethylene (HDPE) Pipe to an existing drainage ditch to eventually arrive
at the McClelland's Basin Drainageway.
The proposed drainage and erosion control plan is included in the back pocket of this
report.
B. Specific Details
The NHA @ Fort Collins has been broken down into ten sub -basins. Sub -basins
'
include 9 onsite basins and 1 onsite detention pond sub -basin.
SUB -BASIN 1
'
Sub -basin 1 (Q100 = 2.49 cfs) will be conveyed towards area inlet ST-A1B, a low
point located in the middle of sub -basin 1.
SUB -BASIN 2
Sub -basin 2 (Q,00 = 1.99 cfs) will be conveyed towards area inlet ST-AlA, a low
point located in the middle of sub -basin 2.
SUB -BASIN 3
Sub -basin 3 (Q,,,o = 0.34 cfs) will be release undetained into Wheaton Drive where
it will flow south to a type `R' inlet downstream.
SUB -BASIN 4
Sub -basin 4 (Q,00 = 4.21 cfs) will be conveyed towards area inlet ST-A2A, a low
point located at the downstream end of sub -basin 4.
'
SUB -BASIN 5
Sub -basin 5 (Q . = 0.70 cfs) will sheet flow across the parking area then be
conveyed via curb and gutter towards a 2' curb cut located at the low point of sub -
basin 5. These flows then enter the detention pond.
SUB -BASIN 6
Sub -basin 6 (Q,00 = 3.48 cfs) will sheet flow across the parking area then be
conveyed via curb and gutter towards a 2' curb cut located at the low point of sub -
basin 6. These flows then enter the detention pond.
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SUB -BASIN 7
Sub -basin 7 (Q,. = 2.46 cfs) will be conveyed towards area inlet ST-A1C, a low
point located in the middle of sub -basin 1.
' SUB -BASIN 8
Sub -basin 8 (Q100 = 0.70 cfs) will sheet flow across the parking area then be
conveyed via curb and gutter towards a 5' Type `R' Inlet (ST-A1D) located at the
low point of sub -basin 8.
SUB -BASIN 9 (DETENTION POND)
' Sub -basin 9 is the onsite detention facility. The outlet structure will be a staged
outlet works with orifice plates for Water Quality Capture Volume (WQCV), 10-year
and 100-year events. WQCV flows will release over a period of approximately 40
hours. Design release rates will be approximately 0.60 cfs for the 10-year event and
1.51 cfs for the 100-year event per McClellands Master Plan historic flows of 0.50
cfs/acre for the 100-year event and 0.20 cfs/acre for the 10-year event. Due to
' undetained flows in sub -basin 3 and undeveloped flows in sub -basin 10, the design
release rate from the pond shall be 0.39 cfs for the 10-year event and 0.96 cfs for the
100-year event.
These events will be conveyed via 35 L.F. of 12" HDPE pipe to the existing drainage
ditch located on the south end of the site.
SUB -BASIN 10
Sub -basin 10 will remain unchanged, this sub -basin (Q,00 = 1.03 cfs) will release
' flows directly into the drainage ditch just as historically occurs. No development or
significant changes in grading will occur in this sub -basin.
'
SUB -BASIN 11
Sub -basin 11 (Q,00 = 1.59 cfs) will sheet flow across the parking area then be
conveyed via curb and gutter towards a 2' curb cut located at the low point of sub -
basin 11. These flows then enter the detention pond.
AREA INLET ST-A1A
'
Runoff from sub -basin 2 peaks at a 100-year design flow of approximately 1.99 cfs.
This flow is accepted into area inlet ST-AlA.
'
AREA INLET ST-A1B
Runoff from sub -basin 1 peaks at a 100-year design flow of approximately 2.49 cfs.
This flow is accepted into area inlet ST-A1B.
AREA INLET ST-A1C
'
Runoff from sub -basin 7 peaks at a 100-year design flow of approximately 2.46 cfs.
This discharge is accepted into area inlet ST-AIC.
8
TYPE `R' INLET ST-AID
' Runoff from sub -basin 8 peaks at a 100-year design flow of approximately 0.70 cfs.
This discharge is accepted into type `R' inlet ST-AID.
AREA INLET ST-A2A
Runoff from sub -basin 4 peaks at a 100-year design flow of approximately 4.21 cfs.
This flow is accepted into area inlet ST-A2A.
STORM DRAIN Al (See Appendix D for Schematic and Flow Calculations)
Storm Drain Al begins upstream at area inlet ST-AIA. ST-AlA flows are
conveyed via 66.45 Lineal Feet (L.F.) of 15" HDPE pipe downstream to ST-A1B.
ST-A1B flows plus flows from ST-AlA are conveyed via 96.81 L.F. of 15" HDPE
pipe downstream to ST-A1C. ST-A1C flows plus flows from ST-A113 are conveyed
via 199.99 L.F. of 15" HDPE pipe downstream to ST-AID. These flows then outlet
at the northwest comer of the onsite detention pond via 33.41 L.F. of 15" HDPE.
' • STORM DRAIN A2 (See Appendix D for Schematic and Flow Calculations)
Storm Drain A2 begins upstream at area inlets ST-A2A. ST-A2A flows are
conveyed via 113.79 L.F. of 15" HDPE pipe downstream to outlet into the northeast
' corner of the detention pond.
V. STORMWATER QUALITY
A. General Concept
The water quality of stormwater runoff must be addressed on all final design utility
plans. NHA @ Fort Collins is anticipating construction beginning in Winter 2001.
' Therefore, for this project, we have sought to find various Best Management
Practices for the treatment of stormwater runoff. NHA @ Fort Collins will be
providing grass swales, a detention pond with WQCV and various inlet filters during
construction. These water quality features will provide a mechanism for pollutants
to settle out of the stormwater runoff before flows are directed to the McClellands
Basin.
' VI. EROSION CONTROL
A. General Concept
This development lies within the Moderate Rainfall Erodibility Zone and the
Moderate Wind Erodibility Zone per the City of Fort Collins zone maps. There
should be minimal to no erosion problems after completion of the NHA @ Fort
Collins improvements.
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The Erosion Control Performance Standard (PS) during construction for this project
was computed to be 76.0 per the criteria in the City of Fort Collins Erosion Control
Reference Manual for Construction Sites. The Effectiveness (EFF) of the proposed
erosion control plan was calculated to be 95.20, therefore, the erosion control plan
below meets the City of Fort Collins requirements. A copy of the calculations has
been included in Appendix G. An erosion control escrow cost estimate of $11,981
is also included in the Erosion Control section of Appendix D.
B. Specific Details
All disturbed areas not in a roadway or greenbelt area shall have temporary
vegetation seed applied within 30 days of initial disturbance. After seeding, a hay
or straw mulch shall be applied over the seed at a rate of 1.5 tons/acre minimum, and
the mulch shall be adequately anchored, tacked, or crimped into the soil. Those
roads that are to be paved as part of the NHA @ Fort Collins project must have a I -
inch layer of gravel mulch applied at a rate of at least 135 tons/acre immediately after
overlot grading is completed. The pavement structure shall be applied within 30 days
after the utilities have been installed.
If the disturbed areas will not be built on within one growing season, a permanent
seed shall be applied. After seeding, a hay or straw mulch shall be applied over the
seed at a minimum rate of 1.5 tons/acre, and the mulch shall be adequately anchored,
tacked or crimped into the soil. In the event a portion of the roadway pavement
surface and utilities will not be constructed for an extended period of time after
overlot grading, a temporary vegetation seed and mulch shall also be applied to the
roadway areas as discussed above.
All construction activities must also comply with the State of Colorado permitting
process for Stormwater Discharges Associated with Construction Activity. A
Colorado Department of Health NPDES permit has been obtained such that
construction grading cancontinue within this development.
' VII. CONCLUSIONS
' A. 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.
B. Drainage Concept
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The proposed drainage concepts presented in this report and on the construction plans
adequately provide for the transmission of developed on -site runoff to the existing
and proposed drainage facilities at the eastern property line of the subject site. The
combination of onsite street capacities in the curb and gutter and the onsite storm
drain system will provide for the 10-year and the 100-year developed flows to reach
the future detention pond at the south edge of this site. The 100-year runoff
generated by development of this site will be carried from the detention pond to a
staged outlet works which releases 10-yr and 100-yr historic flows to a 12" HDPE
pipe which then releases to the existing drainage ditch.
If, at the time of construction for some unforeseen reason, groundwater is
' encountered, a Colorado Department of Health Construction Dewatering Permit
would be required.
'
C. Stormwater Quality Concept
The proposed design has addressed the water quality aspect of stormwater runoff.
'
Grass -lined pond with WQCV will provide an opportunity for stormwater pollutants
to filter out of the stormwater runoff before the runoff enters the McClellands Basin
drainageway.
'
D. Erosion Control Concept
' The proposed erosion control concepts adequately provide for the control of wind
and rainfall erosion from NHA @ Fort Collins. Through the construction of the
' proposed erosion control concepts, the City of Fort Collins performance standard
shall be met. The proposed erosion control concepts presented in this report and
shown on the erosion control plan are in compliance with the City of Fort Collins
Erosion Control Criteria.
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VIII. REFERENCES
1. Storm Drainage Design Criteria and Construction Standards by the City of Fort
Collins, Colorado, May 1984, interim revision January 1997.
2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins,
Colorado, January 1991.
3. McClellands Basin Master Drainage Plan, by Greenhorne and O'Mara, Inc., June 1986.
4. McClellands Basin 100-Year Master Plan Update (County Road 9 to Fairway Estates)
for Proposed Modifications to the Oakridge Village Regional Detention Pond, April
1996.
5. Floodplain Modeling Report, McClelland's Channel by The Sear -Brown Group, Fort
Collins, Colorado, February 14, 2000.
12
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APPENDIX A
VICINITY MAP
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APPENDIX B
RATIONAL METHOD HYDROLOGY
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APPENDIX C
1
EXISTING OUTFALL DITCH
CAPACITY/ 100-YEAR WSEL ANALYSIS
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Mar 03 00 04:45p
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EXHIBIT A
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Gp'Rp 8311 Carder
' Littleton, CO 80125
(303) 791-1600
(303) 791-1710 Fax
r , (800) 285-2902 (Colorado Only)
F'
AQOG'C� www.carderroncrett.com
r(An Employee r
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3540 =aet Lao Yeeao 5t.
Colorado 5princi , CO 50931
(719) 392-0030
(719) 392-3502 Fax
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Date Page
i ;
_ U N. ��I
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..._
a--
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Circular Non -Reinforced Concrete Pipe Circular Reinforced Concrete Pipe
Elliptical Reinforced Concrete Pipe Precast Reinforced Concrete Box 5ectiono
Precast Inleto Stormceptore
Bvy bury never look back.
'McCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS - AUGUST 8, 2000
ADOPTED 100-YEAR EVENT FILE: MMC2-100.DAT SEAR -BROWN.
1
-EAK
OF
DETENSION ***
FLOWS, STAGES
AND STORAGES GUTTERS
AND DAMS
CONVEYANCE
PEAK
STAGE
STORAGE
TIME
'
ELEMENT
(CFS)
(FT)
(AC -FT)
(HR/MIN)
2
273.0
.1
61.4
2 24.
4
196.4
3.5
1 1.
6
173.7
3.5
0 37.
'
7
35.4
.6
0 36.
8
190.4
2.0
1 7.
9
738.3
3.1
0 41.
11
.0
.7
0 36.
12
68
68.0
.8
0 36.
'
13
95.3
.9
0 36.
14
7.9
.4
0 36.
16
51.4
.6
0 35.
20
218.8
3.6
0 36.
'
21
31.2
.6
0 41.
Ny
22
214.1
3.3
0 37.
25
1.5
.5
1 10.
'
26
27
102.1
101.6
4.6
.1
2.5
0 56.
0 51.
28
35.0
.7
0 37.
29
18.2
.5
0 40.
30
15.5
.5
0 36.
31
70.0
3.2
2 1.
'
32
.0
.0
0 0.
33
41.5
.7
0 36.
34
1.9
.1
.9
2 1.
'
36
38
23.6
98.8
1.5
2.6
0 35.
0 59.
39
76.7
2.4
0 58.
40
490.7
4.2
0 36.
41
101.6
4.3
0 52.
42
113.3
2.9
0 56.
43
220.6
(DIRECT
FLOW)
0 37.
44
67.9
1.5
0 40.
45
7.2
.1
2.5
2 3.
46
11.2
.1
3.9
2 1.
47
7.2
.1
1.6
1 58.
48
1.7
.1
.6
2 0.
50
497.3
2.8
0 39.
51
801.2
3.4
0 37.
72
23.8
1.6
1 31.
73
51.5
.6
0 37.
74
8.8
.4
2 26.
75
188.8
2.6
0 35.
76
51.3
1.9
0 41.
'
82
3.4
.2
0 36.
83
21.0
1.0
0 53.
84
57.3
.5
0 35.
85
.2
.5
0 3.
88
15252.0
2.8
0 355.
'
89
13.6
1.2
0 37.
90
4.9
.2
1 0.
91
27.1
1.6
1 23.
92
13.3
1.1
0 35.
'
93
72.1
.1
6.2
1 2.
94
71.8
2.9
1 6.
95
289.3
(DIRECT
FLOW)
0 35.
102
838.4
7.0
1 18.
112
11.4
.4
0 35.
'
116
282.5
3.3
2 26.
124
16.9
1.0
1 32.
130
55.3
2.4
0 35.
131
88.6
3.1
0 35.
140
292.6
3.3
2 26.
141
95.3
1.9
1 6.
160
74.3
2.9
0 35.
166
167
25.6
25.6
.1
1.7
2.8
0 55.
0 56.
168
19.0
.1
.5
0 42.
169
44.1
2.4
0 42.
Gn6/ � C.t 21)
'
Oak Ridge Outfall Channel
'
Worksheet for Irregular Channel
Project Description
'
Project File
d:\haestad\fmw\oakridge.fm2
Worksheet
Outfall Ditch
'
Flow Element
Method
Irregular Channel
Manning's Formula
Solve For
Water Elevation
1
J
n
J
Input Data
Channel Slope
0.006700 ft/ft
Elevation range:
4,964.80 ft to 4,970.00 ft.
Station (ft)
Elevation (ft)
Start Station
0.00
4,970.00
0.00
10.00
4,970.00
51.00
22.00
4,969.00
54.00
30.00
4,968.00
37.00
4,967.00
44.00
4,966.00
50.00
4,965.00
51.00
4,964.90
52.50
4,964.80
54.00
4,964.90
55.00
4,965.00
65.00
4,966.00
76.00
4,967.00
89.00
4,968.00
107.00
4,969.00
132.00
4,970.00
142.00
4,970.00
Discharge
214.10 cfs
Results
Wtd. Mannings Coefficient
0.024
Water Surface Elevation
4,966.93
ft
Flow Area
40.80
ft2
Wetted Perimeter
37.97
ft
Top Width
37.71
ft
Height
2.13
ft
Critical Depth
4,966.83
ft
Critical Slope
0.008379 ft/ft
Velocity
5.25
ft/s
Velocity Head
0.43
ft
Specific Energy
4,967.36
ft
Froude Number
0.89
Flow is subcritical.
End Station
51.00
54.00
142.00
Roughness
0.035
0.013
0.035
08/01/00 FlowMaster v5.13
' 01 *10,16 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
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Oak Ridge 0utfall Channel (Freeboard)
'
Worksheet for Irregular Channel
Project Description
'
Project File
c:\haestad\fmw\oakridge.fm2
Worksheet
Outfall Ditch
'
Flow Element
Method
Irregular Channel
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.006700 ft/ft
'
Elevation range: 4,964.80 ft to 4,970.00 ft.
Station (ft)
Elevation (ft) Start Station End Station
0.00
4,970.00 0.00 51.00
10.00
4,970.00 51.00 54.00
22.00
4,969.00 54.00 142.00
30.00
4,968.00
'
37.00
4,967.00
44.00
4,966.00
50.00
4,965.00
'
51.00
4,964.90
52.50
4,964.80
54.00
4,964.90
55.00
4,965.00
65.00
4,966.00
76.00
4,967.00
89.00
4,968.00
107.00
4,969.00
132.00
4,970.00
'
142.00
Discharge
4,970.00
284.75 cfs
Results
Wtd. Mannings Coefficient
0.025
Water Surface Elevation
4,967.21
ft
'
Flow Area
52.03
ft2
Wetted Perimeter
43.42
ft
Top Width
43.13
ft
Height
2.41
ft
Critical Depth
4,967.08
ft
Critical Slope
0.008595 ft/ft
Velocity
5.47
ft/s
Velocity Head
0.47
ft
Specific Energy
4,967.67
ft
Froude Number
0.88
'
Flow is subcritical.
1
Roughness
0.035
0.013
0.035
11/21/00 FlowMaster v5.13
' 10:19:09 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
'
Oak Ridge Ouffall Channel (Freeboard)
Plotted Curves for Irregular Channel
Project Description
Project File
c:\haestad\fmw\oakridge.fm2
Worksheet
Outfall Ditch
Flow Element
Irregular Channel
'
Method
Manning's Formula
Solve For
Water Elevation
'
Constant Data
Channel Slope
0.006700 ft/ft
'
Input Data
'
Minimum Maximum Increment
Discharge
0.00 300.00 0.50 cfs
4967
1
rco
m
N
I
I
I
67.0
4966.5
4966.0
4965.5
4965.0
64.5
0
Water Elevation vs Discharge
___________________________________________I_______-______T__-----_______r -____-___---___
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.0 50.0 100.0 150.0 200.0 250.0 300.0
Discharge (cfs)
11/21/00 FlowMaster v5.13
' 10:19:34 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
' Oak Ridge Outfall Channel (Freeboard)
Cross Section for Irregular Channel
Project Description
.
'
Project File
c:\haestad\fmw\oakridge.fm2
Worksheet
Outfall Ditch
'
Flow Element
Method
Irregular Channel
Manning's Formula
Solve For
Water Elevation
1
Section Data
Wtd. Mannings Coefficient
0.025
Channel Slope
0.006700 ft/ft
Water Surface Elevation
4,967.21 ft
Discharge
284.75 cfs
4970.
-----------------------------------------------------
I
I
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----
1
1 I
4969.5
1
1
- -
1
1
1
I
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1
- -
1
1 I
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1
1
1
1
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1
1
1
1 1
4969.0
----------;---------=---------i--------------
-
----
---
1
1
1
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1
1
1
1
1
1
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1 1
4968.5
- L
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- ------------------
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---------
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1
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1
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4965.5
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-----;-----------------------------
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4964.5
0.0
20.0
40.0
60.0
80.0
100.0
120.0
140.0 160.0
'
Station
(ft)
11/21/00 FlowMaster v5.13
10:20:04 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1656 Page 1 of 1
1
Pond OutFall Pipe
'
Worksheet for Circular Channel
Project Description
'
Project File
c:\haestad\fmw\oakridge.fm2
Worksheet
Pond Outfall Pipe
Flow Element
Circular Channel
'
Method
Manning's Formula
Solve For
Channel Depth
'
Input Data
Mannings Coefficient
0,013
Channel Slope
0.004000 ft/ft
Diameter
12.00
in
Discharge
1.27
cfs
Results
'
Depth
0.54
ft
Flow Area
0.43
ftz
Wetted Perimeter
1.65
ft
1
Top Width
1.00
ft
Critical Depth
0.48
ft
Percent Full
53.72
Critical Slope
0.006023
ft/ft
'
Velocity
2.95
ft/s
Velocity Head
0.14
ft
Specific Energy
0.67
ft
'
Froude Number
0.79
Maximum Discharge
2.42
cfs
Full Flow Capacity
2.25
cfs
'
Full Flow Slope
0.001271
ft/ft
Flow is subcritical.
I
1
11/21/00
' 02:46:58 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
Pond OutFall Pipe
'
Rating Table for Circular Channel
Project Description
'
Project File
c:\haestad\fmw\oakridge.fm2
Worksheet
Pond Outfall Pipe
Flow Element
Circular Channel
'
Method
Manning's Formula
Solve For
Channel Depth
'
Constant Data
Mannings Coefficient
Channel Slope
Diameter
Input Data
0,013
0.004000 ft/ft
12.00 in
Minimum Maximum Increment
Discharge 0.00
2.50 0.01 cfs
Rating Table
Discharge
Depth
Velocity
(cfs)
(ft)
(ft/s)
0.00
N/A
0.00
0.01
0.05
0.72
'
0.02
0.07
0.89
0.03
0.08
1.00
'
0.04
0.05
0.09
0.10
1.10
1.17
0.06
0.11
1.24
'
0.07
0.08
0.12
0.13
1.30
1.35
0.09
0.14
1.40
0.10
0.14
1.44
0.11
0.15
1.48
0.12
0.16
1.52
0,13
0,16
1,56
'
0.14
0.17
1.59
0.15
0.17
1.63
0.16
0.18
1.66
'
0.17
0.19
1.69
0.18
0.19
1.72
0.19
0.20
1.75
0.20
0.20
1.77
0.21
0.21
1.80
0.22
0.21
1.82
0.23
0.22
1.85
'
0.24
0.22
1.87
11/21/00 FlowMaster v5.13
' 02:47:05 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 or 7
U
I
11
I
I
Pond Outfall Pipe
Rating Table for Circular Channel
Rating Table
Discharge
Depth
Velocity
(cfs)
(ft)
(ft/s)
0.25
0.22
1.89
0.26
0.23
1.91
0.27
0.23
1.93
0.28
0.24
1.95
0.29
0.24
1.97
0.30
0.25
1.99
0.31
0.25
2.01
0.32
0.25
2.03
0.33
0.26
2.05
0.34
0.26
2.07
0.35
0.27
2.08
0.36
0.27
2.10
0.37
0.27
2.12
0.38
0.28
2.13
0.39
0.28
2.15
0.40
0.29
2.17
0.41
0.29
2.18
0.42
0.29
2.20
0.43
0.30
2.21
0.44
0.30
2.22
0.45
0.30
2.24
0.46
0.31
2.25
0.47
0.31
2.27
0.48
0.31
2.28
0.49
0.32
2.29
0.50
0.32
2.31
0.51
0.32
2.32
0.52
0.33
2.33
0.53
0.33
2.34
0.54
0.33
2.36
0.55
0.34
2.37
0.56
0.34
2.38
0.57
0.34
2:39
0.58
0.35
2.40
0.59
0.35
2.42
0.60
0.35
2.43
0.61
0.36
2.44
0.62
0.36
2.45
0.63
0.36
2.46
0.64
0.36
2.47
0.65
0.37
2.48
0.66
0.37
2.49
0.67
0.37
2.50
0.68
0.38
2.51
0.69
0.38
2.52
11/21/00 FlowMaster v5.13
' 02:47:05 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 2 of 7
[]
CI'
1
n
1
I
A
1
Pond Outfall Pipe
Rating Table for Circular Channel
Rating Table
Discharge
Depth
Velocity
(cfs)
(ft)
(ft/s)
0.70
0.38
2.53
0.71
0.39
2.54
0.72
0.39
2.55
0.73
0.39
2.56
0.74
0.39
2.57
0.75
0.40
2.58
0.16
0.40
2.59
0.77
0.40
2.60
0.78
0.41
2.61
0.79
0.41
2.62
0.80
0.41
2.62
0.81
0.41
2.63
0.82
0.42
2.64
0.83
0.42
2.65
0.84
0.42
2.66
0.85
0.43
2.67
0.86
0.43
2.68
0.87
0.43
2.68
0.88
0.43
2.69
0.89
0.44
2.70
0.90
0.44
2.71
0.91
0.44
2.72
0.92
0.44
2:72
0.93
0.45
2.73
0.94
0.45
2.74
0.95
0.45
2.75
0.96
0.46
2.75
0.97
0.46
2.76
0.98
0.46
2.77
0.99
0.46
2.78
1.00
0.47
2.78
1.01
0.47
2.79
1.02
0.47
2.80
1.03
0.47
2.80
1.04
0.48
2.81
1.05
0.48
2.82
1.06
0.48
2.83
1.07
0.49
2.83
1.08
0.49
2.84
1.09
0.49
2.85
1.10
0.49
2.85
1.11
0.50
2.86
1.12
0.50
2.86
1.13
0.50
2.87
1.14
0.50
2.88
11/21/00 FlowMaster v5.13
' 02:47:05 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 3 of 7
I
I
1
I
I
I
I
Pond Outfall Pipe
Rating Table for Circular Channel
Rating Table
Discharge
Depth
Velocity
(cfs)
(ft)
(ft/s)
1.15
0.51
2.88
1.16
0.51
2.89
1.17
0.51
2.90
1.18
0.51
2.90
1.19
0.52
2.91
1.20
0.52
2.91
1.21
0.52
2.92
1.22
0.52
2.93
1.23
0.53
2.93
1,24
0.53
2.94
1.25
0.53
2.94
1.26
0.53
2.95
1.27
0.54
2.95
1.28
0.54
2.96
1.29
0.54
2.97
1.30
0.54
2.97
1.31
0.55
2.98
1.32
0.55
2.98
1.33
0.55
2.99
1.34
0.56
2.99
1.35
0.56
3.00
1.36
0.56
3.00
1.37
0.56
3.01
1.38
0.57
3.01
1.39
0.57
3.02
1.40
0.57
3.02
1.41
0.57
3.03
1.42
0.58
3.03
1.43
0.58
3.04
1.44
0.58
3.04
1.45
0.58
3.05
1.46
0.59
3.05
1.47
0.59
3.06
1.48
0.59
3.06
1.49
0.59
3.07
1.50
0.60
3.07
1.51
0.60
3.07
1.52
0.60
3.08
1.53
0.60
3.08
1.54
0.61
3.09
1.55
0.61
3.09
1.56
0.61
3.10
1.57
0.61
3.10
1.58
0.62
3.11
1.59
0.62
3.11
11/21/00 FlowMaster v5.13
' 02:47:05 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 4 of 7
I
U
I
i
U
F1
I
I
I
I
1
Pond Outfall Pipe
Rating Table for Circular Channel
Rating Table
Discharge
Depth
Velocity
(cfs)
(ft)
(ft/s)
1.60
0.62
3.11
1.61
0.63
3.12
1.62
0.63
3.12
1.63
0.63
3.13
1.64
0.63
3.13
1.65
0.64
3.13
1.66
0.64
3.14
1.67
0.64
3.14
1.68
0.64
3.14
1.69
0.65
3.15
1.70
0.65
3.15
1.71
0.65
3.16
1.72
0.65
3.16
1.73
0.66
3.16
1.74
0.66
3.17
1.75
0.66
3.17
1.76
0.66
3.17
1.77
0.67
3.18
1.78
0.67
3.18
1.79
0.67
3.18
1.80
0.68
3.19
1.81
0.68
3.19
1.82
0.68
3.19
1.83
0.68
3.20
1.84
0.69
3.20
1.85
0.69
3.20
1.86
0.69
3.20
1.87
0.70
3.21
1.88
0.70
3.21
1.89
0.70
3.21
1.90
0.70
3.22
1.91
0.71
3.22
1.92
0.71
3.22
1.93
0.71
3.22
1.94
0.72
3.23
1.95
0.72
3.23
1.96
0.72
3.23
1.97
0.72
3.23
1.98
0.73
3.24
1.99
0.73
3.24
2.00
0.73
3.24
2.01
0.74
3.24
2.02
0.74
3.25
2.03
0.74
3.25
2.04
0.75
3.25
11/21/00 - FlowMaster v5.13
' 02:47:05 PM Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 5 of 7
Pond Outfall Pipe
Rating Table for Circular Channel
Table
Discharge
Depth
Velocity
(cfs)
(ft)
(ft/s)
2.05
0.75
3.25
2.06
0.75
3.25
2.07
0.75
3.25
2.08
0.76
3.26
2.09
0.76
3.26
2.10
0.76
3.26
2.11
0.77
3.26
'
2.12
0.77
3.26
2.13
0.77
3.26
2.14
0.78
3.26
2.15
0.78
3.27
2.16
0.78
3.27
'
2.17
2.18
0.79
0.79
3.27
3.27
2.19
0.80
3.27
2.20
2.21
0.80
0.80
3.27
3.27
2.22
0.81
3.27
2.23
0.81
3.27
2.24
0.81
3.27
2.25
0.82
3.27
2.26
0.82
3.27
'
2.27
0.83
3.27
2.28
0.83
3.27
2.29
0.84
3.27
2.30
0.84
3.27
2.31
0.84
3.27
2.32
0.85
3.26
2.33
0.85
3.26
2.34
0.86
3.26
2.35
0.86
3.26
2.36
0.87
3.25
2.37
0.88
3.25
2.38
0.88
3.24
2.39
0.89
3.24
2.40
0.90
3.23
2.41
0.91
3.21
'
2.42
2.43
0.92
N/A
3.19
0.00
2.44
N/A
0.00
2.45
N/A
0.00
2.46
N/A
0.00
2.47
N/A
0.00
2.48
N/A
0.00
'
2.49
N/A
0.00
11 /21 /00
' 02:47:05 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 6 of 7
Pond Outfall Pipe
Rating Table for Circular Channel
Rating Table
Discharge Depth Velocity
(cfs) (ft) (ft/s)
2.50 N/A 0.00
11
I
1
I
U
U
11/21/00
' 02:47:05 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 7 of 7
Pond Outfall Pipe
Cross Section for Circular Channel
Project Description
Project File
c:\haestad\fmw\oakridge.fm2
Worksheet
Pond Cutfall Pipe
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings Coefficient
0.013
Channel Slope
0.004000 ft/ft
Depth
0.54 ft
Diameter
12.00 in
Discharge
1.27 cfs
0.54 ft
1 L
V
H 1
NTS
12.00 in
FlowMaster v5.13
Page 1 of 1
02:47:16 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
i
1
APPENDIX D
STORM DRAINS, INLETS AND EROSION
CONTROL DESIGN
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Storm Drain 1
------------
----------------------------------------------------------------------------
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Civil Eng. Dept, U. of Colorado at Denver
Metro Denver Cities/Counties 8 UDFCD Pool Fund Study
------------------------------------------------------------------------------
USER:RDB-Fort Collins -Colorado ...............................................
ON DATA 04-18-2001 AT TIME 08:32:14 VERSION=01-17-1997
*** PROJECT TITLE :NHA a Fort Collins
*** RETURN PERIOD OF FLOOD IS 100 YEARS
(Design fLow hydrology not calculated using UDSEWER)
*** SUMMARY OF HYDRAULICS AT MANHOLES
-------------------------------------------------------------------------------
MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS
ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION
MINUTES INCH/HR CFS FEET FEET
---------- _-
1.00 7.63 4968.64 4970.38 NO
2.00 7.63 4973.36 4970.31 OK
3.00 6.94 4973.34 4971.24 OK
4.00 4.48 4973.47 4971.69 OK
5.00 1.99 4973.44 4971.80 OK
6.00 1.99 4973.44 4971.80 OK
7.00 2.49 4973.47 4971.76 OK
8.00 2.46 4973.34 4971.45 OK
9.00 0.69 4973.36 4970.60 OK
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
*** SUMMARY OF SEWER HYDRAULICS
NOTE_
THE GIVEN
-------------------------------------------------------------------
FLOW DEPTH -TO -SEWER SIZE RATIO= .8
SEWER
MAMHOLE
NUMBER
SEWER
REQUIRED
SUGGESTED
EXISTING
ID NUMBER
UPSTREAM
DNSTREAM
SHAPE
DIA(R1SE)
DIA(R1SE)
DIA(RISE)
WIDTH
' -----------------------------------------------------------------------
ID NO.
ID NO.
(IN) (FT)
(IN) (FT)
(IN) (FT)
(FT)
10.00
2.00
1.00
ROUND
18.96
21.00
18.00
0.00
11.00
3.00
2.00
ROUND
18.30
21.00
18.00
0.00
12.00
4.00
3.00
ROUND
15.53
18.00
18.00
0.00
13.00
5.00
4.00
ROUND
11.46
15.00
18.00
0.00
14.00
6.00
5.00
ROUND
11.46
15.00
18.00
0.00
15.00
7.00
4.00
ROUND
12.46
15.00
18.00
0.00
16.00
8.00
3.00
ROUND
12.40
15.00
18.00
0.00
17.00
9.00
2.00
ROUND
7.70
15.00
18.00
0.00
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
EXISITNG SIZE WAS USED
---------------------------------------------------------------
SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT
ID FLOW 0 FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO.
NUMBER CFS CFS FEET FPS FEET FPS FPS
-------------------------------------------------------------------------------
10.0 7.6 6.7 1.50 4.32 1.06 5.70 4.32 0.00 V-OK
11.0 6.9 6.7 1.50 3.93 1.02 5.43 3.93 0.00 V-OK
12.0 4.5 6.7 0.90 4.04 0.82 4.56 2.54 0.82 V-OK
13.0 2.0 6.7 0.56 3.29 0.54 3.45 1.13 0.90 V-OK
14.0 2.0 6.7 0.56 3.29 0.54 3.45 1.13 0.90 V-OK
15.0 2.5 6.7 0.64 3.49 0.61 3.65 1.41 0.89 V-OK
16.0 2.5 6.7 0.63 3.48 0.61 3.63 1.39 0.89 V-OK
17.0 0.7 6.7 0.33 2.43 0.34 2.33 0.39 0.90 V-LOW
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
SEWER
SLOPE INVERT ELEVATION
BURIED
DEPTH COMMENTS
ID NUMBER
UPSTREAM DNSTREAM
UPSTREAM
DNSTREAM
'
--------------------------
(FT)
(FT)
(FT)
10.00
-----------------------------------------
0.40 4968.77
4968.64
3.09
-1.50 NO
11.00
0.40 4969.57
4968.77
2.27
3.09 OK
'
12.00
0.40 4969.96
4969.57
2.01
2.27 OK
13.00
0.40 4970.23
4969.96
1.71
2.01 NO
14.00
0.40 4970.23
4970.23
1.71
1.71 NO
15.00
0.40 4969.96
4969.96
2.01
2.01 OK
16.00
0.40 4969.57
4969.57
2.27
2.27 OK
'
17.00
0.40 4968.77
4968.77
3.09
3.09 OK
OK MEANS BURIED DEPTH IS GREATER
THAN REQUIRED SOIL COVER OF 2 FEET
*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
SEWER
ID NUMBER
SEWER SURCHARGED CROWN ELEVATION
LENGTH LENGTH UPSTREAM
DNSTREAM
WATER ELEVATION FLOW
UPSTREAM DNSTREAM CONDITION
-------------------------------------------------------------------------------
FEET FEET
FEET
FEET
FEET FEET
10.00
33.41 33.41
4970.27
4970.14
4970.31 4970.38
PRSS'ED
11.00
199.99 199.99
4971.07
4970.27
4971.24 4970.31
PRSS'ED
12.00
96.81 96.81
4971.46
4971.07
4971.69 4971.24
PRSS'ED
13.60
66.45 66.45
4971.73
4971.46
4971.80 4971.69
PRSS'ED
14.00
0.01 0.01
4971.73
4971.73
4971.80 4971.80
PRSS'ED
15.00
16.00
0.01 0.01
0.01 0.01
4971.46
4971.07
4971.46
4971.07
4971.76 4971.69
4971.45 4971.24
PRSS'ED
PRSS'ED
17.00
0.01 0.01
4970.27
4970.27
4970.60 4970.31
PRSS'ED
PRSS -ED =PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC
JUMP; SUBCR=SUBCRITICAL
FLOW
*** SUMMARY OF ENERGY GRADIENT LINE ALONG
SEWERS
-------------------------------------------------------------------------------
UPST MANHOLE SEWER
JUNCTURE
LOSSES DOWNST
MANHOLE
'
SEWER MANHOLE ENERGY FRCTION
BEND
BEND LATERAL
LATERAL MANHOLE
ENERGY
ID NO ID NO. ELEV FT FT
-------------------------------------------------------------------------------
K COEF LOSS
FT K
COEF LOSS FT ID
FT
10.0
2.00 4970.60 0.22
1.00
0.00
0.00 0.00 1.00
4970.38
11.0
3.00 4971.48 0.87
0.06
0.01
0.00 0.00 2.00
4970.60
'
12.0
4.00 4971.79 0.17
1.32
0.13
0.00 0.00 3.00
4971.48
13.0
5.00 4971.82 0.02
0.40
0.01
0.00 0.00 4.00
4971.79
14.0
6.00 4971.82 0.00
0.00
0.00
0.00 0.00 5.00
4971.82
15.0
7.00 4971.79 0.00
0.00
0.00
0.00 0.00 4.00
4971.79
16.0
8.00 4971.48 0.00
0.00
0.00
0.00 0.00 3.00
4971.48
17.0
9.00 4970.60 0.00
0.00
0.00
0.00 0.00 2.00
4970.60
' BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER,
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
t A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
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' Storm Drain 2
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
'
Developed by Civil Eng. Dept, U. of Colorado at Denver
Metro Denver Cities/Counties & UDFCD Pool Fund Study
-------------------------------
---------------------------------- --------------------------------------------
USER:RDS-Fort Collins -Colorado ...............................................
'ON DATA 04-18-2001 AT TIME 08:32:35 VERSION=01-17-1997
*** PROJECT TITLE :Storm Drain A2
*** RETURN PERIOD OF FLOOD IS 100 YEARS
'
(Design flow hydrology not calculated using UDSEWER)
*** SUMMARY OF HYDRAULICS AT MANHOLES
MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER
COMMENTS
ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION
INCH/HR CFS FEET FEET
- - ----MINUTES
---'---------------- ---------- ----------
1.00 4.21 4968.88 4970.38
---'---'-
NO
2.00 4.21 4973.38 4970.68
OK
3.00 4.21 4973.38 4970.69
OK
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
*** SUMMARY OF SEWER HYDRAULICS
NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RAT10= .8
---'----- ---- ------ ----- --------------- ----- ------- --" " '----------------
SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING
ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE)
WIDTH
ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT)
(FT)
10.00 2.00 1.00 ROUND 15.17 18.00 15.00
0.00
11.00 3.00 2.00 ROUND 15.17 18.00 15.00
0.00
11
Ll
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
EXISITNG SIZE WAS USED
-------------------------------------------------------------------------------
SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT
ID FLOW 0 FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO.
NUMBER CFS CFS FEET FPS FEET FPS FPS
-------------------------------------------------------------------------------
10.0 4.2 4.1 1.25 3.43 0.83 4.87 3.43 0.00 V-OK
11.0 4.2 4.1 1.25 3.43 0.83 4.87 3.43 0.00 V-OK
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
----------------------------------------------------------------------
SEWER
SLOPE
INVERT ELEVATION
BURIED
DEPTH COMMENTS
ID NUMBER
UPSTREAM DNSTREAM
UPSTREAM
DNSTREAM
----------------------------------------------------------------------
X
(FT)
(FT)
(FT)
(FT)
10.00
0.40
4969.34
4968.88
2.79
-1.25 NO
11.00
0.40
4969.34
4969.34
2.79
2.79 OK
OK MEANS BURIED
DEPTH
IS GREATER
THAN REQUIRED SOIL COVER OF 2 FEET
*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW
ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
t FEET FEET I FEET FEET FEET FEET
--------------------------------------------------
10.00 113.79
113.79 4970.59 4970.13 4970.68 4970.38 PRSS'ED
11.00 0.01
0.01 4970.59 4970.59 4970.69 4970.68 PRSS'ED
'
PRSS'ED=PRESSURED FLOW;
JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL
FLOW
*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
-----------------------
--------------------------------- ----- --------------
UPST MANHOLE
SEWER JUNCTURE LOSSES DOWNST MANHOLE
SEWER MANHOLE ENERGY
FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY
'
ID NO ID NO. ELEV FT
---------------------------------------------------------------------------
10.0 2.00 4970.86
FT K COEF LOSS FT K COEF LOSS FT ID FT
0.48 1.00 0.00 0.00 0.00 1.00 4970.38
11.0 3.00 4970.87
0.00 0.05 0.01 0.00 0.00 2.00 4970.86
BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER.
'
LATERAL LOSS= OUTFLOW
FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS
IT 1S NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
FRICTION LOSS INCLUDES
SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAO DENOTES
A MINIMUM JUCTION
THE VELOCITY HEAD OF FULL FLOW CONDITION.
LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS
WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
Project: NHA @ Fort Collins
Location: Pond A
Broad Crested Weir - Basic Equation:
Q = CoLoHIs
Calculate Q from Dimensions:
C=
3.00
L=
30 ft
H=
0.42 ft
*Q=
24 cfs
Calculate L from Q and H
C=
3.00
*Q=
24 cfs
H=
0.42 ft
L=
30 ft
Calculate H from Q and L
C=
3.00
*Q=
24 cfs
L=
30 ft
H=
0.42 ft
* 100-year flows
The Sear -Brown Group
Proj. Number: 922-002
By: MLC
The Sear -Brown Group
RAINFALL PERFORMANCE STANDARD EVALUATION
a?9-nn9
Project: NHA @ FORT COLLINS STANDARD FORM
Calculated B : MLC Date: 08/24
DEVELOPEE
ERODIBILITY
Asb
Lsb
Ssb
Lb
Sb
PS
SUBBASIN
ZONE
(ac)
(ft)
(%)
(ft)
M
N
1
Moderate
0.25
55
1.0
4.6
0.1
2
Moderate
0.20
60
1.0
4.0
0.1
3
Moderate
0.09
150
2.0
4.5
0.1
4
Moderate
0.51
400
0.5
67.5
0.1
5
Moderate
0.07
75
2.0
1.7
0.0
6
Moderate
0.35
120
0.5
13.9
0.1
7
Moderate
0.35
80
2.0
9.3
0.2
8
Moderate
0.23
80
2.0
6.1
0.2
9
Moderate
0.55
125
2.0
22.8
0.4
10
Moderate
0.42
70
0.5
9.7
0.1
Total
3.02
144.1
1.2
76.0
EXAMPLE CALCULATIONS
Lb = sum(AiLi)/sum(Ai) = (0.00 x 0 + ... + 0.00 x 0)/ 3.02
144.1 ft
Sb = sum(AiSi)/sum(Ai) = (0.00 x 0.00 +... + 0.00 x 0.00)/ 3.02
= 1.2 %
PS (during construction) = 76.0 (from Table 8A)
PS (after construction) = 76.0/0.85 = 89.4
' The Sear -Brown Group
1
1
1
1
1
1
EFFECTIVENESS CALCULATIONS
922-002
Project.
NHA @ FORT COLLINS
STANDARD FORM B
Calculated By:
MLC
Date:
08/24
Erosion Control
C-Facto
P-Factoi
Comment
Number Method
Value
Value
3 Bare Soil - Rough Irregular Surface
1
0.9
4 Sediment/Basin Trap
1
0.5
8 Silt Fence Barrier
1
0.5
38 Gravel Mulch
0.05
1
39 Hay or Straw Dry Mulch (1-5%
slope)
0.06
1
SUB
PS
AREA
BASIN
%
ac
Site
76.0
3.02
SUB
SUB
AREA
Practice
C * A
P * A Remarks
BASIN
AREA
ac
DURING CONSTRUCTION
1
Impervious
0.00
8
0.00
0.00 Silt Fence Barrier
1
Pervious
0.25
39
0.02
0.25 Hay or Straw Dry Mulch (1-5%
slope)
2
Impervious
0.00
8
0.00
0.00 Silt Fence Barrier
2
Pervious
0.20
39
0.01
0.20 Hay or Straw Dry Mulch (1-5%
slope)
3
Impervious
0.00
8
0.00
0.00 Silt Fence Barrier
3
Pervious
0.09
39
0.01
0.09 Hay or Straw Dry Mulch (1-5%
slope)
4
Impervious
0.00
8
0.00
0.00 Silt Fence Barrier
4
Pervious
0.51
39
0.03
0.51 Hay or Straw Dry Mulch (1-5%
slope)
5
Impervious
0.00
8
0.00
0.00 Silt Fence Barrier
5
Pervious
0.07
39
0.00
0.07 Hay or Straw Dry Mulch (1-5%
slope)
6
Impervious
0.00
8
0.00
0.00 Silt Fence Barrier
6
Pervious
0.35
39
0.02
0.35 Hay or Straw Dry Mulch (1-5%
slope)
7
Impervious
0.00
8
0.00
0.00 Silt Fence Barrier
7
Pervious
0.35
39
0.02
0.35 Hay or Straw Dry Mulch (1-5%
slope)
8
Impervious
0.00
8
0.00
0.00 Silt Fence Barrier
8
Pervious
0.23
39
0.01
0.23 Hay or Straw Dry Mulch (1-5%
slope)
9
Impervious
0.00
8
0.00
0.00 Silt Fence Barrier
9
Pervious
0.55
39
0.03
0.55 Hay or Straw Dry Mulch (1-5%
slope)
10
Impervious
0.00
8
0.00
0.00 Silt Fence Barrier
10
Pervious
0.42
39
0.03
0.42 Hay or Straw Dry Mulch (1-5%
slope)
Cnet = [0.00x1.00+...+0.35x1.00]/0.00
Cnet
=
0.06
Pnet = 0.8x[O.00xO.50+...+O.00xO.50]/0.00
Pnet
=
0.80
EFF = (1-C*P)100
= (1-0.06*0.80)100
=
95.20
>
76.0 (PS)
' The Sear -Brown Group
1
1
1
1
1
1
1
1
1
1
i
t
EFFECTIVENESS CALCULATIONS
922-002
Project: NHA @ FORT COLLINS STANDARD FORM B
Calculated By.- MLC Date: 08/24
Erosion Control
C-Facto
P-Factot
Comment
Number Method
Value
Value
9 Asphalt/Concrete Pavement
0.01
1
NOTE: Offsite basins OS1 and OS2
12 Established Grass Ground Cover - 30%
(3.0 acre total) not included in erosion
0.15
1
14 Established Grass Ground Cover - 50%
0.08
1
control calculations.
16 Established Grass Ground Cover - 70%
0.04
1
18 Established Grass Ground Cover - 90%
0.025
1
SUB
PS
AREA
BASIN
%
ac
Site
89.4
3.02
SUB
SUB
AREA
Practice C *A P * A Remarks
BASIN
AREA
ac
AFTER CONSTRUCTION
1
Impervious
0.00
9 0.00 0.00 Asphalt/Concrete Pavement
1
Pervious
0.25
16 0.01 0.25 Established Grass Ground Cover - 700
2
Impervious
0.00
9 0.00 0.00 Asphalt/Concrete Pavement
2
Pervious
0.20
16 0.01 0.20 Established Grass Ground Cover - 700
3
Impervious
0.00
9 0.00 0.00 Asphalt/Concrete Pavement
3
Pervious
0.09
16 0.00 0.09 Established Grass Ground Cover - 700
4
Impervious
0.00
9 0.00 0.00 Asphalt/Concrete Pavement
4
Pervious
0.51
16 0.02 0.51 Established Grass Ground Cover - 70°
5
Impervious
0.00
9 0.00 0.00 Asphalt/Concrete Pavement
5
Pervious
0.07
16 0.00 0.07 Established Grass Ground Cover - 700
6
Impervious
0.00
9 0.00 0.00 Asphalt/Concrete Pavement
6
Pervious
0.35
16 0.01 0.35 Established Grass Ground Cover - 700
7
Impervious
0.00
9 0.00 0.00 Asphalt/Concrete Pavement
7
Pervious
0.35
16 0.01 0.35 Established Grass Ground Cover - 700
8
Impervious
0.00
9 0.00 0.00 Asphalt/Concrete Pavement 1
8
Pervious
0.23
16 0.01 0.23 Established Grass Ground Cover - 700
9
Impervious
0.00
9 0.00 0.00 Asphalt/Concrete Pavement
9
Pervious
0.55
16 0.02 0.55 Established Grass Ground Cover - 700
10
Impervious
0.00
9 0.00 0.00 Asphalt/Concrete Pavement
10
Pervious
0.42
16 0.02 0.42 Established Grass Ground Cover - 70°
Cnet = [O.00xO.01+...+0.35xO.08]/0.00
= 0.04
Pnet = [0.00x1.00+...+0.07x1.00]/0.00
- 1.00
EFF = (1-C*P)100 = (1-0.04*1.00)100
= 96.00
> 89.4 (PS)
' The Sear -Brown Group
' 22-002
.Jroject. NHA @ FORT COLLINS
' Calculated By: MLC
SEQUENCE FOR 2000 ONLY
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.
YEAR 2001
MONTH J F M A M J
OVERLOT GRADING
' WIND EROSION CONTROL
Sail Roughening
EROSION CONTROL CONSTRUCTION SEQUENCE
Perimeter Barrier
Additional Barriers
'
Vegetative Methods
Soil Sealant
Other
'
RAINFALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/Basin
'
Inlet Filters
Straw Barriers
Silt Fence Barriers
Sand Bags
'
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other
'
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
'
Sod Installation
N etti ngs/Mats/Blankets
Other
STRUCTURES: INSTALLED BY
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED
MAINTAINED BY
APPROVED BY CITY OF FORT COLLINS (
STANDARD FORM C
Date: 11 /21
l
1
The Sear -Brown Group
0
I
17
J
I
�I
EROSION CONTROL COST ESTIMATE
Project:
NHA @ FORT COLLINS
922-002
Pre ared By.-
MLC
Date:
11/21
CITY RESEEDING COST
Unit
Total
Method
Quantity Unit
Cost
Cost
Notes
Reseed/mulch
3.02 ac
$655
$1,978
See Note 1.
Subtotal
$1,978
Contingency
50%
$989
Total
$2,967
Notes: 1. A<=5 ac=$655/ac; A>5 ac=$615/ac.
EROSION CONTROL MEASURES
Unit
Total
Number Method
Quantity Unit
Cost
Cost
Notes
8 Silt Fence Barrier
800 LF
$3
$2,400
38 Gravel Mulch
3.02 ac
$1,350
$4,077
39 Hay or Straw Dry Mulch (1-5% slope)
3.02 ac
$500
$1,510
Subtotal
$7,987
Contingency
50%
$3,994
Total
$11,981
Total Security
$11,981
1
Project Description
'
Project File
c:\haestad\fmw\oakridge.fm2
Worksheet
Design Point 4 Swale
Flow Element
Method
Irregular Channel
Manning's Formula
Solve For
Water Elevation
Design Point 4 Swale
Worksheet for Irregular Channel
Input Data
Channel Slope
0.005000 ft/ft
'
ft Elevation range: 73.05 ft to 75.00 .
Station (ft) Elevation (ft)
Start Station
0.00
75.00
0.00
'
5.00
74.00
9.00
9.00
73.18
11.00
10.00
73.05
'
11.00
73.18
14.00
74.00
18.00
75.00
Discharge
4.21
cfs
Results
Wtd. Mannings Coefficient
0.014
Water Surface Elevation
73.53
ft
Flow Area
1.34
ft2
'
Wetted Perimeter
5.06
ft
Top Width
4.96
ft
Height
0.48
ft
Critical Depth
73.54
ft
Critical Slope
0.004390
ft/ft
'
Velocity
Velocity Head
3.15
0.15
ft/s
ft
Specific Energy
73.68
ft
Froude Number
1.07
'
Flow is supercritical.
1
11/28/00
' 08:39:49 AM
End Station
9.00
11.00
18.00
Roughness
0.030
0.013
0.030
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 .
FlowMaster v5.13
Page 1 of 1
Design Point 4 Swale
Cross Section for Irregular Channel
Project Description
'
Project File c:\haestad\fmw\oakridge.fm2
Worksheet Design Point 4 Swale
Flow Element Irregular Channel
'
Method Manning's Formula
Solve For Water Elevation
Section Data
Wtd. Mannings Coefficient 0,014
Channel Slope 0.005000 ft/ft
Water Surface Elevation 73.53 ft
Discharge 4.21 cfs
74.8 --- ------------ ------- I-------- ------- --------
--------
----------
----
----
r
74.6 -
74.2--------L-------- -------- ;-------- '------------------- ---------
---
2 74.0 I
'
>
N
111
i
73.8 -
1
73.4 ------------------------- ;-------- '------- --------
;------------------
73.2 -
73.0
0.0 2.0 4.0 6.0 8.0 10.0 12.0
14.0
16.0
18.0
Station (ft)
11/28/00
FlowMaster v5.13
'
08:41:17 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, C7 06708
(203) 755-1666
Page 1 of 1
Design Point 4 Swale, Freeboard
Worksheet for Irregular Channel
Project Description
Project File
c:\haestad\fmw\oakridge.fm2
Worksheet
Design Point 4 Swale
Flow Element
Method
Irregular Channel
Manning's Formula
Solve For
Water Elevation
'
Input Data
Channel Slope
0.005000 ft/ft
'
Elevation range: 73.05
ft to 75.00 ft.
Station (ft)
Elevation (ft) Start Station End Station
0.00
75.00 0.00 9.00
'
5.00
74.00 9.00 11.00
9.00
73.18 11.00 18.00
10.00
73.05
1
11.00
73.18
14.00
74.00
18.00
75.00
Discharge
5.60 cfs
Results
'
Wtd. Mannings Coefficient
0.014
Water Surface Elevation
73.59
ft
Flow Area
1.69
ft2
Wetted Perimeter
5.65
ft
Top Width
5.54
ft
Height
0.54
ft
Critical Depth
73.61
ft
Critical Slope
0.004504 ft/ft
'
Velocity
Velocity Head
3.31
0.17
ft/s
ft
Specific Energy
73.76
ft
Froude Number
1.06
'
Flow is supercritical.
7
L
I
Roughness
0.030
0.013
0.030
11/28/00 - - FlowMaster v5.13
' 08:41:39 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Design Point 4 Swale, Freeboard
'
Cross Section for Irregular Channel
Project Description
'
Project File
c:\haestad\fmw\oakridge.fm2
Worksheet
Design Point 4 Swale
Flow Element
Method
Irregular Channel
Manning's Formula
Solve For
Water Elevation
'
Section Data
Wtd. Mannings Coefficient
0,014
'
Channel Slope
0.005000 ft/ft
Water Surface Elevation
73.59 ft
Discharge
5.60 cfs
74.8
--- ----;-------- --------i--------i--------
----------;-----
-------
--------
----
,
74.2
-------------------------
'--------
'---------I-----------------------
---------------'
0
74.0
--------'
,
IJJ
73.8
-------- --------------------------------------------------
- ---------------
73.6
--------L-------- i--------
I--
---------'
73.4
-------- -----------------
------------------
'---------'
-------------------
---------
73.2
-
73.0
0.0
2.0 4.0
6.0
8.0
10.0
12.0
14.0
16.0
18.0
Station
(ft)
11/28/00
FlowMaster v5.13
08:41,52 AM
Haestad Methods, Inc.
37 Brookside Road
Waterbury, CT 06708 (203) 755-1666
Page 1 of 1
Design Point 4 Swale
Plotted Curves for Irregular Channel
Project Description
Project File
c:\haestad\fmw\oakridge.fm2
Worksheet
Design Point 4 Swale
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Constant Data
Channel Slope
0,001000 ft/ft
'
Input Data
Minimum Maximum Increment
Discharge
0.00 6.00 0.01 cfs
73.65
' 73.6
' .55
73.5
1 73.45
o
m
N
W
N
Y
�2M
n
I
73.4
73.35
73.3
73.25
73.2
73.15
73.1
.05
0
Water Elevation vs Discharge
______________i______________r______________T______________ T______________ T______________S
I 1 1 I
1 1 1 1
1 1 1 1
I 1 I I
I 1 I 1
I
I 1 I I 1 I
1 1 1 1
I 1 1 I
1
1 1 1
I 1 1 1 I 1
----- --- --- ---- --- -- -- - -------1--------------1
1 1 1 I 1
1 1 1 1
1 1 1 I 1
i i
I 1 I 1 1 1
I I 1 I I
1 I 1 1 1
1 1 I 1 1 1
1 1 I 1 1 1
1 1 I 1 1 1
---!
1 1 I I 1 1
I I I I 1 1•
1 1 I 1 1 1
I 1 I I 1 I
I I I I I------- ,
I I I I 1
1 1 1 1 1
1 1 1 1 I 1
I 1 1 1 I 1
I 1 1 I 1
1 ' I 1 1 1 1
1 1 1 1 I 1
------------"-!-------------- L--------- - - - - -L------ - - - - -- !------ - - - - -
_ ' _--------_-- !
1 I 1 1 1 1
1 I 1 1 1 1
1 I I 1 1 1
1.0 2.0 3.0 4.0 5.0 6.0
Discharge (cfs)
11/28/00 FlowMaster v5.13
' 08,40:04 AM Haestad Methods, Inc. 37 Brookside Road Waterbury; CT 06708 (203) 755-1666 Page 1 of 1
Design Point 11 Swale to Pond
'
Worksheet for Triangular Channel
Project Description
'
Project File
c:\haestad\fmw\oakridge.fm2
Worksheet
Outfall Swale
Flow Element
Method
Triangular Channel
Manning's Formula
Solve For
Channel Depth
'
Input Data
Mannings Coefficient
0.030
Channel Slope
0.040000 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
Discharge
1.59 cfs
Results
Depth
0.36
ft
Flow Area
0.51
ft'
Wetted Perimeter
2.96
ft
'
Top Width
2.87
ft
Critical Depth
0.40
ft
Critical Slope
0.023414
ft/ft
'
Velocity
3.09
ft/s
Velocity Head
0.15
ft
Specific Energy
0.51
ft
Froude Number
1.29
Flow is supercritical.
�I
�I
I
I
L
11 /27/00
' 03:41:49 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
Design Point 11 Swale to Pond
Plotted Curves for Triangular Channel
Project Description
'
Project File
c:\haestad\fmw\oakridge.fm2
Worksheet
Outfall Swale
'
Flow Element
Method
Triangular Channel
Manning's Formula
Solve For
Channel Depth
Constant Data
Mannings Coefficient 0.030
'
Channel Slope
0.040000 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
0.5
' v.45
' 0.4
[I
0.35
t Ep_ 0.3
N
M 0.25
f0
U
0.2
Input Data
Minimum Maximum Increment
Discharge 0.00 3.00 0.01 cfs
Channel Depth vs Discharge
______________t_____________________________ r______________r____
I I I I
1 1 I 1
I I
1 I 1 I 1
i
1
1 J _L l J
1 1 I I
1 1 1 I I
I 1 I I
1 1 I
I I 1 I I
F y
1 1 I 1
1 1 1 1 1
1 1
1 1 I
I 1 I 1 1
1 1 1 I 1
I
1 1 I 1 1 1
1 1 1 1 1 I
1 1 1 1 I
1 1 1 1 1 I
1 1 1 1 1
� 1 � 1
1 1 1 I I 1
I I I I 1 1
I I 1 1 1 1
I I 1 1 1
1 I 1 1
)5''
0.0 0.5 1.0 1.5 2.0 2.5 3.0
Discharge (cfs)
11/27/00 FlowMaster v5.13
' 03:42:15 PM Haestad Methods, Inc. 37Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Design Point 11 Swale to Pond, Freeboard
' Worksheet for Triangular Channel
Project Description
Project File
c:\haestad\fmw\oakridge.fm2
Worksheet
Outfall Swale
Flow Element
Method
Triangular Channel
Manning's Formula
Solve For
Channel Depth
'
Input Data
Mannings Coefficient
0.030
'
Channel Slope
0.040000 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
'
Discharge
2.11 cfs
'
Results
Depth
0.40
ft
Flow Area
0.64
ft2
Wetted Perimeter
3.29
ft
Top Width
3.19
ft
Critical Depth
0.44
ft
Critical Slope
0.022549 ft/ft
Velocity
3.31
ft/s
Velocity Head
0.17
ft
Specific Energy
0.57
ft
Froude Number
1.31
Flow is supercritical.
L
I
N
LI
11/27/00 FlowMaster v5.13
03:42:51 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
1
Design Point 11 Swale to Pond, Freeboard
Cross Section for Triangular Channel
Project Description
Project File
c:\haestad\fmw\oakridge.fm2
Worksheet
Outfall Swale
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings Coefficient
0.030
Channel Slope
0.040000
ft/ft
Depth
0.40
ft
Left Side Slope
4.000000
H : V
Right Side Slope
4.000000
H : V
Discharge
2.11
cfs
0.40 ft
1N
V
H 1
NTS
1 1 /27/00
03:43:04 PM
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
Design Point 11 Swale to Pond
Cross Section for Triangular Channel
Project Description
Project File
c:\haestad\fmw\oakridge.fm2
Worksheet
Outfall Swale
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings Coefficient 0.030
Channel Slope 0.040000 ft/ft
Depth 0.36 ft
Left Side Slope 4.000000 H : V
Right Side Slope 4.000000 H : V
Discharge 1.59 cfs
1
1
1
11/27/00
' 03:43:17 PM
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
0
0.36 ft
1N
V
H1
NTS
FlowMaster v5.13
Page 1 of 1
' Pond.Outfall Swale
Worksheet for Triangular Channel
Project Description
Project File
c:\haestad\fmw\oakridge.fm2
Worksheet
Outfall Swale
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
'
Input Data
Mannings Coefficient 0.030
'
Channel Slope
0.100000 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
'
Discharge
1.27 cfs
Results
Depth
0.28 ft
Flow Area
0.31 ft2
Wetted Perimeter
2.29. ft
t
Top Width
2.22 ft
Critical Depth
0.36 ft
Critical Slope
0.024129 ft/ft
Velocity
4.12 ft/s
Velocity Head
0.26 ft
Specific Energy
0.54 ft
Froude Number
1.95
Flow is supercritical.
11/28/00
' 08:09:50 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
Pond Outfall Swale
Cross Section for Triangular Channel
Project Description
Project File
c:\haestad\fmw\oakridge.fm2
Worksheet
Outfall Swale
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings Coefficient 0.030
Channel Slope 0.100000 ft/ft
Depth 0.28 ft
Left Side Slope 4.000000 H: V
Right Side Slope 4.000000 H : V
Discharge 1.27 cfs
0.28 ft
1
VL�,
H 1
NTS
11 /28/00
' 08:10,08 AM
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
' Pond Outfall Swale, Freeboard
Worksheet for Triangular Channel
Project Description
'
Project File
c:\haestad\fmw\oakridge.fm2
Worksheet
Outfall Swale
Flow Element
Method
Triangular Channel
Manning's Formula
Solve For
Channel Depth
'
Input Data
Mannings Coefficient 0.030
'
Channel Slope
0.100000 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
'
Discharge
1.69 cfs
Results
Depth
0.31 ft
Flow Area
0.38 ft'
Wetted Perimeter
2.55 ft
Top Width
2.47 ft
Critical Depth
0.41 ft
Critical Slope
0.023225 ft/ft
Velocity
4.42 ft/s
Velocity Head
0.30 ft
Specific Energy
0.61 ft
Froude Number
1.98
Flow is supercritical.
11 /28/00
' 08:10:48 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
Pond Outfall Swale, Freeboard
Cross Section for Triangular Channel
Project Description
Project File
c:\haestad\fmw\oakridge.fm2
Worksheet
Outfall Swale
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings Coefficient
0.030
Channel Slope
0.100000 ft/ft
Depth
0.31 ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
Discharge
1.69 cfs
0.31 ft
1N
V
H 1
NTS
11 /28/00
' 08:10:58 AM
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
'
Pond Outfall Swale
'
Plotted Curves for Triangular Channel
Project Description
'
Project File
c:\haestad\fmw\oakridge.fm2
Worksheet
Outfall Swale
'
Flow Element
Method
Triangular Channel
Manning's Formula
Solve For
Channel Depth
'
Constant Data
Mannings Coefficient 0.030
'
Channel Slope
0.100000 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
Input Data
Minimum Maximum Increment
Discharge
0.00 3.00 0.01 cfs
1 0.4
1 0.35
0.3
0.25
L
' a
N
0.2
C
' C
C
ftS
U 0.15
' 0.05
I
Channel Depth vs Discharge
-------------- _r-------------- r______________�
I 1 I I
� ,
I
1 I
I
1
I
I
1 I
I
1
I
I
1 I
I
1
I
---,--------------I---------------,---------------1---------
----------
1
1_
------ ---- ---
- ---,
1
I
1
I
I
1
I
1 J
L
L
J
I 1
I
I
I 1
1
1
1
1
I
1
1
1
1
I
1
I 1
I
1
1
1
I 1
I
1
I 1
I
1
1
I I
1
I
1
1
I 1
I
1
I
I I
I
1
1
I I
I
I
____ __ _
I _____________
I_ ____________
__
!
1
I
I
1
1
I
1 1
1
I
I
1
1
I
-
1 1
1
1 I
1
I I
1
I
I
I 1
1
I
I I
1
I
I
I I
1
I
I
1 I
1
1
I
I
-- - ------ -- ---'---- ---- ---- - -'-
--- -- ----- --- --------------'---------------'--------------'
1 1
1
1
1
I
1 1
I
I
I
1
1 1
I
1
1
I
1 1
I
I
1
1-
1 1
I
I
1
1
1 1
I
I
1
1 I
I
I
1
.0'
0.0 0.5 1.0 1.5 2.0 2.5 3.0
Discharge (cfs)
11/27/00 - FlowMasler v5.13
' - 03:53:36 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
I
1
I
I
I
11
I
H
1
u
I
I
I
I
I
1
APPENDIX E
RIPRAP DESIGN
19
1
' The Sear -Brown Group
UDFCD Riprap Design
' Project: NHA @ Fort Collins Designer. MLC
Project #. 922-002 Date: November 21, 2000
Location: Storm Drain Al Outlet to Detention Pond
' Pipe dia.: 18 in Tailwater. 0.75 ft (known)
Discharge 7.63 cfs Max Vel.: 5 ft/s (soil dependent)
' 1. Required riprap type:
Q/D12.5 = 2.77 < 6 --> use design charts
D = 1.50 ft 0
' YUD = 0.50
Q/D^1.5 = 4.15
d50 = 2.63 in --> 0 in
> Use geotextile or minimum riprap gradation.
2. Expansion factor:
1 / [2 tan(theta)] = 2.2
' 3. Riprap length:
At = QN = 1.53 ft2
' L = 1/[2tan(theta)]'(At/Yt - D) = 1 ft
4. Governing limits:
L> 3D = 5 ft increase length to 5 ft
L<10D= 15 ft =>1 ft -->OK
5. Maximum depth:
tDepth = 2d50 = 2 (0 in / 12) = 0.00 ft
6. Bedding:
Use 1 ft thick layer of Type II (CDOT Class A)
bedding material.
7. Riprap width:
Width = 3D = 3 (18 in /12) = 5 ft
Summary:
' geotextile or minimum riprap gradation.
Length = 5 ft
Depth = 0 ft
Width = 5 ft
1
21-Nov-2000
The Sear -Brown Group
UDFCD Riprap Design
' Project: NHA @ Fort Collins Designer. MLC
Project #: 922-002 Date: August 22, 2000
' Location: Storm Drain A2 Outlet to Detention Pond
Pipe dia.: 15 in Tailwater.• 0.625 ft (known)
Discharge 4.21 cfs Max Vel.: 5 ft/s (soil dependent)
' 1. Required riprap type:
Q/DA2.5 = 2.41 < 6 --> use design charts
D = 1.25 ft 0
' Yt/D = 0.50
Q/DAl.5 = 3.01
d50 = 1.91 in --> 0 in
--> Use geotextile or minimum riprap gradation.
2. Expansion factor:
1 / [2 tan(theta)] = 2.2
' 3. Riprap length:
At = Q/V = 0.84 ft2
L = 1/[2tan(theta)]'(AUYt - D) = 0 ft
4. Governing limits:
L> 3D = 4 ft increase length to 4 ft
L<1OD= 13 ft =>0ft-->OK
5. Maximum depth:
Depth = 2d50 = 2 (0 in / 12) = 0.00 ft
6. Bedding:
Use 1 ft thick layer of Type II (CDOT Class A)
bedding material.
7. Riprap width:
' Width = 3D = 3 (15 in /12) = 4 ft
Summary.
geotextile or minimum riprap gradation.
Length = 4 ft
Depth = 0 ft
Width = 4 ft
1
UI
t22-Aug-2000
The Sear -Brown Group
UDFCD Riprap Design
' Project: NHA @ Fort Collins Designer., MLC
Project #: 922-002 Date: 22-Aug-2000
Location: Curb Cut in Basin 5 to Detention Pond
Box width: 2 ft Tailwater 0.48 ft (known)
Box height: 0.48 ft Max Vel.: 5 ft/s (soil dependent)
Discharge: 0.7 cfs
' 1. Required riprap type:
Q/WH^1.5 1.05 < 8 --> use design charts
' H = 0.48 ft 0
Yt/H = 1.00
Q/WH^0.5 0.51
d50 = 0.08 in --> 0 in
' --> Use Use geotextile or minimum riprap gradation.
2. Expansion factor:
' 1 / [2 tan(theta)] = 6.6
3. Riprap length:
' At = Q/V = 0.14 ft2
L = 1/[2tan(theta)]'(AUYt - W) _ -11 ft
4. Governing limits:
L> 3H = 1 ft increase length to 1 ft
L<10H= 5 ft =>-11ft-->OK
5. Maximum depth:
Depth = 2d50 = 2 (0 in / 12) = 0 ft
' 6. Bedding:
Use 1 ft thick layer of Type II (CDOT Class A)
bedding material.
7. Riprap width (minimum):
Width =2H=2(2ft) = 4 ft
(Extend riprap to minimum of culvert height or normal channel depth.)
' Summary:
Use geotextile or minimum riprap gradation.
Length = 1 ft
' Depth = 0 ft
Width = 4 ft
11
' 22-Aug-2000
' The Sear -Brown Group
UDFCD Riprap Design
' Project. NHA @ Fort Collins Designer. • MLC
Project #: 922-002 Date: 22-Aug-2000
Location: Curb Cut in Basin 6 to Detention Pond
Box width: 2 ft Tailwater.• 0.48 ft (known)
Box height: 0.48 ft Max Vel.: 5 ft/s (soil dependent)
Discharge: 3.48 cfs
' 1. Required riprap type:
Q/WHAl .5 5.23 < 8 --> use design charts
' H = 0.48 ft 0
Yt/H = 1.00
Q/WH^0.5 2.51
d50 = 0.42 in --> 0 in
' --- > Use Use geotextile or minimum riprap gradation.
2. Expansion factor:
t1 / [2 tan(theta)] = 6.6
3. Riprap length:
At = QN = 0.696 ft2
L = 1/[2tan(theta)]'(At/Yt - W) _ -4 ft
4. Governing limits:
L> 3H = 1 ft increase length to 1 ft
L<1OH= 5 ft =>-4ft-->OK
5. Maximum depth:
Depth = 2d50 = 2 (0 in / 12) = 0 ft
6. Bedding:
' Use 1 ft thick layer of Type II (CDOT Class A)
bedding material.
' 7. Riprap width (minimum):
Width = 2H = 2 (2 ft) = 4 ft
(Extend riprap to minimum of culvert height or normal channel depth.)
' Summary:
Use geotextile or minimum riprap gradation.
Length = 1 ft
' Depth = 0 ft
Width = 4 ft
11
1
' 22-Aug-2000
1
A
1
1
1
1
1
1
1
1
1
A
1
1
1
1
The Sear -Brown Group
UDFCD Riprap Design
Project. NHA @ Fort Collins
Designer. • MLC
Project A 922-002
Date: August 22, 2000
Location: Detention Pond Outfall Pipe
Pipe dia.: 12 in
Tailwater: 0.5 ft (known)
Discharge 1.51 cfs
Max Vel.: 5 ft/s (soil dependent)
1. Required rfprap type:
Q/D12.5 = 1.51 < 6 --> use design charts
D = 1.00 ft
0
Yt/D = 0.50
Q/DAl.5 = 1.51
d50 = 0.96 in -->
0 in
- --> Use geotextile or minimum riprap gradation.
2. Expansion factor:
1 / [2 tan(theta)] = 2.2
3. Riprap length:
At = Q/V =
0.30 ft2
L = 1/[2tan(theta)]'(At/Yt - D) _
-1 ft
4. Governing limits:
L> 3D = 3 ft
increase length to 3 ft
L<1OD= 10ft
=>-1ft-->OK
5. Maximum depth:
Depth = 2d50 = 2 (0 in / 12) =
0.00 ft
6. Bedding:
Use 1 ft thick layer of Type II (CDOT Class A)
bedding material.
7. Riprap width:
Width = 3D = 3 (12 in /12) = 3 ft
Summary:
geotextile or minimum riprap gradation.
Length = 3 ft
Depth = 0 ft
Width = 3 ft
22-Aug-2000
I
Id
I
APPENDIX F
POND VOLUME
20
FAA
11
J
11
1
F-
L
Weighted Runoff Coefficients
NHA Assisted Living
922-002
UD Pond
Outflow rate adjustment factor for FAA Method
I
Page 1
I
'
100-year NHA Pond Sizing
---------------------------------------------------------------------------
---------------------------------------------------------------------------
DETENTION
POND SIZING BY FAA METHOD
'
Developed by
Civil Eng. Dept.,
U. of Colorado
Supported by Denver Metro Cities/Counties
Pool Fund Study
Denver
Drainage
District, Colorado
---------
-Urban
-and -Flood
-Control
EXECUTED ON
04-17-2001 AT TIME 15:33:23
PROJECT TITLE:
NHA Assisted Living
**** DRAINAGE
BASIN DESCRIPTION
BASIN ID NUMBER
= 1.00
BASIN AREA (acre)= 2.51
RUNOFF COEF
= 0.89
***** DESIGN
RAINFALL STATISTICS
DESIGN
RETURN PERIOD (YEARS) = 100.00
INTENSITY(IN/HR)-DURATION(MIN)
TABLE IS
GIVEN
DURATION
5 10 20 30
40 50
60 80 100 120 150 180
INTENSITY
9.9 7.7 5.6 4.5
3.7 3.2
2.9 2.4 2.1 1.8 1.2 1.0
POND
OUTFLOW CHARACTERISTICS:
MAXIMUM
ALLOWABLE RELEASE RATE
- .96 CFS
OUTFLOW
ADJUSTMENT FACTOR
= .99
AVERAGE
RELEASE RATE
_ .9504 CFS
AVERAGE
RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR.
***** COMPUTATION OF POND SIZE
RAINFALL
RAINFALL INFLOW
OUTFLOW-
REQUIRED
DURATION
INTENSITY VOLUME
VOLUME
STORAGE
MINUTE
INCH/HR ACRE -FT
ACRE -FT
ACRE-FT
---------
0.15
0.01
0.15
10.00
7.70 0.24
0.01
0.23
15.00
6.65 0.31
0.02
0.29
20.00
5.60 0.35
0.03
0.32
'
25.00
5.05 0.39
0.03
0.36
30.00
4.50 0.42
0.04
0.38
35.00
4.10 0.45
0.05
0.40
40.00
3.70 0.46
0.05
0.41
45.00
3.45 0.48
0.06
0.42
50.00
3.20 0.50
0.07
0.43
55.00
3.05 0.52
0.07
0.45
60.00
65.00
2.90 0.54
2.78 0.56
0.08
0.09
0.46
0.47
70.00
2.65 0.58
0.09
0.48
75.00
2.53 0.59
0.10
0.49
80.00
2.40 0.60
0.10
0.49
85.00
2.33 0.61
0.11
0.50
90.00
2.25 0.63
0.12
0.51
95.00
2.18 0.64
0.12
0.52
100.00
2.10 0.65
0.13
0.52
105.00
110.00
2.02 0.66
1.95 0.67
0.14
0.14
0.52
0.52
115.00
1.88 0.67
0.15
0.52
120.00
1.80 0.67
0.16
0.51
125.00
1.70 0.66
0.16
0.50
11
130.00 1.60 0.65 0.17 0.48
135.00 1.50 0.63 0.18 0.45
-----------------------------------------------------
THE REQUIRED POND SIZE = .520544 ACRE -FT
THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 105 MINUTES
***** GEOMETRIES OF
AN EQUIVALENT CIRCULAR POND
------------
----------
------------
-----------
-------
STAGE
CONTOUR
CONTOUR
POND
POND
(DEPTH)
DIAMETER
AREA
SIDE SLP
STORAGE
'
FEET
0.00
FEET
-------------------------------------------
94.20
ACRE
0.16
FT/FT
4.00
ACRE -FT
0.00
0.50
98.20
0.17
4.00
0.08
1.00
102.20
0.19
4.00
0.17
1.50
106.20
0.20
4.00
0.27
2.00
110.20
0.22
4.00
0.38
2.50
114.20
0.24
4.00
0.49
3.00
118.20
0.25
4.00
0.61
'
3.50
---------------------------------------------
122.20
0.27
4.00
0.74
-4.00
0.61
1
1
I
' 10-year NHA Pond Sizing
DETENTION
POND SIZING BY FAA METHOD
'
Developed by
Civil Eng. Dept.,
U. of Colorado
Supported by Denver Metro Cities/Counties Pool Fund Study
--- Denver
Urban Drainage
and -Flood -Control District_ Colorado ------
EXECUTED ON
04-17-2001 AT TIME
15:56:16
'
PROJECT TITLE:
NHA Assisted Living
**** DRAINAGE BASIN DESCRIPTION
'
BASIN ID NUMBER =
1.00
BASIN AREA (acre)=
2.51
RUNOFF COEF =
0.71
***** DESIGN RAINFALL STATISTICS
DESIGN
RETURN PERIOD (YEARS)
= 100.00
INTENSITY(IN/HR)-DURATION(MIN)
TABLE IS
GIVEN
DURATION
5 10 20 30
40 50
60 80 100 120 150 180
INTENSITY
4.9 3.8 2.7 2.2
1.8 1.6
1.4 1.1 1.0 0.9 0.8 0.6
POND
OUTFLOW CHARACTERISTICS:
MAXIMUM ALLOWABLE RELEASE
RATE
-.39 CFS
OUTFLOW ADJUSTMENT FACTOR
= .99
AVERAGE RELEASE RATE
_ .3861 CFS
'
AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR.
***** COMPUTATION OF POND SIZE
RAINFALL
RAINFALL INFLOW
OUTFLOW
REQUIRED
DURATION INTENSITY VOLUME
VOLUME
STORAGE
MINUTE
INCH/HR ACRE -FT
ACRE -FT
ACRE -FT
-----'-----------"'-----"------"'-------
0.00
0.00 0.00
0.00
0.00
5.00
4.90 0.06
0.00
0.06
10.00
3.80 0.09
0.01
0.09
15.00
3.25 0.12
0.01
0.11
'
20.00
2.70 0.13
0.01
0.12
25.00
2.45 0.15
0.01
0.14
30.00
2.20 0.16
0.02
0.15
35.00
2.00 0.17
0.02
0.15
40.00
1.80 0.18
0.02
0.16
'
45.00
1.70 0.19
0.02
0.17
50.00
1.60 0.20
0.03
0.17
55.00
1.50 0.20
0.03
0.17
60.00
65.00
1.40 0.21
1.33 0.21
0.03
0.03
0.18
0.18
70.00
1.25 0.22
0.04
0.18
75.00
1.17 0.22
0.04
0.18
80.00
1.10 0.22
0.04
0.18
85.00
1.08 0.23
0.05
0.18
'
90.00
1.05 0.23
0.05
0.19
95.00
1.02 0.24
0.05
0.19
100.00
1.00 0.25
0.05
0.19
'
105.00
110.00
0.98 0.25
0.95 0.26
0.06
0.06
0.20
0.20
115.00
0.92 0.26
0.06
0.20
120.00
0.90 0.27
0.06
0.20
125.00
0.88 0.27
0.07
0.21
F-1
L
'
130.00
0.87
0.28
0.07
0.21
135.00
0.85
0.28
0.07
0.21
140.00
0.83
0.29
0.07
0.21
145.00
0.82
0.29
0.08
0.22
150.00
0.80
0.30
0.08
0.22
'
155.00
0.77
0.29
0.08
0.21
160.00
0.73
0.29
0.09
0.21
165.00
0.70
0.29
0.09
0.20
170.00
0.67
0.28
0.09
0.19
'
175.00
0.63
0.27
0.09
0.18
180.00
0.60
0.27
0.10
0.17
-----------------------------------------------------
THE REQUIRED POND SIZE
_ .2172439 ACRE -FT
THE RAINFALL DURATION
FOR THE
ABOVE POND
STORAGE= 150 MINUTES
***** GEOMETRIES OF AN
EQUIVALENT CIRCULAR POND
---------
-------------
--- ---------------------------
STAGE
CONTOUR CONTOUUR
POND
POND
(DEPTH)
DIAMETER
AREA
SIDE SLP
STORAGE
'
FEET
0.00
FEET
-------------------------------------------
94.20
ACRE
0.16
FT/FT
4.00
ACRE -FT
0.00
0.50
98.20
0.17
4.00
0.08
1.00
102.20
0.19
4.00
0.17
1.50
106.20
0.20
4.00
0.27
2.00
110.20
0.22
4.00
0.38
2.50
114.20
0.24
4.00
0.49
---- ------
-4.00
-----------------------------------
0.38
2.50
114.
1
I
1
APPENDIX G
i
1 WATER QUALITY CAPTURE
VOLUME AND OUTLET
1 STRUCTURE DESIGN
1
1
1
1
1
1
1
1
r
1
1
1
21
1
NHA Assisted Living
Detention Pond Stage Storage Curve
Detention Pond
'
Cumulative
Elev Area
Area
Storage
Storage
(ft) (ft2)
(ac)
(ac-ft)
(ac-ft)
'
4967.11 0
0.00
0.00
0.00
4968 6,125
0.14
0.04
0.04
4968.35 7,684
0.18
0.05
0.10 WQCV Elevation
4969 10,630
0.24
0.14
0.23
4970 12,460
0.29
0.26
0.49
4971 14,630
0.34
0.31
0.80
'
4972 17,270
0.40
0.36
1.116
Storage from detention pond design
for site only.
Interpolate the water surface elevation for the 100-year storage in detention pond:
Enter
'
Required
Storage
W.S. Elev.
(WQCV)
(ac-ft)
(ft)
'
Linear: 0.10
4968.35
922-002
Area -Capacity Curve
0.45
1
0.40
0.35
1
m
0.30
1
u
Q
0.25
T
0.20
1
0.15
0
in
0.10
C1
0-,(;;
0
0.00
0
4967.11
4968 4968.35 4969 4970 4971
4972
Stage (ft el)
-f-Area -+--Capacity
M:\JOBS1g22-002\data\Drainage\Detention Pond\[Pond Stage-Storage.xls]Pond A
April 17, 2001
NHA Assisted Living
922-002
Detention Pond Stage Storage Curve
Detention Pond
Cumulative
Elev Area
Area
Storage
Storage
(ft) (ft2)
(ac)
(ac-ft)
(ac-ft)
4967.11 0
0.00
0.00
0.00
4968 6,125
0.14
0.00
0.00
4968.35 7,684
0.18
0.00
0.00 WQCV Elevation
4969 10,630
0.24
0.14
0.14 H = 1.24
4970 12,460
0.29
0.26
0.40
4971 14,630
0.34
0.31
0.71
4972 17,270
0.40
0.36
1.007
Storage from detention pond design
_
for site only.
Interpolate the water surface elevation for the 100-year storage in detention pond:
Enter
Required
Storage
W.S. Elev.
(FAA POND)
(ac-ft)
(ft)
Linear: 0.52
4970.38
100-Year WSEL
Linear: 0.22
4969.41
10-Year WSEL
Area -Capacity Curve
0.45
1
0.40
m
0.35
1
0.30
1
�
0.25
1
m
u
0.20
u
0.15
0
C
y
0.10
V
0
0.00
p
4967.11
4968 4968.35 4969 4970 4971 4972
Stage (ft el)
-�-Area -�-Capacity
M:\JOBS\922-002\data\Drainage\Detention
Pond\[Pond Stage-Storage.xlslPond A
April 17, 2001
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1
2ELEASE RATES (cfs)
(From Master Plan) (From Rating Table) 'Release
NHA @ Fort Collins Total NHA @ Fort Collins Total Difference
Actual Actual
0-Year 0.39 0.39 0.00
I00-Year 0.96 0.96 0.00
' Release Difference is the difference between maximum allowable historic releases and actual developed releases. A positive
1
difference means release is within allowable historic release rates. A negative difference (if in parentheses) means release rates
are above allowable historic releases and needs City of Fort Collins approval.
(From Master Plan) = 0.2 cfs/acre for 10-year and 0.5 cfs/acre for 100-year. .
1
(From SWMM) = required storage per SWMM run calculations.
Maximum = maximum allowable per Master Plan.
Actual = SWMM run calculated releases for proposed developed conditions.
1
1
0
11
1
1
1
1
L
1
1
1
11
1
1
r
Design Procedure Form: Extended betention Basin (EDB) - Sedimentation Facility
Sheet 1 of 3
Designer:
Lee Cunning, P.E.
Company:
Sear -Brown
Date:
August 24, 2000
Project:
NHA Assisted Living
Location:
Fort Collins
1. Basin Storage Volume
la = 90.00 %
A) Tributary Area's Imperviousness Ratio (i = la / 100) i = 0.90
B) Contributing Watershed Area (Area) Area = 2.51 acres
C) Water Quality Capture Volume (WQCV) WQCV = 0.40 watershed inches
(WQCV =1.0`(0.91 `13-1.19`12+0.78`1))
D) Design Volume: Vol = (WQCV / 12) ` Area ` 1.2 Vol = 0.101 acre-feet
2. Outlet Works
A) Outlet Type (Check One) X Orifice Plate
Perforated Riser Pipe
Other:
B) Depth at Outlet Above Lowest Perforation (H)
H =
1.24
feet
C) Required Maximum Outlet Area per Row, (Ac)
Ao =
0.44
square inches
D) Perforation Dimensions (enter one only):
I) Circular Perforation Diameter OR
D =
0.2000
inches, OR
ii) 2" Height Rectangular Perforation Width
W =
inches
E) Number of Columns (nc, See Table 6a-1 For Maximum)
nc =
14
number
F) Actual Design Outlet Area per Row (Ac)
Ao =
0.44
square inches
G) Number of Rows (nr)
nr =
4
number
H) Total Outlet Area (k,)
Act =
1.63
square inches
3. Trash Rack
A) Needed Open Area: A, = 0.5 ` (Figure 7 Value)' At At = 61 square inches
B) Type of Outlet Opening (Check One) X <_ 2" Diameter Round
2" High Rectangular
Other:
C) For 2", or Smaller, Round Opening (Ref.: Figure 6a):
i) Width of Trash Rack and Concrete Opening (Wconc)
from Table 6a-1 Wcoot - 42 inches
-
ii) Height of Trash Rack Screen (HTR) HTR = 39 inches
UDFCD Form.xls, EDB
Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility
Sheet 2 of 3
Designer:
Lee Cunning, P.E.
Company:
Sear -Brown
Date:
August 24, 2000
Project:
NHA Assisted Living
Location:
Fort Collins
iii) Type of Screen (Based on Depth H), Describe if "Other"
x
S.S. #93 VEE Wire (US Filter)
Other:
iv) Screen Opening Slot Dimension, Describe if "Other"
x
0.139" (US Filter)
Other:
v) Spacing of Support Rod (O.C.)
1.00
inches
Type and Size of Support Rod (Ref.: Table 6a-2)
TE 0.105 in. x 1.00 in.
vi) Type and Size of Holding Frame (Ref.: Table 6a-2)
1.25 In. x 1.50 in. angle
D) For 2" High Rectangular opening (Refer to Figure 6b):
1) Width of Rectangular Opening (W)
W =
inches
ii) Width of Perforated Plate Opening (Wco", = W + 12")
Woonc =
inches
iii) Width of Trashrack Opening Amning) from Table 6b-1
Wape,,;,,g =
inches
iv) Height of Trash Rack Screen (HTR)
HTR =
inches
v) Type of Screen (based on depth H) (Describe if "Other")
KlempTm KPP Series Aluminum
Other:
vi) Cross -bar Spacing (Based on Table 6b-1, KlempTm KPP
inches
Grating). Describe if "Other"
Other:
vii) Minimum Bearing Bar Size (KlempTM Series, Table 6b-2)
(Based on depth of WQCV surcharge)
4. Detention Basin length to width ratio (L/W)
5 Pre -sedimentation Forebay Basin - Enter design values
A) Volume (5 to 10% of the Design Volume in 1 D) acre-feet
B) Surface Area acres
C) Connector Pipe Diameter inches
(Size to drain this volume in 5-minutes under inlet control)
D) Paved/Hard Bottom and Sides yes/no
UDFCD Form.xls, EDB
Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility
Sheet 3 of 3
Designer:
Lee Cunning, P.E.
Company:
Sear -Brown
Date:
August 24, 2000
Project:
NHA Assisted Living
Location:
Fort Collins
6. Two -Stage Design
A) Top Stage (DwQ = 2' Minimum)
DwQ =
feet
Storage=
acre-feet
B) Bottom Stage (DBS = DwQ+ 1.5' Minimum, Dwo+ 3.0' Maximum,
DBs =
feet
Storage = 5% to 15% of Total WOCV)
Storage=
acre-feet
Surf. Area=
acres
C) Micro Pool (Minimum Depth = the Larger of
Depth=
feet
0.5 ' Top Stage Depth or 2.5 Feet)
Storage=
acre-feet
Surf. Area=
acres
D) Total Volume: Vol,,, = Storage from 5A + 6A + 6B
Vol,a, =
acre-feet
Must be >_ Design Volume in 1 D
7. Basin Side Slopes (Z, horizontal distance per unit vertical)
Z =
(horizontal/vertical)
Minimum Z = 4, Flatter Preferred
8. Dam Embankment Side Slopes (Z, horizontal distance)
Z =
3.00 (horizontal/vertical)
per unit vertical) Minimum Z = 3, Flatter Preferred
9. Vegetation (Check the method or describe "Other")
Native Grass
Irrigated Turf Grass
Other:
Notes:
u
UDFCD Form.xls, EDB
I
1
LI
1
DRAINAGE CRITERIA MANUAL (V. 3) STRUCTURAL BEST MANAGEMENT PRACTICES
6.0 EXTENDED DETENTION BASIN (EDB?— SEDIMENTATION FACILITY
6.1 Description
An extended detention basin (EDB) is a sedimentation basin designed to totally drain dry sometime after
stormwater runoff ends. It is an adaptation of a detention basin used for flood control. The primary
difference is in the outlet design. The EDB uses a much smaller outlet that extends the emptying time of
the more frequently occurring runoff events to facilitate pollutant removal. The EDB§ drain time for the
brim -full water quality capture volume (i.e., time to fully evacuate the design capture volume) of 40 hours
is recommended to remove a significant portion of fine particulate pollutants found in urban stormwater
runoff. Soluble pollutant removal can be somewhat enhanced by providing a small wetland marsh or
ponding area in the basin's bottom to promote biological uptake. The basins are considered to be "dry"
because they are designed not to have a significant permanent pool of water remaining between storm
runoff events. However, EDB may develop wetland vegetation and sometimes shallow pools in the
bottom portions of the facilities.
6.2 General Application
An EDB can be used to enhance stormwater runoff quality and reduce peak stormwater runoff rates. If
these basins are constructed early in the development cycle, they can also be used to trap sediment
from construction activities within the tributary drainage area. The accumulated sediment, however, will
need to be removed after upstream land disturbances cease and before the basin is placed into final
long-term use. Also, an EDB can sometimes be retrofitted into existing flood control detention basins.
EDBs can be used to improve the quality of urban runoff from roads, parking lots, residential
neighborhoods, commercial areas, and industrial sites and are generally used for regional or follow-up
'
treatment. They can also be used as an onsite BMP and work well in conjunction with other BMPs, such
as upstream onsite source controls and downstream infiltration/filtration basins or wetland channels. If
9-1-99
Urban Drainage and Flood Control District
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IJ
STRUCTURAL BEST MANAGEMENT PRACTICES DRAINAGE CRITERIA MANUAL (V. 3)
I
1
desired, a flood routing detention volume can be provided above the water quality capture volume
(WQCV) of the basin.
6.3 Advantages/Disadvantages
6.3.1 General. An EDB can be designed to provide other benefits such as recreation and open space
opportunities in addition to reducing peak runoff rates and improving water quality,. They are effective in
removing particulate matter and the associate heavy metals and other pollutants. As with other BMPs,
safety issues need to be addressed through proper design.
6.3.2 Physical Site Suitability. Normally, the land required for an EDB is approximately 0.5 to
2.0 percent of the total tributary development area. In high groundwater areas, consider the use of
retention ponds (RP) instead in order to avoid many of the problems that can occur when the EDB's
bottom is located below the seasonal high water table. Soil maps should be consulted, and soil borings
may be needed to establish design geotechnical parameters.
6.3.3 Pollutant Removal. The pollutant removal range of an EDB was presented in Table SQ-6 in the
Stormwater Quality Management chapter of this volume. Removal of suspended solids and metals can
be moderate to high, and removal of nutrients is low to moderate. The removal of nutrients can be
improved when a small shallow pool or wetland is included as part of the basin's bottom or the basin is
followed by BMPs more efficient at removing soluble pollutants, such as a filtration system, constructed
wetlands or wetland channels.
The major factor controlling the degree of pollutant removal is the emptying time provided by the outlet.
The rate and degree of removal will also depend on influent particle sizes. Metals, oil and grease, and
some nutrients have a close affinity for suspended sediment and will be removed partially through
sedimentation.
6.3.4 Aesthetics and Multiple Uses. Since an EDB is designed to drain very slowly, its bottom and
lower portions will be inundated frequently for extended periods of time. Grasses in this frequently
inundated zone will tend to die off, with only the species that can survive the specific environment at
each site eventually prevailing. In addition, the bottom will be the depository of all the sediment that
settles out in the basin. As a result, the bottom can be muddy and may have an undesirable appearance
to some. To reduce this problem and to improve the basin's availability for other uses (such as open
space habitat passive recreation), it is suggested that the designer provide a lower -stage basin as
suggested in the Two Stage Design procedure. As an alternative, a retention pond (RP) could be used, in
which the settling occurs primarily within the permanent pool.
S-36
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Urban Drainage and Flood Control District
' DRAINAGE CRITERIA MANUAL (V. 3) STRUCTURAL BEST MANAGEMENT PRACTICES
6.4 Design Considerations
' Whenever desirable and feasible, incorporate the EDB within a larger flood control basin. Also, whenever
possible try to provide within the basin for other urban uses such as passive recreation, and wildlife
habitat. If multiple uses are being contemplated, consider the multiple -stage detention basin to limit
inundation of passive recreational areas to one or two occurrences a year. Generally, the area within the
WQCV is not well suited for active recreation facilities such as ballparks, playing fields, and picnic areas.
' These are best located above the WQCV pool level.
Figure EDB-1 shows a representative layout of an EDB. Although flood control storage can be
accomplished by providing a storage volume above the water quality storage, how best to accomplish
this is not included in this discussion. Whether or not flood storage is provided, all embankments should
be protected from catastrophic failure when runoff exceeds the design event. The State Engineer's
regulatory requirements for larger dam embankments and storage volumes must be followed whenever
' regulatory height and/or volume thresholds are exceeded. Below those thresholds, the engineer should
design the embankment -spillway -outlet system so that catastrophic failure will not occur.
Perforated outlet and trash rack configurations are illustrated in the typical details section. Figure EDP-3
equates the WQCV that needs to be emptied over 40 hours, to the total required area of perforations per
row for the standard configurations shown in that section. The chart is based on the rows being equally
spaced vertically at 4-inch centers. This total area of perforations per row is then used to determine the
number of uniformly sized holes per row (see detail in the typical details section). One or more
'
perforated columns on a perforated orifice plate integrated into the front of the outlet can be used. Other
types of outlets may also be used, provided they control the release of the WQCV in a manner consistent
with the drain time requirements and are approved in advance by the District.
Although the soil types beneath the pond seldom prevent the use of this BMP, they should be considered
'
during design. Any potential exfiltration capacity should be considered a short-term characteristic and
ignored in the design of the WQCV because exfiltration will decrease over time as the soils clog with fine
sediment and as the groundwater beneath the basin develops a mound that surfaces into the basin.
'
High
groundwater should not preclude the use of an EDB. Groundwater, however, should to be
considered during design and construction, and the outlet design must account for any upstream base
flows that enter the basin or that may result from basin
groundwater surfacing within the itself.
Stable, all weather access to critical elements of the pond, such as the inlet, outlet, spillway, and
sediment collection areas must be provided for maintenance purposes.
1
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Urban Drainage and Flood Control District
' STRUCTURAL BEST MANAGEMENT PRACTICES DRAINAGE CRITERIA MANUAL (V. 3)
' 6.5 Design Procedure and Criteria
' The following steps outline the design procedure and criteria for an EDB.
1. Basin Storage Volume Provide a storage volume equal to 120 percent of the WQCV based on
a 40-hour drain time, above the lowest outlet (i.e., perforation) in the
basin. The additional 20 percent of storage volume provides for
sediment accumulation and the resultant loss in storage volume.
A. Determine the WQCV tributary catchment's percent imperviousness.
Account for the effects of DCIA, if any, on Effective Imperviousness.
Using Figure ND-1, determine the reduction in impervious area to
use with WQCV calculations.
' B. Find the required storage volume (watershed inches of runoff):
Determine the Required WQCV (watershed inches of runoff) using
Figure EDB-2, based on the EDB's 40-hour drain time.
Calculate the Design Volume in acre-feet as follows:
Design Volume = I W 12 V 1 * Area * 1.2
In which:
Area = The watershed area tributary to the extended
detention pond
1.2 factor = Multiplier of 1.2 to account for the additional
20% of required storage for sediment
accumulation
' 2. Outlet Works The Outlet Works are to be designed to release the WQCV (i.e., not the
"Design Volume") over a 40-hour period, with no more than 50 percent
of the WQCV being released in 12 hours. Refer to the Water Quality
Structure Details section for schematics pertaining to structure
geometry, grates, trash racks, and screens, outlet type: orifice plate or
perforated riser pipe; cutoff collar size and location; and all other
necessary components.
1 For a perforated outlet, use Figure EDB-3 to calculate the required area
per row based on WQCV and the depth of perforations at the outlet. See
' the Water Quality Structure Details section to determine the appropriate
perforation geometry and number of rows (The lowest perforations
should be set at the water surface elevation of the outlet micropool). The
total outlet area can then be calculated by multiplying the the area per
' row by the number of rows.
11
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Urban Drainage and Flood Control District
' DRAINAGE CRITERIA MANUAL (V. 3) STRUCTURAL BEST MANAGEMENT PRACTICES
'
3. Trash Rack Provide a trash rack of sufficient size to prevent clogging of the primary
water quality outlet. Size the rack so as not to interfere with the hydraulic
'
capacity of the outlet. Using the total outlet area and the selected
perforation diameter (or height), Figures 6, 6a or 7 in the Water Quality
Structure Details section will help to detemrine the minimum open area
required for the trash rack. If a perforated vertical plate or riser is used
'
as suggested in the Manual, use one-half of the total outlet area to
calculate the trash rack's size. This accounts for the variable inundation
of the outlet orifices. Figures 6 and 6a were developed as suggested
standardized outlet designs for smaller sites.
4. Basin Shape Shape the pond whenever possible with a gradual expansion from the
inlet and a gradual contraction toward the outlet, thereby minimizing
short circuiting. The basin length to width ratio between the inlet and the
outlet should be between 2:1 to 3:1, with the larger being preferred. It
may be necessary to modify the inlet and outlet points through the use
of pipes, swales or channels to accomplish this.
5. Two -Stage Design A two -stage design with a pool that fills often with frequently occurring
runoff minimizes standing water and sediment deposition in the
'
remainder of the basin. The two stages are as follows:
A. Top Stage: The top stage should be 2 or more feet deep with its
bottom sloped at 2 percent toward the low flow channel.
'
B. Bottom Stage: The active storage basin of the bottom stage should
be 1.5 to 3 feet deeper than the top stage and store 5 to 15 percent
of the WQCV. Provide a micro -pool below the bottom active storage
volume of the lower stage at the outlet point. The pool should be''/z
'
the depth of the upper WQCV depth or 2.5 feet, whichever is the
larger.
6. Low -Flow Channel Conveys low flows from the forebay to the bottom stage. Erosion
protection should be provided where the low -flow channel enters bottom
stage. Lining the low flow channel with concrete is recommended.
Otherwise line its sides with VL Type riprap and bottom with concrete.
Make it at least 9 inches deep, at a minimum provide capacity equal to
twice the release capacity at the upstream forebay outlet.
'
7. Basin Side Slopes Basin side slopes should be stable and gentle to facilitate maintenance
and access. Side slopes should be no steeper than 4:1, the flatter, the
better and safer.
'
8. Dam Embankment The embankment should be designed not to fail during a 100-year and
larger storms. Embankment slopes should be no steeper than 3:1,
preferably 4:1 or flatter, and planted with turf forming grasses. Poorly
compacted native soils should be excavated and replaced. Embankment
soils should be compacted to at least 95 percent of their maximum
density according to ASTM D 698-70 (Modified Proctor). Spillway
structures and overflows should be designed in accordance with local
drainage criteria and should consider UDFCD drop -structure design
guidelines.
9. Vegetation Bottom vegetation provides erosion control and sediment entrapment.
Pond bottom, berms, and side sloping areas may be planted with native
grasses or with irrigated turf, depending on the local setting.
C
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' Urban Drainage and Flood Control District
I
1
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STRUCTURAL BEST MANAGEMENT PRACTICES DRAINAGE CRITERIA MANUAL (V. 3)
10. Access All weather stable access to the bottom, forebay, and outlet works area
shall be provided for maintenance vehicles. Maximum grades should be
10 percent, and a solid driving surface of gravel, rock, concrete, or
gravel -stabilized turf should be provided.
11. Inlet
Dissipate flow energy at pond's inflow point(s) to limit erosion and
promote particle sedimentation. Inlets should be designed in accordance
with UDFCD drop structure criteria or as another type of an energy
dissipating structure.
12. Forebay Design
Provide the opportunity for larger particles to settle out in the inlet in an
area that has a solid surface bottom to facilitate mechanical sediment
removal. A rock berm should be constructed between the forebay and
the main EDB. The forebay volume of the permanent pool should be 5
to 10 percent of the design water quality capture volume. A pipe
throughout the berm to convey water the EDB should be offset from the
inflow streamline to prevent short circuiting and should be sized to drain
the forebay volume in 5 minutes.
13. Flood Storage
Combining the water quality facility with a flood control facility is
recommended. The 10-year, 100-year, or other floods may be detained
above the WQCV. See Section 1.5.5 of the BMP Planning For New
Development and Significant Redevelopment chapter of this volume for
further guidance.
14. Multiple Uses
Whenever desirable and feasible, incorporate the EDB within a larger
flood control basin. Also, whenever possible try to provide for other
urban uses such as active or passive recreation, and wildlife habitat. If
multiple uses are being contemplated, use the multiple -stage detention
basin to limit inundation of passive recreational areas to one or two
occurrences a year. Generally, the area within the WQCV is not well
suited for active recreation facilities such as ballparks, playing fields,
and picnic areas. These are best located above the EDB level.
6.6 Design Example
Design forms that provide a means of documenting the design procedure are included in the Design
Forms section. A completed form follows as a design example.
1
S-40
9-1-99
Urban Drainage and Flood Control District
STRUCTURAL BEST MANAGEMENT PRACTICES
DRAINAGE CRITERIA MANUAL (V.3)
Side Slopes No Steeper than 4:1
Presedimentation Top Stage with
Forebay 2% Slope Floor Drainage
Pge
JL
JL
J
bankment Side Slope
Sleeper than 3:1EmbankmentAccess to Outlet
Outlet wfTrash Rack
way
PLAN
NOT TO SCALE
Frequent
Runoff Pool
10% to 25% of WQCV
Inflow Presedementation ,Secondary Berm
Forebay /
,Top of Low
Flow Channel
Flow Dwa
Size Outlet &
� Dispersing -' - - - - - -
Inlet nit Drain Forebay
Volume in 45
Minutes Invert of
Solid Driving Low Flow
Surface Channel
Could be Impact Basin. GSB Drop, Concrete
Rundown. other Hardened Rundown
Water Quality Capture Emergency Spillway Flood
volume level (including Level
20% additional volume @ Spillway Crest
for sediment storage) (e.g. 100-yr, SPF, PMF, etc.)
9 Spillway Crest
Cutoff Collar
A \ Embankment
SECTION
NOT TO SCALE
S=0.0%± Outlet Works
(see detail)
Dmp> z DwQ(2' Min)
FIGURE EDB-1
Plan and Section of an Extended Detention Basin Sedimentation Facility
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Urban Drainage and Flood Control District
S-41
STRUCTURAL BEST MANAGEMENT PRACTICES
DRAINAGE CRITERIA MANUAL (V. 3)
0.50
0.45
0.40
00.35
0.30
0.25
0.20
0.15
0.10
0.05
000
S-42
Extended Detention Basin
40-hour Drain Time
Constructed Wetland Basin
24-hour Drain Time
j
6-hr drain time a = 0.7
12-hr drain time a = 0.8 7R
24-hr drain time a = 0.9
40-hr drain time a = 1.0
I
Retention Pond, Porous Pavement
Detention and Porous
Landscape Detention
12-hour Drain Time
j
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 w41100)
FIGURE EDB-2
Water Quality Capture Volume (WQCV), 801" Percentile Runoff Event
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Urban Drainage and Flood Control District
DRAINAGE CRITERIA MANUAL (V.3)
STRUCTURAL BEST MANAGEMENT PRACTICES
0.6(
U
OAC
E
Cc 0.2C
U
>,
• •:
• ••
0.02
0.01
0.02
0//7/
EXAMPLE: DWQ = 4.5 ft
WQCV = 2.1 acre-feet
SOLUTION: Required Area per
Row = 1.75 in?
I
EQUATION:
WQCV
a=
K 40
in which,
K40=0.013DWQ +0.22DWQ -0.10
a
2
ti
1-7Z
IF
�
I
Qr
i
i
O�
J�
CIF
U.Uv U.Ub . U.1U U.2U 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
STRUCTURAL BEST MANAGEMENT PRACTICES
DRAINAGE CRITERIA MANUAL (V. 3)
Z7
� Design Procedure Form: Extended Detention Basin
5 1-:
(EDB) - Sedimentation
Facility
Sheet I of 3 -
Designer.
Company:
Date: September 22, 1999
Project
Location:
1. Basin Storage Volume
I. =
50.00 %
A) Tributary Area's Imperviousness Ratio (i = 1./ 100)
i =
0.50
8) Contributing Watershed Area (Area)
Area =
100.00 acres
C) Water Quality Capture Volume (WQCV)
WQCV =
0.21 watershed inches
(WOCV =1.0 * (0.91 1' - 1.19 1' + 0.78 - 1))
D) Design Volume: Vol = (WQCV 12) • Area 1.2
Vol =
2.063 acre-feet
2. Outlet Works
A) Outlet Type (Check One)
x
Orifice Plate
Perforated Riser Pipe
Other:
6) Depth at Outlet Above Lowest Perforation (H)
H =
4.00 feet
C) Required Maximum Outlet Area per Row, (A0)
A. =
2.09 square inches
D) Perforation Dimensions (enter one only):
i) Circular Perforation Diameter OR
D =
1.1250 inches, OR
fi) 2" Height Rectangular Perforation Width
W =
inches
E) Number of Columns (nc, See Table 6a-1 For Maximum)
nc =
2 number
F) Actual Design Outlet Area per Row (A.)
G) Number Rows
A. =
1.99 square inches
of (nr)
nr =
12 number
H) Total Outlet Area (A,)
A., =
23.86 square inches
3. Trash Rack
A) Needed Open Area: A, = 0.5 (Figure 7 Value) A01
A,=
799 square inches
B) Type of Outlet Opening (Check One)
X
< 2" Diameter Round
2" High Rectangular
C) For 2", or Smaller, Round Opening (Ref.: Figure 6a):
Other:
i) Width of Trash Rack and Concrete Opening (W,J
from Table 6a-1
M.n� =24
inches
ii) Height of Trash Rack Screen (Hm)
H, =
72 inches
S-44 9-1-99
1 1 Urban Drainage and Flood Control District
DRAINAGE CRITERIA MANUAL (V. 3) STRUCTURAL BEST MANAGEMENT PRACTICES
Design Procedure Form. Extended Detention Basiny(EDB) - Sedimentation Facility
<,
Sheet 2 of 3
Designer.
V
Company:
'
Date: _ September 13, 1999?
,
Project:
Location:
A ...
.
iii) Type of Screen (Based on Depth H), Describe if "Other"
x S.S. #93 VEE Wire (US Filter)
Other:
iv) Screen Opening Slot Dimension, Describe if "Other"
x 0.139" (US Filter)
Other:
v) Spacing of Support Rod (D.C.)
Type and Size of Support Rod (Ref.: Table 6a-2)
vi) Type and Size of Holding Frame (Ref.: Table 6a-2)
D) For 2" High Rectangular Opening (Refer to Figure 6b):
1) Width of Rectangular Opening (W)
ii) Width of Perforated Plate Opening (Wppnp = W + 12")
iii) Width of Trashrack Opening ^p,n,ny) from Table 61b-1
iv) Height of Trash Rack Screen (HTR)
v) Type of Screen (based on depth H) (Describe if "Other")
vi) Cross -bar Spacing (Based on Table 6b-1, Klempi"' KPP
Grating). Describe if "Other'
vii) Minimum Bearing Bar Size (KlempTM Series. Table 61b-2)
(Based on depth of WQCV surcharge)
4. Detention Basin length to width ratio
1.00 inches
TE 0.074 in. x 0.75 In.
1.00 in. x 1.50 in. angle
W =
inches
Wpnnp =
inches
Wppen;ng =
inches
HTR =
inches
KlempTm KPP Series Aluminum
Other:
inches
Other:
2.00 (L/W)
5 Pre -sedimentation Forebay Basin -Enter design values
A) Volume (5 to 10% of the Design Volume in 1D) 0.200 acre-feet
B) Surface Area 0.069 acres
C) Connector Pipe Diameter 6 inches
(Size to drain this volume in 5-minutes under inlet control)
D) Paved/Hard Bottom and Sides Yes yes/no
9-1-99
Urban Drainage and Flood Control District
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STRUCTURAL BEST MANAGEMENT PRACTICES DRAINAGE CRITERIA MANUAL (V. 3)
,,>!Design Procedure Form: Extended Detention Basin
(EDB) Sedimentation Facility
Sheet 3 of 3 i
Designer:
Company:
Date: September 22, 1999
i
t,
Project:
s,
{i p�
Locatiorr.
6. Two -Stage Design
A) Top Stage (Dwa = 2' Minimum)
Dwo =
2.00
feet
Storage=
1.800
acre-feet
B) Bottom Stage (Das = Dwo+ 1.5' Minimum, Dwo+ 3.0' Maximum,
Des =
4.00
feet
Storage = 5% to 15% of Total WOCV)
Storage=
0.110
acre-feet
Surf. Area=
0.028
acres
C) Micro Pool (Minimum Depth = the Larger of
Depth=
2.50
feet
0.5 ' Top Stage Depth or 2.5 Feet)
Storage=
0.015
acre-feet
Surf. Area=
0.006
acres
D) Total Volume: Vol,,, = Storage from 5A + 6A + 6B
Vol,,, =
2.110
acre-feet
Must be > Design Volume in I
7. Basin Side Slopes (Z, horizontal distance per unit vertical)
Z =
5.00
(horizontal/vertical)
Minimum Z = 4, Flatter Preferred
8. Dam Embankment Side Slopes (Z, horizontal distance
Z =
4.00
(horizontal/vertical)
per unit vertical) Minimum Z = 4, Flatter Preferred
9. Vegetation (Check the method or describe "Other")
X
Native Grass
Irrigated Turf Grass
Other:
Notes:
S-46
9-1-99
Urban Drainage and Flood Control District
' DRAINAGE CRITERIA MANUAL (V. 3)
TYPICAL STRUCTURAL BMP DETAILS
' TYPICAL STRUCTURAL BEST MANAGEMENT PRACTICES DETAILS
CONTENTS
' Typical Outlet Structure General Notes
'
Figure 1 ....................................Typical
WQCV Outlet Structure Profiles Including 100- Year Detention
Figure 2 ....................................Typical
WQCV Outlet Structure Profiles Including 2- to 10- Year and
100- Year Detention
'
Figure 2-a Alternative ................Typical
WQCV Outlet Structure Profiles Including 2- to 10- Year and
100- Year Detention
Figure 3 ....................................Typical
WQCV Outlet Structure Wingwall Configurations
Figure.4 ....................................Orifice
Details for Draining WQCV
'
Figure 5....................................
WQCV Outlet Orifice Perforation Sizing
Figure 6....................................
Suggested WQCV Outlet Standardized Trash Rack Design
Figure 6-a .................................Suggested
Standardized Trash Rack and Outlet Design for WQCV
'
Outlets With Circular Openings
Table 6a-1.................................
Standardized WQCV Outlet Design Using 2" Diameter Circular
Openings
'
Table 6a-2.................................
Standardized WQCV Outlet Design Using 2" Diamtere Circular
Openings
Figure 6-b.................................
Suggested Standardized Trash Rack and Outlet Design for WQCV
Outlets With Rectangular Openings
Table 6b-1.................................Standardized
WQCV Outlet Design Using 2" Height Rectangular
Openings
Table 6b-2.................................Standardized
WQCV Outlet Design Using 2" Height Rectangular
Openings
Figure 7....................................
Minimum Trash Rack Opening Area — Extended Range
1
I
9-1-99
' Urban Drainage and Flood Control District
' Typical Outlet Structure Notes:
' 1... The details shown are intended to show design concepts. Preparation of final design
plans, addressing details of structural adequacy, excavation, foundation preparation,
concrete work, reinforcing steel,backfill, metalwork, and appurtenances, including
' preparation of technical specifications, are the responsibility of the design engineer.
2. Alternate designs to the typical outlet structures shown may be considered; however,
' alternate designs must address the hydraulic and trash handling functional elements of
the structures shown in the Manual.
3.
Wingwalls shown are intended to
enable the structure to be backfilled to be flush
with the
'
side slopes of the basin, which
is the recommended geometry. Other geometries
may be
considered if their designs related to public safety, aesthetics, maintainability, and
function
are equal to or better than the
designs shown in the Manual.
4.
Permanent Water Surface shown
refers to micro —pool for Extended Detention Basin or
permanent pool for Constructed
Wetlond Basin or Retention Pond.
' 5.
An orifice plate is shown as the
outflow control; however, an upturned pipe, with
orifices
may also be used. See Figure
4 for orifice design information.
' 6.
A Vertical Trash Rack option is
generally shown; however, an Adverse —Slope Trash
Rack
may also be used. Continuous —Slope
Trash Racks for use with WQCV outlets are
not
recommended. See figure 6 for
trash rack design information.
7.
References are mode to 2— or
10—year detention above the WQCV; however, detention
above the WQCV may be sized for
any storm event, according to local criteria.
J
9
1 a)
The underdrain, including a shutoff valve, from the perimeter of the pond is required for
a Wetland Basin and a Retention Pond. An underdrain, without a shutoff valve, is
optional for the micro —pool and may be used to help dry the micro —pool during
dry —weather periods.
When outlet designs differ from those shown herein:
Provide needed orifices that are distributed over the vertical height of the
WQCV, with the lowest orifice located at 2'-6" or more above the bottom of
the micro —pool.
b) Provide
full hydraulic calculations demonstrating that the
outlet
will
provide no
less than the minimum
required drain time of the Water
Quality
Capture Volume
for the
BMP type being
designed.
c) All outlet openings (i.e.,
orifices) shall be protected by a
trash rack
sized to
provide
a minimum net
opening area called for by Figure
7, and
all
trash rack
opening
dimensions shall
be smaller than the smallest dimension
of
the outlet
orifices.
' d) Trash racks shall be manufactured from stainless steel or aluminum alloy
structurally designed to not fail under a full hydrostatic load on the upstream
side.
Urban Drainage and
Flood Control District
Typical Outlet Structure General Notes
1
Drainage Criteria Manual (V.3)
' Note: Size 2— through 100—year overflow
trash racks with the aid of figure 7.
1
Overtopping
Protection
Emergency Spillway
Overflow Outlet for Larger Floods
w/ Trash Rack
100—YR or Larger Flood Water Surface v
WQCV Water Surface Finished Grade
Orifice Plate
Hwocv (See Figure 4�
Permanent Water
Surface 100—YR Orifice
' — — —Control Outlet —
3or4 Trash Rack
(See Figure 6) Outlet Pipe = 120% of 100—YR Capac
Underdrain Around
Micro —Pool (Optional)
Drop Box Outlet Option
' Overtopping
Overflow and Emergency Protection
' Spillway
100—YR or Larger Flood Water Surface
WQCV Water Surface_L —�
Orifice Plate
HWQQv (See Figure 4�
' Permanent Water 3or4 10—YR Orifice
I Surface, 1 Control Outlet
Trash Rock
—ock — — — — — —
See Figure 6) Outlet Pipe = 120% of 10—YR Capacii
Underdrain Around
Micro —Pool (Optional)
1 Overtopping Spillway Option
' Urban Drainage and
Flood Control District
' Drainage Criteria Manual (V.3)
Figure 1
Typical WQCV Outlet Structure Profiles
Including 100—Year Detention
Note: Size 2— through 100—year overflow
trash racks with the aid of figure 7. Overtopping
Emergency Spillway Protection
' 100—YR or Larger Flood Detention for Larger Floods
Overflow with Trash Rock
2— to 10—YR Detention
Overflow with Trash Rack
100—YR or Larger Flood Water Surface
' 2= to 10—YR Water Surface_ Finished Grade
WQCV Water Surface
3or4
Hwocv Permanent Water 11 100—YR Orifice
Surface V Control Outlet
Trash Rack — — — — -
- — See Fi ure 6) Outlet Pipe 120% of 100—YR Copocit;
Orifice Plate
' (See Figure 4�
2— to 10—YR Orifice
Underdrain Around Control Outlet
' Micro —Pool (Optional)
Drop Box Outlet Option
100—YR or Larger Overtopping
Flood Spillway Protection
2— to 10—YR Detention Outlet with Trash Rack
100—YR or Larger Flood Water Surface
' 2— to 10—YR Water Surface
�WOCV Water Surface
' Hwocvl Permanent Water 1 3
V1 Surface 2— to 10—YR Orifice
Trash Rack Control Outlet
'(See Figure 6) Outlet Pipe =120% of 10—YR Capacity
.• . :.
Orifice Plate
(See Figure 4) Underdrain Around
Micro —Pool (Optional)
Overtopping Spillway Option
1
' Urban Drainage and
Flood Control District
' Drainage Criteria Manual (V.3)
Figure 2
Typical WQCV Outlet Structure Profiles
Including 2— to 10—Year and 100—Year Detentic
Note: Size 2— through 100—year overflow
trash racks with the aid of figure 7.
100—YR or Larger Flood Detention
Overflow with Trash Rack
2— to 10—YR Detention
Overflow with Trash Rack
100—YR or Larger Flood Water Surface
2= to 10—YR Water Surface_^�
WQCV Water Surface
llwQCvj Permanent Water 1 f3or4
--
Surfacey
Trash Rock
See Fi ure 6)
Orifice Plate
(See Figure 4)
Overtopping
Emergency Spillway Protection
for Larger Floods —\
Finished Grade
100—YR Orifice
Control Outlet
Outlet Pipe = 120% of 100—YR Copocit;
L 2— to 10—YR Orifice
Underdrain Around Control Outlet
Micro —Pool (Optional)
Drop Box Outlet Option
100—YR or Larger Overtopping
Flood Spillway Protection
2— to 10—YR Detention Outlet with Trash R4ee
k
100—YR or Larger Flo_2— to 10—YR Water WQCV Water SurfaceHwocv lPermanent WaterSurface2to 10—YR Orifice
TControl Outlet
See Outlet Pipe 120% of 10—Y
Orifice Plate
(See Figure 4) Underdrain Around
Micro —Pool (Optional)
Overtopping Spillway Option
Urban Drainage and
Flood Control District
' Drainage Criteria Manual (V.3)
pacity
Figure 2—o
Alternate
Typical WQCV Outlet Structure Profiles
Innlioecnn i— to 1n—YAnr nnri inn—YAnr nAfAntln
1
1
1
1
1
1
l
1
1
1
1
1
1
1
i
1
1
Slope (Varies)
Toe of Slope _11_�
Plan View —Straight Wingwall Option
Toe of Slope
Generally 30' to 60'
Df Slope (Varies)
For either a Vertical or Adverse —Slope Trash Rack
a handrail may be required.
Plan View —Flared Wingwall Option
Urban Drainage and
Flood Control District
' Drainage Criteria Manual (V.3)
Figure 3
Typical WQCV Outlet Structure
Wingwall Configurations
Orifice Perforation Details
' A-11—] WPlate = WConc. + 6 inches (minimum)
' Structural Steel Channel W (see below)
Formed Into Concrete, To Conc.
Span Width Of Structure.
See Figures 6—a, 6—b
_ I o
i OI ° I0
Il� 4"
I •. •: .-:..- Hwocv
t+
' B B
01
O I a Permanent
O—I Water Surface
01 10-7
J Max. Minimum
m
4„ O O y
t A
Circular Openings: Wca;,c.Obtained From Table 6a-1
Rectangular Openings: Wcanc. = (Width of Rectangular Perforation W) + 12"
Rectangular Openings: Wopening (see Figure 6—b) Obtained From Table 61b-1
Sc, see Sc, see
figure 5 Figure 5 W
0 0 o 0 0 0 0 0
' O 0 O U
O O O 000
0 0 0 0 0 0 0 00000 0 0
O O O 000
' O O O 000
0 0 0 0 a 0 0 00000 0 o
' O 0 O 000 0
O O O 000
0 0 0 0 0 0 0 0C�p 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
)wed perforation shapes and configurations shown above along with Figure 5 to determine the
.tern that provides an 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
' Orifice Plate Perforation Sizing
' Circular Perforation Sizing
Chart may be applied to orifice plate or vertical pipe outlet.
Hole Dio
(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
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
1.20
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 8
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
3.68
1 5/16
1.313
4
1.35
2.71
4.06
1 3/8 1
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
• 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)
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
WQCV Outlet Orifice
Perforation Sizing
oTe: verucai vvQk-v irasn MOCKS are snown in rigures o, o-a, ana o-o Tar suggesiea stanaoruizea
,utlet design. Adverse -Slope Trash Rack design may be used for non -standardized designs, but must
ieet minimum design criteria.
1
Structural Steel Channel
Formed Into Concrete. We
See Figures 6-a, 6-b� A-.wF7
' WQCV Trash Racks:
A
Elevation
Stainless Steel Bolts
or Intermittant Welds,
See Figures 6-a, 6-b
H
Varies 2'-0"
to 6'-0"
B
2 — 4'
(minimum)
• 1
1. Well -screen trash racks shall be stainless steel and shall be attached by intermittont
welds along the edge of the mounting frame.
2. Bar grate trash racks shall be aluminum and shall be bolted using stainless steel hcrdwor
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.
tverflow 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
8"
4'-0"
8"
Bolt Down or
C8x18.75 American Standard
Lock Down
Structural Steel Channel.
Trash Rack Attached By Welding
Rock Swivel Hinge
Tubular
Trash Rack
7� W CV Level
T
On 6"
4" Centers
3or4
1I--
Optional
H
Flow Control
Varies C
C
orifice Plate
'
2'-0" U.S. Filter* Stainless
Steel Perforated
to Steel Well —Screen
Flow Control
<
6'-0" or equal) Per Tables
Plate
' I 6a-1, 6o-2
— — —
+I Micro Pool W.S.
1
Outlet Pipe 18" Min.
C8x18.75 American 3" Minimum
Standard Structural
—
2'-4"
Steel Channel Formed
Minimum
Into Concrete Bottom
<
And Sides Of W6w'.
Trash Rock Attached
By tIntermittant Welds. 4"
Section A -A
' From Figure 6, Circular Openings Only
Well —Screen Frame
' Attached To Channel
By Intermittant Welds
Steel Perforated
'
Flow Control
Plate
Wc��. • I
J Flow
LTrash Rack Attached 6"
Rv Inf nrm iFlnnl
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)
Stainless Steel
Support Bars
No. 93 Stainless
Steel (U.S. Filter*
or Equal) Wires
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—o
Suggested Standardardized Trash Rack
and Outlet Design For WQCV Outlets
With f irr�ilnr flnnninnc
7
I�
1
I
Table 6a-1: Standardized WQCV Outlet Design Using 2" Diameter Circular Openings.
Minimum Width (W �go�.) of Concrete Opening for a Well -Screen -Type Trash Rack.
See Figure 6-a for Explanation of Terms.
Maximum Dia.
Width of Trash Rack Open' (W,.,,,) 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 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 FilterT"' Stainless Steel Well -Screen t (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
9156VEE
'/."
0.3V
'4"x1.0"flat bar
18"
0.139
TE .074"x.50"
1"
0.655
'/4" x 1.0 angle
24"
0.139
TE .074"x.75"
V
1.03"
1.0" x I'/�" angle
27"
0.139
TE .074"x.75"
1"
1.03"
1.0" x 1'/2" angle
30"
0.139
TE .074"x1.0"
1"
1.155"
1 '/,`;x 1 %:" angle
36"
0.139
TE .074"x1.0"
1"
1.155"
1 1 '/,"x 1%" angle
42"
0.139
TE .105"x1.0"
1"
1.155"
1 '/,"x 1%" angle
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-I with an outlet opening diameter of0.75 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 coot. = 3.6 = 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 of0.655" and x 1.0" welded
carbon steel frame.
Table 6a
12' 4'-0' 8"
' C12x25 American Standard Bolt Down or
Structural Steel Channel Lock Down
' Formed Into Concrete
Rack Swivel Hinge
Tubular
W CV Level + Trash Rack
4' Centers
3ar4
1 Optional
H C C Flow Control
' Varies Orifice Plate
2'-0" Klemp* KRP Series Steel Perforated
to Aluminum Bar Grate Flow Control
6'-0" or equal) Per Tables Plate
6b-1, 6b-2 — _ —
Micro Pool
Outlet Pipe 18" Min.
3" Minimum — — — —
2._4" T
Minimum 12"
4"
71
Section A —A
' Klemp* KRP Series From Figure 6, Rectangular Openings Only
Aluminum Bar Grate.
' Steel Perforated i Bolt Bar Grate Using Stainless
Flow Control C6x8.2 American I I I Steel Saddle Washers or
Plate Standard Structural 1 Treated Steel Bar Stock
Steel Channel Formed 1
Into Concrete
on both sides
Klemp* KRP
' I W Varies 6" Series (or equal)
Aluminum Bar Grate.
3/16" Width Bars
}
On 1-3/16 Centers
6„
2.,
' wC.C.
�Wap*ning. (see Table 6b—i)
Section B—B — Plan View Section C—C
From Figure 6, Rectangular Openings Only From Figure 6, Rectangular Openings Only
Limits for this Standardized Design: R Value = (net open area)/(gross rack area;
1. All outlet plate openings are rectangular. = 0.71 for cross rods. on 2" centers
2. Height of all rectangular openings = 2 inches. = 0.77 for cross rods on 4" centers
3. For trash rack opening width (W), see Table 6b-1
,4. Concrete opening for outlet plate (W,.,) = W + 12 inches
*Klemp Corporation, Orem, Utah, USA
' Urban Drainage and Figure 6—b
Flood Control District
' Suggested Standardordized Trash Rack
Drainage Criteria Manual (V.3) and Outlet Design For WQCV Outlets
. With Rartnnniilnr (lncninnc
U
.1
.1
Table 6b-1: Standardized WQCV Outlet Design Using 2" High Rectangular Openings.
Minimum Width (Wgprnj,g) of Opening for an Aluminum Bar Grate Trash Rack.
See Figure 6-b for Explanation of Terms.
Maximum Width
Minimum Width of Trash Rack Opening
Wg as a Function of Water Depth H
W of 2" Height
Rectangular
Opening (inches)
H=2.0 ft.
H=3.0 ft.
H=4.0 ft.
H=5.0 ft.
H=6.0 ft.
Spacing of
p a
Bearing Bars,
Cross Rods
< 2.0
2.0 ft.
2.5 ft.
2.5 ft.
2.5 ft.
3.0 ft.
1-3/16", 2"
< 2.5
2.5 ft.
3.0 ft.
3.0 ft.
3.5 ft.
3.5 ft.
1-3/16", 2"
< 3.0
3.0 ft.
3.5 ft.
3.5 ft.
4.0 ft.
4.0 ft.
] 3/16", 2"
< 3.5
3.5 ft.
4.0 ft.
4.5 ft.
4.5 ft.
1 5.0 ft.
1-3/16", 2"
< 4.0
3.5 ft.
4.'5 ft.
5.0 ft.
5.0 ft.
5.5 ft.
1-3/16", 2"
< 4.5
4.0 ft.
4.5 ft.
5.0 ft.
5.5 ft.
5.5 ft.
1-3/16", 4"
< 5.0
4.0 ft.
5.0 ft.
1 5.5 ft.
6.0 ft.
6.0 ft.
1-3/16", 4"
< 5.5
4.5 ft.
5.5 ft.
6.0 ft.
6.5 ft.
7.0 ft.
1-3/16", 4"
< 6.0
5.0 ft.
6.0 ft.
6.5 ft.
7.0 ft.
7.5 ft.
1-3/16", 4"
< 6.5
5.5 ft.
6.5 ft.
7.0 ft.
7.5 ft.
8.0 ft.
1-3/16", 4"
< 7.0
6.0 ft.
7.0 ft.
7.5 ft.
8.5 ft.
8.5 ft.
1-3/16", 4"
< 7.5
6.0 ft.
7.5 ft.
8.5 ft.
9.0 ft.
9.5 ft.
1-3/16", 4"
< 8.0
6.5 ft.
8.0 ft.
9.0 ft.
9.5 ft.
10.0 ft.
1-3/16", 4"
< 8.5
7.0 ft.
8.5 ft.
9.5 ft.
10.0 ft.
N/A
1-3/16", 4"
< 9.0
7.5 ft.
9.0 ft.
10.0 ft.
N/A
N/A
1-3/16", 4"
< 9.5
8.0 ft.
9.5 ft.
N/A
N/A
N/A
1-3/16", 4"
< 10.0
8.5 ft.
10.0 ft.
N/A
N/A
N/A
1-3/16", 4"
< 10.5
8.5 ft.
N/A
N/A
N/A
N/A
1-3/16", 4"
< 11.0
9.0 ft.
N/A
N/A
N/A
N/A
1-3/16", 4"
< 11.5
9.5 ft.
N/A
N/A
N/A
N/A
1-3/16", 4"
< 12.0
10.0 ft.
N/A
N/A
N/A
N/A
1-3/16", 4"
Table 6b-2: Standardized WQCV Outlet Design Using ?" Height Rectangular Openings.
KlempTvl KRP Series Aluminum Bar Grate' (or equal) Trash Rack Design Specifications.
Water Depth .Above Lowest Opening. H
Minimum Bearing Bar Size Bearing Bars Aligned Vertically
1 2.0 ft.
I" x 3/16"
3.0 ft.
1-1/4" x 3/16"
4.0 ft.
1-3/4" x 3/ 16"
5.0 ft.
2" x''16"
6.0 ft.
2-1/4" x 3/16"
l Mlilp L,WPULMIUII, vrCm, UCdn, UJH
DESIGN EXAMPLE:
' Given: A WQCV outlet with 2" height by 6.5" width openings.
Water Depth H above the lowest opening of 4.5 feet.
' Find: The dimensions for an aluminum bar grate trash rack.
Solution: Using Table 6b-Ifor openings having a width of 6.5 inches and Water Depth H = 5 feet (i.e., round up
' from 4.5 feet). The minimum width is 7'-6". The net height, after accounting for the 2 feet below the lowest
opening, is 6'-6". An additional 6" must be added to the width and an additional 4" to the height to allow for
mounting hardware. Thus,
Table 6b-I
1
. 1 Trash rack dimensions = 8'-0" wide by 6'-10" high -
Note also from Table 6b-1, that for orifice plate rectangular openings wider than 4", cross rod spacing of 4" is
allowed.
. From Table 6b-2, select the ordering specifications for H = 5.0 feet or less, a 8.0' wide by 6'-10" high trash rack
using Klemp Corporation aluminum bar grate (or equal) with 2" by 3/16" bearing bars spaced
1 1-3/16" on -center, cross rods spaced 4" on-centerBearing bars are to be aligned vertically.
i
1
1
FI
J
1
1
1
1
r
1
Table 6b-1
1
No Text
[l
1
I
I
I
1
DRAINAGE CRITERIA MANUAL (V.3)
MAINTENANCE RECOMMENDATIONS
6.0 EXTENDED DETENTION BASINS (EDB)
Extended detention basins have low to moderate maintenance requirements. Routine and nonroutine
maintenance is necessary to assure performance, enhance aesthetics, and protect structural integrity.
The dry basins can result in nuisance complaints if not properly designed or maintained. Bio-degradable
pesticides may be required to limit insect problems. Frequent debris removal and grass -mowing can
reduce aesthetic complaints. If a shallow wetland or marshy area is included, mosquito breading and
nuisance odors could occur if the water becomes stagnant. Access to critical elements of the pond (inlet,
outlet, spillway, and sediment collection areas) must be provided. The basic elements of the maintenance
'
requirements are presented in Table EDB-1.
TABLE EDB-t
Extended Detention Basin Maintenance Considerations
Required Action
Maintenance Objective
Frequency of Action
'
Lawn mowing and lawn care
Occasional mowing to limit unwanted
vegetation. Maintain irrigated turf grass as
Routine — Depending on aesthetic
requirements.
2 to 4 inches tall and nonirrigated native
turf grasses at 4 to 6 inches.
'
Debris and litter removal
Remove debris and litter from the entire
Routine — Including just before annual
pond to minimize outlet clogging and
storm seasons (that is, April and May)
improve aesthetics.
and following significant rainfall
events.
Erosion and sediment control
Repair and revegetate eroded areas in the
Nonroutine — Periodic and repair as
basin and channels.
necessary based on inspection.
'
Structural
Repair pond inlets, outlets, forebays, low
flow channel liners, and energy
Nonroutine — Repair as needed
based on regular inspections.
dissipators whenever damage is
discovered.
9-1-99
Urban Drainage and Flood Control District
MR-7
1
DRAINAGE CRITERIA MANUAL (V.3)
MAINTENANCE RECOMMENDATIONS
TABLE EDB-1
Extended Detention Basin Maintenance Considerations
'
Required Action
Maintenance Objective
Frequency of Action
'
Inspections
Inspect basins to insure that the basin
continues to function as initially intended.
Routine — Annual inspection of
hydraulic and structural facilities. Also
Examine the outlet for clogging, erosion,
check for obvious problems during
slumping, excessive sedimentation levels,
routine maintenance visits, especially
overgrowth, embankment and spillway
for plugging of outlets.
integrity, and damage to any structural
element.
Nuisance control
Address odor, insects, and overgrowth
issues associated with stagnant or
Nonroutine — Handle as necessary
per inspection or local complaints.
standing water in the bottom zone.
Sediment removal
Remove accumulated sediment from the
Nonroutine — Performed when
forebay, micro -pool, and the bottom of the
sediment accumulation occupies
basin.
20 percent of the WQCV. This may
vary considerably, but expect to do
'
this every 10 to 20 years, as
necessary per inspection if no
construction activities take place in
the tributary watershed. More often if
they do. The forebay and the
'
micro -pool will require more frequent
cleanout than other areas of the
basin, say every 1 or 2 years.
1
1
MR-8
0
9-1-99
Urban Drainage and Flood Control District
APPENDIX H
TABLES AND FIGURES
0
r
22
No Text
1
1
1
i
1
1
1
1
i
1
1
1
1
i
1
Rainfall Intensity -Duration -Frequency Table
Figure 3-1 a
Duration
(minutes)
2-year
Intensity
in/hr
5-year
Intensity
inmr
10-year
Intensity
in/hr
25-year
Intensity
in/hr
50-year
Intensity
in/hr)
100-year
Intensity
in/hr
5.00
2.85
3.97
4.87
6.30
7.90
9.95
10.00
2.21
3.08
3.78
4.89
6.13
7.72
15.00
1.87
2.60
3.19
4.13
5.18
6.52
20.00
1.61
2.23
2.74
3.54
4.44
5.60
25.00
1.43
1.98
2.44
3.15
3.95
4.98
30.00
1.30
1.80
2.21
2.86
3.59
4.52
35.00
1.17
1.63
2.00
2.58
3.24
4.08
40.00
1.07
1.49
1.83
2.37
2.97
3.74
45.00
0.99
1.38
1.69
2.19
2.74
3.46
50.00
0.92
1.29
1.58
2.04
2.56
3.23
55.00
0.87
1.21
1.48
1.92
2.40
3.03
60.00
0.82
1.14
1.40
1.81
2.27
2.86
65.00
0.77
1.07
1.32
1.72
2.16
2.72
70.00
0.73
1.02
1.25
1.64
2.06
2.59
75.00
0.69
0.97
1.19
1.57
1.97
2.48
80.00
0.66
0.92
1.14
1.50
1.89
2.38
85.00
0.63
0.88
1.09
1.44
1.82
2.29
90.00
0.61
0.84
1.05
1.39
1.75
2.21
95.00
0.58
0.81
1.01
1.34
1.69
2.13
100.00
0.56
0.78
0.97
1.30
1.64
2.06
105.00
0.54
0.75
0.94
1 1.26
1.59
2.00
110.00
1 0.52
0.73
0.91
1.22
1.54
1.94
115.00
0.51
0.70
0.88
1.19
1.50
1.89
120.00
0.49
0.68
0.86
1.16
1.46
1.84
J
I
rI
I
0
1
1
J
City of Fort Collins
Design Storms
Figure 3-1 b
Time
2-year
5-year
10-year
25-year
50-year
100-year
(min)
Intensity
Intensity
Intensity
Intensity
Intensity
Intensity
in/hr
irUhr
in/hr
in/hr
in/hr
inmr
5
0.29
0.40
0.49
0.63
0.79 I
1.00
10
0.33
0.45
0.56
0.72
0.90
1.14
15
0.38
0.53
0.65
0.84
1.05 I
1.33
20
0.64
0.89 I
1.09 I
1.41
1.77
2.23
25
0.81
1.13
1.39
1.80
2.25
2.84
30
1.57
2.19
2.69
3.48
4.36
5.49
35
2.85
3.97
4.87
6.30
7.90
9.95
40 1
1.18
1.64
2.02 I
2.61
3.27
4.12
45
.0.71
0.99
1.21
1.57
1.97 1
2.48
50
0.42
0.58
I 0.71
0.92
1.16
I 1.46
55
0.35
0.49
0.60
I 0.77
0.97
1.22
60
0.30
0.42
0.52
0.67
0.84
1.06
65
0.20
0.28
0.39
0.62
0.79
1.00
70
0.19
I 0.27
0.37
0.59
0.75
0.95
7
0.18
0.25
0.35
0.56
0.72
0.91
80
0.17
0.24
0.34
I 0.54
0.69
0.87
85
0.17
0.23
0.32
0.52
0.66
0.84
90
0.16
0.22
0.31
0.50
0.64
0.81
95
0.15
0.21
0.30
0.48
0.62
0.78
100
I 0.15
0.20
0.29
0.47
1 0.60
0.75
105
0.14
0.19
0.28
1 0.45
0.58
0.73
110
I 0.14
0.19
0.27
0.44
I 0.56
0.71
115
0.13
0.18
I 0.26
0.42
I 0.54
1 0.69
120
I 0.13
0.18
0.25
0.41
I 0.53
I 0.67
ft
RIPRAP
DRAINAGE CRITERIA MANUAL
,
f
i
' 6 = Expansion Angle
8
' 7
:1 0 6 N
a 5
h.
p O
1 -
1RL 4 100,
' Z
O
z /
Z
a-
o_ 2
x
w /
D I 3 4 5 .6 .7 .8
O 1
TAILWATER DEPTH/CONDUIT HEIGHT, Yt/D
' FIGURE 5-9. EXPANSION FACTOR.FOR CIRCULAR CONDUITS
1t-15-82
ONTROL DISTRICT
URBAN DRAINAGE 5 FLOOD C
I APPENDIX 1
1
DRAINAGE AND EROSION CONTROL
PLAN DRAWING
I
I
I
I
I
I
I
I
I
I
1
23
%I
0
EXISTING CHANNEL CROSS
SECTION LOCATION
•
•
•
•
•
30 tl'x4' CqCRI
lE BEEF
ovERFyow s7ucnx+E
�X
WHEATUN DRIVE
— i CURB • • I �C. _ _ - _ •
CUT
l E n '• --
aL
mod' ♦ _ ,--1
/ @ I) •� •�� I J'� I_
5. TYPE / / n sT-Ai
/ F INLET � • •E AREA T
•�n u
18- HOPE
y � / a asT
,� ♦ _ �. _ �� 24, 1
S •IT
Ell
•♦ STORM PROFILE
lip
^I•
Ell
l I' •` I z
• ♦ ARIA INl.
7�i �^
I '
STORM PROFILE ' N
'OUTLET'
/ 1
OUTLET STRUCTURE TO BE CONSTRUCT% r
IMMEDIATELY FOL(UN1NO
OWRLOT GRACING. BUT y.", I SEE
PRIOR TO MAL GROWING
FOR SEDIMENT TRAP (MiLV) I
SEE OUTLET STRUCTURE DETAIL LI
ON SHEET ]
Si-A]_FES ♦ /
EXISTING CONTOURS
Bg - PROPOSED CONTOUR
DIRECTOR Of FLOW
DESIGN PUNT
r•r!� DRAINAGE BASIN BOUNDARY
eBASIN NUMBER
I NaE BASIN AREA
! CURB
CU1
AVERAGE SIP
E1 SLOPE
-- —
SWALE/DI1CH
./ FLOW ARROW
'
E1I5TING SIO
M DRAIN PIPE
�•��—
PRGPOSCO 5
RM DRAIN PIPE
f ROSICN CCNOi0.
f
FABRIC OF
MINIMUM RIPRL`I
GRADATION
WUCV POOL
•
100 YEAR IN[ OATIOR PIX%
W • g ,W --
• t
Z I
Y Y
6510.]A
Ac
• `
ST-ALA. �
AREA INLET
♦T-A4A I
• • • ` \ � AREA Wl£T,-
'\ \\> 11
\^I�J\� t♦ `PIrKJ PAN
r L
om
EEC_
• • -.T*T2 C
'A2'
NOTE
HOPE PIP[ SHALL USE
PRESSOR[ YAL PIPE.
FOND DATA
-
POND RED WLWFIWATER
[•.At ITY VOLUME MAX
,IN ,
VOLUML
DEscRi AC-FI
AL -I-R[[EASE LE
EASE
Il
FRONDEG
POINI
I (CIS)
P 054
OOC � 096
AWO.]B,
- L09 I
FOR DRAINAGE
REVIEW ONLY
NOTFOR
CONSTRUCTION
CALL UTILITY NOTIRGDpR
CENTER OF C0.0NADO
1-800-922-1987
CALL
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922-002
RS.N� No.
SEEDING CHART
1 1/2' SQUARE A 48- LONG SILT FENCE
KILN DRIED POSTS LATHE
ATTACH SILT FENCE
B iMEEN LATHE at
P BTS w/1 1/O
R RNC NAILS
MIRAFI
SILT FENCE
MODEL
10100
A
or r.ro.3
/!.
DETAIL
///- COMPACTED BACKFIL-
/r 5' a 6o EKCAVATED TRENCH
NADVE SOIL
FI FVATII
1. INSPECT AND REPAIR FENCE AFTER EACH ST(
6- OF THE HEIGHT OF THE FENCE HAS BEEN
BE PLACED IN TOPSOIL PILE.
SEDIMENT CONTROL FENCE
N. S
NPDES
PERMIT NOTES
>.
1) G5 r STORMWARR Pg unW werval IIM.
r ow
lNoweand
ee•••wEE^ntabon Cmotl ASu"o lade DRH
... ...
0 wane.. ..
w1).
p.
ad RIoAs
nor And Spa Pliolil
.swrwI 0. ..:.
a
The i IV 11
UPI
a g
alp Co
a.
ale IN Itt
N a
t•i . ,01• a •mWCowY-ky
MC
add m ructm me .. N a�aF
a saw ono m • maCts
net ad
Rental Er WbWltY EPA, Ohio Yaax La Stty1
�. all yin
.I Ira. n e wry N all-ate
road pa N• Citya rat Caere: w, m •
1Ny
p Riot I wall r
a
IMg MN dpwe a ggre.uaw+r LaR�pu
ors
Ywr to .11 N Wb*tw le NN Mp wA Ili
the _ i. achWit a ....
wpr m•avw withal NI n
o• , "a
a0ok `
m^r ItNelM too wilw fairs• ah1
..
Tn• pwatr c wets 1 wan Imp N No teal: o
fly
IMe own wsu g.
h� wrwom tat 9eMo wh sYOtlAm. in, a, mmnlw
A
FINAL ST JA ON RNO LONG-1EWe STWMWAIIA MMAUatn'
OI Ron• Reim pawn.
o SS, "an Cmewthe NOW N • ••Ivor Rod•tweiZOt v
I.
ad
pd,N pM,tm .auto. ale «Nan now Ne
m We 1 by pre t. n . . aMwge,
No
s.
OTHER a5:
g
N,-etam.alN oemponml. Wrn as wnn5. and
a. M w ma w MNMIM w ,awn "CM call
1 rostra 'It", non era. IN wgwl alb
a Wor M e WAS Add wwow of Ww www
n
No N ,trw rNslrrp Vw It tee Food Creak
ma v On -Man dr a. w N mono. M
Rwwwir and eun WrylemY No CaC.k 10wo P• Moo
aw , m..wn• owed IS o tea to lies elf-"•
Stem laid mho He It, Agri 114maNy raw the
Wig Von" of Ma And d WOa NMa •oiaw
Falls 6M Rnawr PMl aNn .Rip. *We to IM Fo•W
W N.. Od and YHs ~d Wit Me orbitalGM
R••wwe. Owl Iran One Fa Chad Karl
awb�
F rwaww we 1Mawp to wta Rm-pdwtw
•w, Y ream IN Cam* or Pwbe Rival Slam State
a~"" m axe. g e Way Into Or Now I v
into
,,,oil hen N• d mW Whop O IN , e N
P g Rim,
varwalw o w of "t to pane coo a SPUN
5
y CTl41 o uA W U.
.
0. Swahili we
Uv
v1E
An d vw a re T�NmYo a
S
I
and Ora'na9aNe Color Cm ra panettn. nest).
e• If u. (Lora Gwno
SPECIFIC DETAILS
All disturbed areas not in a roadway par 9r.xWdl Veal ter,porary vegetaton Seed
apples rith'n 30 Can at Urt'al disturbance. ANW sNJ g, y by straw mulch oral be
appred overra
esea at ote of 1.5 lana/m
acre rin um, a M the mulch all be
a
ae(HIUVOy c UneJ, Im mpad o the sod Those ves ads that are to be pas part of me NHA MFort Comns pvokct must have
a I -inch other of gravel mulch ('-13'
gravel) applied at a rate of of least 135 tons/acremediatdr after well grading i.
ompleted. The pavement structure shall be applied within 30 ads after the atifities have
been installed.
If the disturbed weal will not be built m within one growing a son a permme t eased shall
be applied. After adding, a nay or straw mulch Nan be appfi J over the Seed at a
minimum rate of 1.5 Nadi, and the mulch Mall be odeguc by anchae4 laded o
iped into the Soil. In the event a portion of the roadway p sort Surface Ma utilities
MIT not be constructed for extend" period of time after riogoofing. 0 temporary
vegetation seed and malCn shall also be applied to the roodwo ears as discussed above.
All construction activities t also comply with the State I Colorado permitting process
for Stormwater Owcharges Associcted with CmstmetW A t y lA Colorado Department of
IHealth NPDES permit has been obtained Such that Colstructo ig ding can continue v thm
na de zlopmet
...
Speand Application
d
In
Rates of Seeds
or Temporary Vegetalfon and/or Cover
Crops.
Species
Somali
original Pounds/Acre
Annual Ryegrass
Cool
20
Oats
l
0
Cereal Rye
Cod
40
Merit - Winter
Cod
40
Mhdl - Spring
Coal
60
Barley
Cod
6D
Millet
warm
30
HSerid Sudan
warm
15
Sorghum
Warm
10
Cool Season grasses make thdr motor growth
in the
spring
Worm
season grosses
rake
their major growth -in late spring and summer.
Table
11 4
Ten0lies
planting Cattle
for
pW.nnia and t.mpO",,Lcover crop grasses.
Drop Graph.
JA,t PERENNIAL TEMPORARY/COVER
GRASSES CROP GRASSES
warm cow Warm cool
Jan 01 -
Forty 26
1 Yx Tn
No No
Mw OY'-1
y n
Yes
s
Yes
May 16 -
May 31
I Yes No
Yes No
Jun 01 -
Jul 31
No No
Yes No
Aug 01
- Aug 31
No Yea
No Yes
Sep 01 -
Sep 30
1 No No
No Yes
Oct 01 -
Dec 31
i Yes Yes
No No
Mulching
mall be uses
callussist SoalabliWlment of w9etallor.
One o more of the
lollewing
mulMo mall
be used eight a AMennitl a na
grass Ned mwlure, on a
tempowy y etallw or aver only.
Acceptable
Application Rate
mulchI
used
Dotes of u
Straw Or
Hay
Jan 01
31
2 tons/acre
Hy ouliC
(wore WE POPHI May 15 - May
15
2 tons/acre
Erasion cost (mats
or llonsets) An 01 - Dec
31
Not appbcable
Hay or straw mash Shall
be free of nOXKAUS weas and
at least
mz of the fiber shall
be 10 inches or mwe
9m. M " adding way nmive grosses hay from a native
gross s
a suggested
mu lring material if available,
'rrga Eon's Stood nyddrC IywcheS may be apDliea from March 15 through September 30
Hay or Silo, MNcn
am •R dmD OW Finer four inches w
{ goss-N. At Ieoa Sax of the fiber
1 a male m engln.
(o) Man `tured mulch MW 9 installed over the hey
d or s w ding to mmulactowi instructions.
;;j TCCki n paFord the mulch l0 the
o locurV F recommendatorye. _n wan I must be free . noklme weeaa
STANDARD EROSION CONTROL CONSTRUCTION PLAN NOTES
C1 In or drew hill,
, ,.. ... ..
Sae,
.. .._r, t...
Few: Sup
(teWe seal alum
_ mcgw A
t Ali O
.M.due'. cons
- w.NNnc... lamp do. a. P u,lo ahA .unw w.we
Il.ww
o
ineer ot000tian rAm N lmitw to m. .era rwaY
r on.Ml. all An
wwatone and ad .p pwtk p w I
4
"it Wxw vM bd l.Ixaw w y led" HG u
'Istd Y 0.1 doing.
Soil ON.) oW Sod Intel M a eau " sw/Ibl e/ sWFY IF
bang M Mleu, Arm
. wgwlal IF epx p "t .ewkn cwbw M MWN
.ow w wow whoa
1 eyUs of any Wire exnAS x by RM w.lueaFq(
OAKS for llN.l�w party
,••0/muwl. .cw.r0.
)}}}[[[
tc1 Is
.
etc n Nlw. un.w I m waawo by W SMe W ones
IRS W"Wty anal be wlrw and mM W W-g1JYW Mmg •
uctM Of AIR as o
W .euM. anland d.WMng oWNgw Wan N
e any diKm uw
None we Wp[ t pprN.. AS d.Ix1.Nw by
C ty of fig core
Ends
TA war
W) an Ira m.= ore N o n t
,n or
woo ruW .Seat M W.a
µ.
silly dew P w e.mmn pwllWly
tl
a ho dqw.< of n W lwalbrN
cull« rn.r rwwr n11
r o..ea..Qya
u
.IUMN Val d[W Ian (10) May n N t M� air tl wwh
wa
tycoon .w1 mu�dng wlx.rd N n ltw •�
wrng Y muc F,
Haisow do a ly, wMayan N are wWealw.
II
city As y Parer moto, ru
tlwµpwlN�1
eg eo a,1
oil S OqO t
i wyd �
i tam be very"
wan y e e
CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP
a W 1mTH w Hl
Weep 9 fA as IryL No 9II a5pf
Of 9S Ire IX9TRMN (MNpS) (WO(S) •
¢A4 6 tf )o-ICo 0
So-m 35
al to 6
2-In a
OJWS 12 y0i «D
50.)0 2)5
2o-w 65 12
2-10 )
5y-N V6
2a do 115 M
2-m it
0or �24 Ira reapAdd-
m m
lu lea
o-% 655 le
2-10 35
tbgHER PARTT 6 M Wass 91WL BE ST S
AT O IM
% e
WU G�lM W�dly'a.
tt"Y ON s TO 1 SOr sIXrS w MKIN ROOK F %. S ARE TRW,
a
�¢SR
CONSTRUCTIUI< SEQUENCE
YEAR 2001
MONM I J I F I M I A I M I J I J I A I S I o I N ID
OWRLOT GRADING
WAND EROSION CONTROL
Sod Roughening
Perimeter Bonier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
EROSION CONTROL
Straw Bwrnn
Sat Force B Ws
Sand III
Baker Sal Preparation
Cortaar Fumon
Twrmt7i
Other -Gavel rMulcn
VEGETATIVE:
Pwmwn t Sao Flooding
MulchN9/Adapt
Tempoay Aed Planting
Sod Installotian
Halting./MRte/Bl s W
Other
STRUCTURES: INSTALLED BY MAIN fAINED BY
AGETATION/MULCHING CONTRACTOR_ _
1. H,.rTp. c If,
DEVELOPED SITE HYDROLOGY
DESGa
PANT
2
BASIN
2
AREA
m
1 0.20 085 b-92 i
3
3
0.09
O.J2
0.13
U. Ja
4
5
0.51
0.]4
1.49
4.21
5
5O.Ba
0.30
0.]0
6
6
0.35
0.66
1.50
3 46
>
y
0.35
0.57
0.96
246
a
B
0.07
O.6B
0.30
O.JO
9
9
0.55
O.fiB
2.36
5.47
10
to
0.42
0.25
0.39
1.03
tt
11
0.16
am
0.69
1.59
3.02
071
9.97
24.46
CALL UTILITY NDTIF$GTWN
CENTER OF COLD
1-800-922-1987
CAUL 2 ft�" PAear MeewraaYet.w�Erc�w.`."ola
City
of Fort Collins, Colorado
UTR.ITY PLAN APPROVAL
:••
City F;a9 -
fee
Water 4 Wastewater Utility
-Date
ti
Storyteller Utility
are
-IF-
BT
_
_
Parse A Recreatiau
Dale
-Treaty, Fa9meer
aV
Z
S
c
m
S
O�
um rePp
Q
to
Gm:w 3
DRAWNc ND.
6
g
0
0
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Q
2W
as
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PQ
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