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FINAL DRAINAGE AND EROSION
CONTROL STUDY
Harmony School Shops Third Filing
Timberline Road at Milestone Drive
Fort Collins, Colorado
i
I.
ENGINEERS ARCHITECTS Farnsworth
SURVEYORS
SCIENTISTS GROUP
July 31, 2001
City of Fort Collins
Re: Harmony School Shops 3`d Filing
'
Utility Services Stormwater
Timberline Rd. @ Milestone Dr.
235 Matthews Street
Fort Collins, CO
'
Fort Collins, CO 80522
Final Drainage & Erosion
Control Study
Attn: Mr. Basil Hamdan
F&P Project #200284.1
'
Dear Basil:
We are pleased to submit to .you, for your review and approval, this Final Drainage and Erosion
'
Control Study for the Harmony School Shops 3`d Filing.
All computations within this report have been
completed in complian-ce-with the City of Fort Collins Storm Drainage Design Criteria.
'
We appreciate your time and consideration in reviewing
this submittal-. Please call if you have any
questions.
Sincerely,
FARNSWORTH GROUP, INC.
1
'
Prepared By:
Re ' ed By:
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'
4�/ t,
Eric W. Morff
4
James T. Burke, P.E.
Engineer intern
Principal
.1
0
Final Drainage and Erosion Control Study
Harmony School Shops Third Filing
Timberline Road at Milestone Drive
Fort Collins,. Colorado
Prepared for:
Aramark Educational Resources
573 Park Point Drive
Golden, Colorado 80401
Prepared by.
r
ENGINEERS
Farnsworth
ARCHITECTS
SURVEYORS
GROUP
SCIENTISTS
20 Allen Avenue, Suite 200
St. Louis, Missouri 63119
(314) 962-7900 • Phone
(314) 962-1253 • Fax
FG#
200284.1
Date:
February 15, 2001
Revised:
May 22, 2001
Revised:
July 31, 2001
REG/S ,
F�,FO
NUMBER
o% 30660
"ASS/ONA1-•�N�\
JAN-2M
1.0
TABLE OF CONTENTS
GENERAL LOCATION AND DESCRIPTION
1.1 Location..............................................................................................1
1.2 Description of Property .......................................................................1
2.0 DRAINAGE BASINS
2.1 Major Basin Description......................................................................1
2.2 Sub -Basin Description........................................................................1
3.0 DRAINAGE DESIGN CRITERIA
3.1 Regulations............................................................:...........................2
3.2 Development Criteria Reference and Constraints...............................2
3.3 Hydrologic Criteria..............................................................................2
3.4 . Hydraulic Criteria ................... :............................................................ 2
3.5 Variance from Criteria.........................................................................2
4.0 DRAINAGE FACILITY DESIGN
4.1 General Concept................................................................................2
4.2 Specific Details ...................................................... :............................ 3
TABLE OF CONTENTS
5.0
STORM WATER QUALITY
5.1 General Concept................................................................................4
5.2 Specific Details...................................................................................4
6.0
EROSION CONTROL
6.1 General Concept................................................................................4
6.2 Specific Details...................................................................................4
7.0
CONCLUSIONS
7.1 Compliance with Standards................................................................5
7.2 Drainage Concept...............................................................................5
7.3 Storm Water Quality...........................................................................5
7.4 Erosion Control...................................................................................5
8.0
REFERENCES.....................................................................6
MAPS
Figure 1
Vicinity Map
Figure 2
Regulatory Floodplain Map
APPENDICES
Appendix'A
Hydrologic Calculations
Appendix B
Hydraulic Calculations
Appendix C
Detention Pond Sizing
Appendix D
Erosion Control
TABLES AND FIGURES
1
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1
DRAWINGS
DA-1
DA-2
TF-1
TABLE OF CONTENTS
Onsite Drainage and Erosion Control Plan
Offsite Drainage and Erosion Control Plan
Timberline Farm Master Drainage and Utility Plan
Final Drainage and Harmony School Shops Third Filing
' Erosion Control Study
July 31, 2001
1
' 1.0 GENERAL LOCATION AND DESCRIPTION
1.1 Location
' The Harmony School Shops Third Filing is located at the northeast corner of
Timberline Road and Milestone Drive (Figure 1 — Vicinity Map). The site is bounded on
the north and east by Sunstone Village 71h and 8th Filing, on the west by Timberline
' Road, and on the south by Milestone Drive.
The site location can also be described as situated in the West Half of the Southwest
Quarter of Section 32, Township 7 North, Range 68 West of the 61h Principal Meridian,
City of Fort Collins, County of Larimer, State of Colorado. Refer to the Appendix for a
vicinity map.
1.2 Description of Property
' Harmony School Shops Third Filing will contain approximately 2.32 acres, more or
less. Presently the property is undeveloped agricultural land and covered with sparse
vegetation. There are no major drainageways contained within the site.
' Topographically the site gently slopes from northwest to southeast at approximately 0.5
percent.
' 2.0 DRAINAGE.BASINS
2.1 Major Basin Description
' The proposed Harmony School Shops Third Filing lies within Reach 2 of the Fox
Meadows drainage basin and Basin 1 of the Timberline Farms Master Drainage Plan.
Timberline Farms drainage basin is built out primarily with a residential development
known as Sunstone Village. The site is largely influenced by this development
downstream and north of the subject site. Stormwater discharge in this basin is limited
to the 2-year historic runoff as determined by the 1989 Timberline Farm P.U.D. SWMM
' update of Fox Meadows Master Drainage Plan.
2.2 Sub -Basin Description
The Harmony School Shops Third Filing has been broken into six sub -basins. Three of
the sub -basins are on -site basins and three are off -site basins. All six sub -basins will
' release to the existing shared detention pond located at the north end of the overall
Harmony School Shops development and across Milestone Drive from the subject site.
This existing detention pond is referred to as Detention Pond Number 1 in the
Timberline Farms P.U.D. Master Drainage Plan performed by Engineering
' Professionals in September, 1989 and Sunstone Village 7th and 8th Subdivision P.U.D.
Preliminary and Final Storm Drainage Reports (refer to drawing TF-1 at the back_of this
report). The six sub -basins are shown on the Offsite Drainage and Erosion Control
' Plan in the back of this report.
' Farnsworth Group Page 1
Final Drainage and Harmony School Shops Third Filing
' Erosion Control Study
July 31, 2001
I
1
3.0 DRAINAGE DESIGN CRITERIA
' 3.1 Regulations
The City of Fort Collins Storm Drainage Design Criteria is being used for the subject
site.
' 3.2 Development Criteria Reference and Constraints
The Fox Meadows Master Drainage Plan, Timberline Farm P.U.D. and Sunstone
Village 7`h and 8`h Subdivision P.U.D. Preliminary and Final Storm Drainage Reports
are the governing drainage criteria for Harmony School Shops Third Filing site
development.
3.3 Hydrologic Criteria
' The Rational Method for determining surface runoff is used for the project site. The 10-
year and 100-year storm event criteria, obtained from the City of Fort Collins, is used to
' determine the design rainfall and resulting runoff values. An allowable release rate
through the existing box culvert under Milestone Drive of 15.10 c.f.s. was provided by
the City of Fort Collins Stormwater Utility. The water quality control volume provided in
existing Detention Pond #1 was determined using methods presented in the Urban
Storm Drainage Criteria Manual. These calculations are included in the Appendix of
this report.
' 3.4 Hydraulic Criteria
All hydraulic calculations within this report have been prepared in accordance with the
' City of Fort Collins Storm Drainage Design Criteria and are also included in the
Appendix.
' 3.5 Variance from Criteria
No variances are being sought for the subject site.
' 4.0 DRAINAGE FACILITY DESIGN
4.1 General Concept
The majority of the increased runoff from the subject site will be routed to the existing
Detention Pond Number 1 located at the north end of the overall Harmony School
' Shops development. Since the allowable site runoff of 15.10 c.f.s. is being met, the
existing detention pond will be enlarged only to meet the water quality requirements
determined in this report in- order to support the existing conditions and new
construction on the subject site. The detention pond will have to be resized to support
' Farnsworth Group Page 2
1 I -
Final Drainage and Harmony School Shops Third Filing,
' Erosion Control Study
July 31, 2001
' any future construction on the southern tract of the Harmony School Shops overall
development.
4.2 Specific Details
Sub -basin 1 contains the majority of the subject site. This area includes three future
pad sites, the proposed parking lot and driveway, and the proposed landscape area
' along the north side of the subject site. Runoff from this area will be released to the
proposed concrete trickle pan along the north and east side of the site and then
conveyed to Detention Pond Number 1 through a new storm sewer system and the
' existing box culvert which runs under Milestone Drive.
Sub -basin 2 contains a portion of a proposed building roof area, a portion of the
' proposed driveway entrance, the proposed landscape area along the site's Milestone
Drive frontage, half of the existing Milestone Drive, and a portion of residential area
along the southwest side of Winterstone Drive. Flow is collected in the existing street
gutter and runs to an existing inlet on the north side of Milestone Drive where it enters
the existing box culvert and is combined with the runoff from sub -basin 1 and runs to
Detention Pond Number 1.
' Sub -basin 3 contains the southern half of Milestone Drive and a portion of the
residential area. on the southwest side of Stoney Creek Drive. This runoff is also
collected in the existing street gutter where it runs to an existing inlet on the south side
of Milestone Drive, enters the existing box culvert, and is combined with the flows from
both sub -basin 1 and sub -basin 2 before entering Detention Pond Number 1.
' Sub-basin-4 includes the existing developments along Timberline Road, the large
vacant area that make up the remainder of the overall Harmony School Shops
development, and existing Detention Pond Number 1. In addition, flow from the north
' half of Harmony Road also routes through this sub -basin. Runoff flows along the north
street gutter of Harmony Road and enters the vacant area where it flows overland
north to Detention Pond Number 1.
' Detention Pond Number 1 will continue to release to the north through a 24" pipe at the
predetermined rate of 18.80 cfs per the City of Fort Collins Stormwater Utility. It was
assumed that Detention Pond #1 has the required volume for storm water quantity as
long as the predetermined allowable release rate of 15.10 c.f.s. from the proposed site
is met. A new outlet structure will be provided upstream of the existing 24" outlet pipe
to meet the water quality requirements of a 40-hour extended detention basin. In
addition, Detention Pond Number 1 will be resized to accommodate the increased
volume needed for the water quality control volume. The existing concrete trickle pan
within the detention pond and the existing 24" outlet pipe will remain without any
' adjustments. Detention Pond Number 1 will have to be reevaluated if and when any
further development tributary to it occurs. Detention Pond Number 1 releases to the
north to Detention Pond Number 2 (as identified in Timberline Farms P.U.D. Master
' Drainage Plan). The downstream detention pond dynamics, backwater timing, and the
' Farnsworth Group Page 3
Final Drainage and Harmony School Shops Third Filing
' Erosion Control Study
July 31, 2001
hydrologic peaks associated with this pond are unknown at this time. It was assumed
that the existing storm sewer system is adequate to convey the detention pond
discharge to Detention Pond 2 as long as the predetermined allowable release rate is
met.
Sub -basin 5 encompasses the small remaining proposed landscape area along the
west side of the subject site. Runoff from this sub -basin discharges into the east flow
' line of Timberline Road.
Sub -basin 6 contains the residential area on the northeast side of Winterstone Drive
and Stoney Creek Drive. This runoff is collected in the existing street gutter where it
runs to an existing inlet on the northeast side of Winterstone Drive. The runoff flows
through an existing storm sewer line directly into Detention Pond Number 1.
' 5.0 STORM WATER QUALITY
' 5.1 General Concept
The State of Colorado requires Stormwater Management Plans as a part of their
' permitting process. Therefore this design includes various Best Management
Practices for the treatment of storm water runoff which will be implemented during the
construction phase of this project.
5.2 Specific Details
The Best Management Practices (BMP's) for this site include the resizing of the
' existing detention pond to handle the required water quality control volume, installation
of a new outlet structure to provide a 40-hour extended detention basin, installation of a
temporary sediment trap during construction, and the use of hay or straw dry mulch
' over exposed areas to impede erosion during the construction process. The existing
Detention Pond Number 1 will provide an offsite water quality outlet control structure
which will be maintained by the overall developer:
' Western VII Investment, LLC
c/o Western Property Advisors, Inc.
3555 Stanford Road, Suite 201
Fort Collins, CO 80525
1
' 6.0
All construction activities must comply with the State of Colorado permitting process for
Storm Water Discharges associated with Construction Activity. A Colorado
Department of Health NPDES permit will be required before any construction grading
can begin.
EROSION CONTROL
1 6.1 General Concept
1 Farnsworth Group Page 4
Final Drainage and Harmony School Shops Third Filing
' Erosion Control Study
July 31, 2001
1
The development lies within the Moderate Rainfall Erodibility Zone and Moderate Wind
Erodibility Zone per the City of Fort Collins zone maps. The potential exists for erosion
' problems during construction, and after construction until the disturbed ground is
revegetated or paved. It is anticipated that construction will begin in August of 2001.
6.2 Specific Details
' Erosion control for this site during construction includes the installation of a temporary
sediment trap and the use of hay or straw dry mulch over exposed areas to impede
' erosion.
After construction of the utilities, the parking lot and access road will have paved
surfaces and the foundation of the building will be constructed. The open areas will be
sodded to reduce the erosion potential.
' Calculations for erosion control performance standards were completed per the City of
Fort Collins Erosion Control Reference Manual for Construction Sites and are included
in the appendix. The erosion control performance standard for the site during
' construction is 72.6%. The effectiveness of the proposed erosion control plan during
construction is 94.3% and will meet the City of Fort Collins criteria.
The erosion control performance standard after construction was calculated to be
85.4%. The effectiveness of the proposed erosion control plan after construction is
99.8% and will meet the City of Fort Collins criteria.
' 7.0 CONCLUSIONS
7.1 Compliance with Standards
' All computations in this report are in compliance with the City of Fort Collins Storm
Drainage Design Criteria.
' 7.2 Drainage Concept
The proposed drainage concept presented in this report adequately provides for the
transmission of developed on -site runoff to the detention area utilizing the proposed
on -site storm sewer system and the existing storm sewer system. The size, location
and release rate of this pond will conform to the Timberline Farm Master Drainage Plan
and the Sunstone Village Seventh Filing Final Drainage Report accepted by the City of
Fort Collins. The detention pond will continue to provide one foot of freeboard and an
existing emergency overflow in the event the outlet becomes plugged.
7.3 Storm Water Quality
Farnsworth Group Page 5
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Final Drainage and Harmony School Shops Third Filing
Erosion Control Study
July 31, 2001
Necessary BMP's will be utilized during construction to prevent the conveyance of
sediments off site. A new water quality outlet structure will provide the required water
quality requirements for the new development.
7.4 Erosion Control
The proposed erosion control concepts adequately provide for the control of wind and
rainfall erosion from the site. 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.
Farnsworth Group
Page 6
Final Drainage and
' Erosion Control Study
July 31, 2001
Harmony School Shops Third Filing
' 8.0 REFERENCES -
Storm Drainage Design Criteria and Construction Standards, City of Fort Collins, Colorado,
May 1984 (with current revisions)
Erosion Control Reference Manual for Construction Sites, City of Fort Collins, Colorado,
January 1991
Master Drainage Plan for Timberline Farm P. U.D., by Engineering Professionals, Inc.,
September, 1989, revised November, 1989
Preliminary Geotechnical Engineering Report Harmony School Shoos Timberline Road and
' Harmony Road, Fort Collins. Colorado, by Terracon, September 22, 1995
Sunstone Village r Subdivision P. U.D. Preliminary and Final Storm Drainage Report by Land
Services, Inc., June, 1993
Sunstone Village 8t' Subdivision P. U.D. Preliminary and Final Storm Drainage Report, by Land
Services, Inc., June, 1993, revised August, 1993
Final Storm Drainage and Erosion Control Report for Milestone Drive by Land Services, Inc.,
June, 1995 .
Final Drainage Report for Timberline Road, by Northern Engineering, July, 1994
' Final Drainage and Erosion Control Study for Timberline Farms Cornerstone P. U. D. by
Galloway Romero and Associates, January, 1996, revised May, 1996
' Final Drainage and Erosion Control Study for Harmony School Shops P U D Second Filing by
The Sear -Brown Group, June, 1998
' Farnsworth Group
Page 7
6
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APPENDIX A
Hydrologic Calculations
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APPENDIX B
Hydraulic Calculations
OB:200284
M oy
FB:
M
07/23/01
03:17 PM
Children's World Learning Centers
Fort Collins CO
Licensed to: FARNSWORTH & POLK
20 Allen Avenue, Suite 200, St. Louis, MO 63119
314/962-7900 (voice) - 314/962-1253 (fax)
The Clayton Engineehng Company, Inc.
' Description = New Storm Sewer System
System Number = 1
Return Period (yr) = 10
t Rainfall Duration (min) = 5 -
Runoff Factor Multiplier = 1.00
Starting HGL Elev. (ft) = 4957.34
Use St. Louis Co./MSD Losses? = N - -
__________,_________,___-,____________,____________________________________,_______,_______,___________,______,________,____________,
TRUCTURES-IFLOWLINESI I I I I I I I 1PARTIALI--FULL-I --- LOSSES--I-COND-I --- HGL--(UPPER STRUCTI
UP/LOW I UP/LOW IDIAMILENGTHI n (AREA/PII QaddlQtot/Qfu11ICS/RSIYn/YCI V/Y IV/Vheadl F/C I V/T IUP/LOW( UP/LOW I TOP/FREEBD I
__________ _________ ---- .,------------ _______-_____-__________-_____-_____-_______-_______-_____--____-______-________-____________I
M FES 1-1 1 4957.60 124 1 94 10.0131 2.58 1 5.281 5.28 1 0.531 0.781 3.09 I 1.68 10.211 0.341 ND 14958.72 1 4959.10
MH 1-2 14957.10 1 1 1 1 2.05 I 1 16.51 10.051 0.811 1.07 1 0.04 1 0.001 0.001 OJ 4958.17 1 0.38
1 I I 1 I 1 1 1 1 I I I I 1 1
MH 1-2 1 4957.10 124 1 76 10.0131 0.00 10.001 5.28 1 0.531 0.781 2.89 1 1.68 I 0.OS,I 0.191 ND 14958.17 1 4959.90
1 MH 1-3 1 4956.70 1 1 1 I 0.00 I I 16.51 1 0.051 0.811 1.13 1 0.04 1 0.001 0.101 OJ 14957.83 I 1.73
I I I I I I I I I I I I 1 I I
MH 1-3 1 4956.70 1 33 1 16 10.0131 0.00 1 0.005.28 1 0.441 0.721 2.36 1 0.89 1 0.000.00OC 14957.83 1 4960.10
CN 1-5 1 4956-63 1 1 1 -1 0.00 1 1 35.18 1 0.011 0.741 1.11 I 0.01 1 0.001 0.091 OJ 14957.74 1 2.27
I 1 1 1 1 I I I I 1 1 I 1 I I I
CN 1-5 1 4956.63 133 1 42 10.0131 1.11 11.401 6.68 1 0.451 0.811 2.77 I 1.12 1 0.011 0.121 OC 4957.74 1 4960.50
CN 1-6 1 4956.44 1 1 1 1 1.26 1 1 35.57 1 0.021 0.631 1.17 1 0.02 10.001 0.001 OJ 4957.61 I 2.76
I I 1 I I I I I I I I I I I
CN 1-6 14956.44 133 I 22 10.0131 0.84 11.561 8.24 10.451 0.901 4.22 I 1.39 10.011 0.271 OC I4957.61 I 4960.50 I
EP 1-4 1 4956.34 1 1 1 1 1.86 1 35.57 10.02I 0.931 1.00 1 0.03 1 0.001 0.00 OJ 14957.34 1 2.89
^ _
__________ _________ ____ ______ _____ _______ _____ __________^_____ _-___ _______ _______ _____^_____ ______ ____________-
____
L E G E N D
--------------------------------------------------
UP - At upper end of pipe 1 Yn - Normal depth (ft) 1 COND - Flow condition code at each end of pipe:
LOW - At lower end of pipe I Yc - Critical depth (ft) 1 FP - full pipe flow
DIAM - Pipe diameter (in) 1 PARTIAL - Conditions at lower end of pipe OC - open channel flow
U- Pipe length (ft) I FULL - Conditions assuming full pipe flow) ND - set to normal depth
n - Manning's roughness factor 1 V - Velocity (fps) CD - set to critical depth
- Upper drainage area (ac) Y - Depth (ft) I OJ - open channel flow but hydraulic
PI - Runoff factor (cfs/ac) i Vhead - Velocity head (ft) jump will occur downstream
Qadd - Added flowrate (cfs) 1 LOSSES - Major and minor head losses OF - initially set to open channel depth
tot - Total flowrate (cfs) F - Friction in pipe (ft) 1 then set to full pipe flow
IuRS
11 - Pipe full capacity (cfs) 1 C - Curve in pipe (ft) HGL - Hydraulic grade line elevation (ft)
CS - Construction slope of pipe (6) V - Velocities in upper structure (ft) TOP - Elevation of top of upper structure (ft)
- Minimum required slope (6) 1 T - Turns in upper structure (ft) I FREEBD - Difference btwn upper HGL and TOP (ft)
____-------------------------------
---- _____________________________________
-__________________________________________________
Notes:
Friction losses computed with Manning's formula if full pipe flow or back -calculated if open channel flow (simulating flow profile)
HGL at upper structure includes structure losses calculated "with actual inflowing velocities using iterative procedure
. Velocity and turn structure loss components only computed for incoming pipes with invert elevations below outlet crown elevation
)B:200284 FB: BY: 07/23/01
:10y 03:17 PM
Children's World Learning Centers
Fort Collins. CO
Licensed to: FARNSWORTH & POLK
20 Allen Avenue, Suite 200, St. Louis, MO 63119
314/962-7900 (voice) - 314/962-1253 (fax)
�opyngm viaaa
1
EP 1-4
CN 1-6
CN 1-5
' MH 1-3
MH 1-2
FES 1-1
1
Structure Connection Chart
The Clayton Engineering Company, Inc.
)B:200284 FB: BY: 07/23/01
:00Y 03:21 PM
Children's World Learning Centers
Fort Collin
Licensed to: FARNSWORTH & POLK
20 Allen Avenue, Suite 200, St. Louis, MO 63119
314/962-7900 (voice) - 314/962-1253 (fax)
�opyngmw iaaa
1
Description ,= *New Storm Sewer System
System Number = 1
Return Period (yr) = 100
Rainfall Duration (min) = 5
Runoff Factor Multiplier = 1.00
Starting HGL Elev. (ft) = 4957.34
Use St. Louis Co./MSD Losses? = N
The Clayton Engineering Company, Inc.
_________•_________,____,____________,_______,_____,__________,_____,_____,_______,_______,_ _
.RUCTURES-IFLOWLINESI I I I I I I I (PARTIAL]--FULL-I --- LOSSES--I-COND-I --- HGL--I UPPER STRUCT
UP/LOW I UP/LOW IDIAMILENGTHI n (AREA/PII QaddlQtot/Qfu111CS/RS]Yn/YcI V/Y IV/Vheadl F/C I V/T ]UP/LOW] UP/LOW I TOP/FREEED I
------------------ __________________________________y_____._____-______________-_____-_____.______t________-____________I
I i I I I I I I I I I II I 1
'ES 1-1 1 4957.60 1 24 1 94 10.0131 2.58 115.071 15.07 1 0.531 1.501 4.80 1 4.80 10.411 0.361 FP 14960.33 1 4959.10 ]
MH 1-2 1 4957.10 I 1 1 5.84 I 1 16.51 10.441 1.401 2.46 I 0.36 10.001 0.001 FP 14959.56 1 -1.23 1
] I I ] I I I I ] ] ] I I I ] II
MH 1-2 149S7.10 1 24 1 76 10.0131 0.00 10.001 15.07 1 0.531 1.501 4.80 1 4.80 1 0.341 0.001 FP 14959.56 1 4959.90 1
MH 1-3 1 4956.70 1 1 1 1 0.00 1 1 16.51 1 0.441 1.401 2.28 I 0.36 1 0.001 0.241 FP 14958.98 I 0.34 ]
I 1 1 1 1 I 1 1 1 1 1 I 1 I 1 1 I
MH 1-3 4956.70 1 33 1 16 10.0131 0.00 10.001 15.07 10.441 1.261 3.12 I 2.54 10.011 0.001 OC 149S8.98 I 4960.10 ]
CN 1-5 14956.63 I 1 1 1 0.00 1 1, 35.18 10.081 1.271 2.09 1 0.10 1 0.001 0.251 OJ 14958.72 1 1.12
I ] ] I I I I I I 1 I I I I I I I
CN 1-5 ] 4956.63 1 33 1 42 10.0131 1.11 1 3.911 18.98 10.451 1.431 3.98 I 3.20 1 0.051 0.161 OC 14958.72 1 4960.50 .
CN 1-6 1 4956.44 I 1 1 1 3.52 1 1 35.57 10.131 1.431 2.06 1 0.16 1 0.001 0.001 OJ 14958.50 1 1.78 1
I I I ] I I I I I ] I ] I I ] I I
CN 1-6 1 4956.44 1 33 1 22 10.0131 0-64 14.341 23.32 10.451 1.621 6.52 I 3.93 1 0.131 0.431 OC 14958.50 1 4960.50
EP 1-4 1 4956.34 I 1 1 1 5.17 1 J 35.57 1 0.191 1.601 1.60 1 0.24 10.001 0.00 CD 14957.94 I 2.00
__
D
UP -
____
At upper end of__pipe_____________,______
Yn
I
_____________L_E_G-E-N
______________.________________________________________________
- Normal depth(ft)
COND - Flow condition code at each end_of_pipe:
LOW -
At lower end of pipe
Yc
- Critical depth (ft) ]
FP - full pipe flow
DIAM -
Pipe diameter (in)
PARTIAL
- Conditions at lower end of pipe 1
OC - open channel flow
-
Pipe length (ft)
] FULL
- Conditions assuming full pipe flowl
ND - set to normal depth
n -
Manning's roughness factor
1 V
- Velocity (fps) I
CD - set to critical depth
-
Upper drainage area (ac)
Y
- Depth (ft) 1
OJ - open channel flow but hydraulic
PI -
Runoff factor (cfs/ac)
I Vhead
- Velocity head (ft)
jump will occur downstream
Qadd -
Added flowrate (cfs)
i LOSSES
- Major and minor head losses ]
OF - initially set to open channel depth
tot -
Total flowrate (cfs)
I _ F
- Friction in pipe (ft) ]
then set to full pipe flow
ull -
Pipe full capacity (cfs)
C
- Curve in pipe (ft)
HGL - Hydraulic grade line elevation (ft)
CS -
Construction slope of pipe
(%)I
V
- Velocities in upper structure (ft)I
TOP - Elevation of top of upper structure (ft)
RS -
____
Minimum required slope (&.)
________________
I
T
- Turns in upper structure (ft) I
FREEED - Difference btwn upper HGL and TOP (ft)
Notes:
_____________________________________________
___________ ________________________
Friction losses computed with Manning's formula if full pipe flow or back -calculated if open channel flow (simulating flow profile)
. HGL
at upper structure includes
structure losses calculated with actual inflowing
velocities using iterative procedure
. Velocity and turn structure loss
components
only computed for incoming pipes with
invert elevations below outlet crown elevation
OB:200284 FB: BY: 07/23/01
D:00y 03:21 PM
Children's World Learning Centers
Fort Collins CO
Licensed to: FARNSWORTH & POLK
20 Allen Avenue,.Suite 200, St. Louis, MO 63119
314/962-7900 (voice) - 314/962-1253 (fax)
copyngnr tv iaar ine aay on tngineenng company, Inc.
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DRAINAGE CRITERIA MANUAL
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.2 .3 .5 1 1 115 2 3 5 10 20
VELOCITY IN FEET PER SECOND
ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
' MOST FREQUENTLY OCCURRING "UNDEVELOPED'
LAND SURFACES IN THE DENVER REGION.
REFERENCE: Urban Hydrology For Small Watersheds'
Technical Release No, 55, USDA, SCS Jan. 1975.
5-1-84
URBAN DRAINAGE & FLOOD CONTROL DISTRICT
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AGE 23
TABLE 5.I
DRAINAGE CRITERIA MANUAL.(V.3)
STRUCTURAL BEST MANAGEMENT PRACTICES
10G
A
El
a
1
0.6
a�
U
0.41
E
m
Cc 0.21
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a
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0.0Z
[$00
0.01
0.02
0
EXAMPLE: DWO = 4.5 ft
0 WQCV = 2.1 acre-feet
SOLUTION: Required Area per
Row = 1.75 in?
0
EQUATION:
WQCV
a=
K 40
A91
11A
in which,
K40=0.013DWQ +0.22DWQ -0.10
ti
r
-
0.'04 0.06 0.10 0.20 1 0.40 0.60 1.0 2.0 4.0 b.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
c_al
Orifice Plate Perforation Sizing
Circular Perforation Sizing
Chart may be applied to orifice plate or vertical pipe outlet.
Hole Dia
Hole Dia
Min. 5=
(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
1 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
1 0.875
3
0.60
1.20
1.30
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
0.39
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 i Z4
1.250
4.
1.23
2.45
3.68
1 5/16
1.313
4
1.35
2.71
4.06
1 3/8
1.375
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
1 5.30 ,
1 9 16
1.563
4
1.92
3.33
1 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
8.34
2
2.000
4
3.14
6.28
9.42
n = Number of columns of perforations
Minimum steel
plate thickness
1/4
5/16
3/8 "
* Designer may interpolate to the nearest 32nd inch
to better match the required area, if desired.
Rectangular Perforation Sizing
Only one column of rectangular perforations allowed.
Rectangular Height = 2 inches
Required Area per Row (sq in)
Rectangular Width ('inches) _
2"
Urban Drainage and
Flood Contrgl District
Drainage Criteria Manual (V.3)
File: Oetails.dwq
Rectangular
Hole Width
Min. Steel
Thickness
5"
1 4
6"
1 /4 '
7„
5/32 „
g"
5/16 "
g"
11 /32 "
>10"
1 /2 .,
Figure 5
WQCV Outlet Orifice
Perforation Sizing
1
Table 6a-1: Standardized WQCV Outlet Design Using 2" Diameter Circular Openings.
Minimum Width (W coat) of Concrete Opening for a Well -Screen -Type Trash Rack.
See Figure 6-a for Explanation of Terms.
Maximum Dia.
Width of Trash Rack Opening (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 Filterr"I Stainless Steel Well -Screen' (or equal) Trash Rack Design
Specifications.
Max. Width
of Opening
Screen #93 VEE
Wire Slot Opening
Support Rod
Type
Support Rod,
On -Center,
Spacing
Total Screen
Thickness
Carbon Steel Frame
Type
9"
0.139
4156 VEE
'/d'
0.31'
'/s"U.0"flat bar
18"
0.139
TE .074"x.50"
1"
0.655
%"x 1.0 angle
24"
0.139
TE.074"x.75"
1"
1.03"
1.0"x 1%"angle
27"
0.139
TE.074"x.75"
1"
1.03"
1.0"x 1'/z"angle
30"
0.139
TE.074"x1.0"
1"
1.155"
1'/,`kl%2"angle
36"
0.139
TE.074"xl.0"
1"
1.155"
1'/,`k 1%z"angle
42"
0.139
TE .105"xl.0"
1"
1.155"
1 '/,`x 1%"an le
US Filter, St. Paul, Minnesota, USA
DESIGN EXAMPLE:
Given: A WQCV outlet with three columns of 518 inch (0.625 in) diameter openings.
Water Depth H above the lowest opening of 3.5 feet.
Find: The dimensions for a well screen trash rack within the mounting frame.
Solution: From Table 6a-1 with an outlet opening diameter of 0.75 inches (i.e., rounded up from 5/8 inch
actual diameter of the opening) and the Water Depth H = 4 feet (i.e., rounded up from 3.5 feet). The
minimum width for each column of openings is 6 inches: Thus, the total width is W ,oa,. = 36 = 18 inches.
The total height, after adding the 2 feet below the lowest row of openings, and subtracting 2 inches for the
flange of the top support channel, is 64 inches. Thus,
Trash rack dimensions within the mounting frame = 18 inches wide x 64 inches high
From Table 6a-2 select the ordering specifications -for an 18", or less, wide opening trash rack using US
Filter (or equal) stainless steel well-scieen with #93 VEE wire, 0.139" openings between wires, TE
.074" x .50" support rods on 1.0 on -center spacing, total rack thickness of 0.655" and'/d' x 1.0 welded
carbon steel frame.
Table 6a
No Text