HomeMy WebLinkAboutDrainage Reports - 09/21/2017II
City of Ft. Collin raved, Plans
Approved By
Date
Drainage Design Considerations
for the
Legacy Auto
Final Development Plan (FDP)
Fort Collins, Colorado
June 21, 2017
Prepared for:
Mr. Gary Farkas
Legacy Tractor and Auto Sales
1845 N. College Avenue
Fort Collins, Colorado 80524
Prepared by:
Wohnrade Civil Engineers, Inc.
11582 Colony Row
Broomfield, CO 80021
Phone: (720)259-0965, Fax: (720)259-1519
Project Number: 1707.00-LEG
f
Wohnrade Civil Engineers, Inc.
11582 Colony Row, Broomfield, CO 80021 Phone: 720-259-0965, Fax: 720-259-1519
1
' June 21, 2017
Mr. Wes Lamarque
Utilities Department
City of Fort Collins
' 700 Wood Street
Fort Collins, Colorado 80522
Re: Drainage Design Considerations for the
Legacy Auto FDP
Fort Collins, Colorado
' Dear Mr. Lamarque:
Wohnrade Civil Engineers, Inc. (WCE) is pleased to resubmit this final hydrologic and
' hydraulic report for the Legacy Tractor and Auto Sales project for your review. We have
addressed the first round of comments contained in the letter dated June 16, 2017. This
report complies with technical criteria set forth in the City of Fort Collins, Stormwater
' Criteria Manual, and Urban Drainage and Flood Control District criteria.
We acknowledge that the City of Fort Collins's review of this study is only for general
conformance with submittal requirements, current design criteria, and standard
engineering principles and practices.
If you should have any questions or comments as you review this report, please feel free to
contact me at your convenience.
,.\%
Sincerely, Pp0
WOHNRADE Clu�lvgy
�O;°.cn�
9LU
0.
Mary B. Wohnra WE **T' tti ••������
Professional Engineer-(f,0;N�.,,11 0```
Drainage Design Considerations for
Legacy Auto FDP
'
Table of Contents
1.
INTRODUCTION ........................................ ......................................................................................
1
1.1
1.2
Objective.............................................................................................................................................1
Project History and Previous Studies..................................................................................................1
1.3
Mapping and Surveying.......................................................................................................................1
2.
2.1
SITE LOCATION AND DESCRIPTION........................................................................................
Site Location........................................................................................................................................1
1
2.1
Site Description...................................................................................................................................2
3.
3.1
PRE -PROJECT CONDITIONS........................................................................................................
Pre -Project Drainage Basins................................................................................................................2
2
3.2
Pre -Project Drainage Patterns.............................................................................................................2
4.
POST -PROJECT CONDITIONS..................................................................................................... 2
4.1
Proposed Project Description..............................................................................................................2
4.2
Post -Project Drainage Basins...............................................................................................................3
'
4.3
Post -Project Drainage Patterns...........................................................................................................3
4.4
Proposed Detention/Water Quality Pond...........................................................................................3
S.
5.1
DESIGN CRITERIA..........................................................................................................................4
Design References...............................................................................................................................4
5.2
Hydrologic Criteria...............................................................................................................................4
6.
6.1
EROSION CONTROL....................................................................................................................... 5
Erosion Control Plan............................................................................................................................5
6.2
Site Stabilization..................................................................................................................................5
7.
CONCLUSIONS................................................................................................................................. 5
7.1
Compliance with Standards.................................................................................................................5
7.2
Variances.............................................................................................................................................6
8.
REFERENCES....................................................................................................................................6
I
1
Drainage Design Considerations for
Legacy Auto FDP
TABLE OF CONTENTS, cont.
Vicinity Map
APPENDICES
Appendix A: Post -Project Condition Hydrology
Appendix B: Detention/Water Quality Pond Design
'
DRAWINGS
Sheet 1 of 2 Pre -Project Drainage Plan
Sheet 2 of 2 Post -Project Drainage Plan
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Drainage Design Considerations for
Legacy Auto FDP
Fort Collins, Colorado
June 21, 2017
1. INTRODUCTION
1.1 Objective
This study documents the results of a
comprehensive hydrologic and hydraulic
analysis for the proposed Legacy Tractor and
Auto Sales FDP project located in Fort Collins,
Colorado.
The project includes a 10,500 sf building
addition, new water and sewer services lines,
site improvements, and an onsite stormwater
detention/water quality pond (Photo 1).
1
1.2 Project History and Previous Studies
Photo 1 — Project Site Looking Northeast
There is one known hydrologic and hydraulic study for the Legacy Tractor property. A
Final Drainage and Erosion Control Report for Legacy Auto was prepared by North Star
Design as part of the Preliminary Development Plan, and is dated April 4, 2014.
1.3 Mapping and Surveying
King Surveying, of Windsor, Colorado, provided field survey information and
topographic mapping of the project site, with a contour interval of 1-foot. The survey
was performed in January 2010, and was referenced to NGS Monuments U402 and
V401 on the NAVD88 datum, and the NAD 83, Colorado State Plane (UTM Zone 13)
North Zone survey coordinate system.
2. SITE LOCATION AND DESCRIPTION
2.1 Site Location
The project is located in the Southeast 1/4 of Section 35, Township 8 North, and Range 69
West of the 6th Principal Meridian, City of Fort Collins, Larimer County, Colorado.
The site is bounded by N. College Avenue on the east, the Larimer and Weld Canal on
the north, and existing commercial properties on the west and south.
The project is located outside of any FEMA regulated floodplain, as per the FEMA Flood
Legacy Auto FDP Wohnrade Civil Engineers, Inc.
June 21, 2017
Page 2
Insurance Rate Map(FIRM), Community -Panel Number 08069C-0977G, revised on June
17, 2008 (see Firmette).
The property is also adjacent to a City of Fort Collins designated floodplain along the
Larimer and Weld Canal. Floodplain mapping contained on the online mapping
application FCMaps shows that this floodplain is contained within the banks of the
Larimer and Weld Canal, and does not encroach onto the project site.
2.1 Site Description
The project site is roughly 2.91 acres in size, and is located in a commercial area within
the City of Fort Collins, Colorado. The site is partially developed on the east side of the
property adjacent to N. College Avenue, and contains an existing structure with paved
and gravel parking, and utilities. The existing site drains to a depression located in the
southwest corner of the site, with no discernable outlet.
The site is located in the Dry Creek Drainage Basin, as defined by the City of Fort Collins
Master Drainage Plan.
Stormwater runoff from offsite properties (0.68 acres) enters the site on the north,
south and west.
3. PRE -PROJECT CONDITIONS
3.1 Pre -Project Drainage Basins
The existing project site includes one single drainage basin, for a total area of 2.91
acres.
' 3.2 Pre -Project Drainage Patterns
Stormwa ter runoff from the entire property drains overland, across paved and
vegetated surfaces, to the existing depression located in the southwest corner of the
property where stormwater is retained onsite.
Runoff calculations for the pre -project condition have not been performed, since the
maximum allowable developed release rate is a fixed 0.20 cfs/acre, and is independent
of the historic discharges.
4. POST -PROJECT CONDITIONS
' 4.1 Proposed Project Description
The proposed project includes a new 10,500 sf building addition, new asphalt parking
and drives, new underground utilities, and a new onsite stormwater detention/water
quality facility.
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Legacy Auto FDP Wohnrade Civil Engineers, Inc.
June 21, 2017
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Page 3
The existing building will remain, but all other paving and utilities will be removed.
4.2 Post -Project Drainage Basins
' The proposed project site has been divided into 2 post -project drainage basins for a
total drainage area of 2.91 acres.
Post -project drainage basins and patterns will mimic pre -project conditions, with
Basinl draining to the southwest corner of the property to the new detention facility,
and Basin 2 draining to the existing depression, which is also located in the southwest
corner of the property.
4.3 Post -Project Drainage Patterns
Basins 1 (2.80 ac) drains overland in vertical curb and gutter and valley pans, at slopes
ranging from 0.44% to 4.53%, to the new detention facility. The drainage pattern
within this basins mimics pre -project drainage patterns. The 10 and 100-year peak
'
discharges are estimated to be 6.9 cfs and 16.1 cfs respectively.
Basin 2 (0.11 ac) drains overland across a native grass area to the existing depression
located in the southwest corner of the property. The drainage pattern within this
basins mimics pre -project drainage patterns. The 10 and 100-year peak discharges
are estimated to be 0.2 cfs and 0.5 cfs respectively.
Offsite Basins 01 and 03 will also drain to the new detention/water quality facility.
Stormwater runoff from these basins will be conveyed by overland flow across
vegetated surfaces. The 10 and 100-year peak inflow to the detention pond from
Basins 1, 01, and 03 (3.28 ac) are estimated to be 3.7 cfs and 18.8 cfs respectively.
Calculations made as part of this investigation, along with other supporting material,
are contained in Appendix A.
4.4 Proposed Detention/Water Quality Pond
The proposed detention/water quality pond is located in the southwest corner of the
property, near the existing depression. The pond will detain stormwater runoff from
1 Basin 1 of the developed site, as well as, offsite Basins 01 and 03, which are located to
the south and west of the property.
The property lies within the Dry Creek Drainage Basin, which requires runoff from the
100-year developed storm to be released at a maximum rate of 0.20 cfs/ac.
Stormwater runoff from onsite Basin 1, and offsite Basins 01 and 03 will be released at
this rate. The maximum allowable release is 0.20 cfs/ac x 3.28 acres= 0.66 cfs.
The computer program, Hydraflow Hydrogranhs Extension for AutoCAD Civil 3D 2016
was used to route the 100-year design storm through the detention pond. An inflow
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June 21, 2017
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Page 4
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hydrograph was developed to route the 100-year storm through the detention pond,
which includes Basins 1, 01 and 03 (3.28 acres).
Results of the pond routing predict a maximum 100-yr water surface elevation of
4982.79, with an associated storage requirement of 11,417 cu-ft. A 4" diameter orifice
will control the release of developed stormwater runoff at a maximum rate of 0.47 cfs.
The 100-year storm was routed through the pond, beginning at an elevation of 4982.00,
which is the top of the Water Quality Capture Volume (WQCV).
An emergency pond overflow weir has also been designed to pass the 100-year peak
inflow (18.8 cfs) to the pond. The notch elevation of the weir will beset at an
elevation of 4983.00, and will be 5' in width. The weir will direct stormwater runoff to
the historic location, which is the existing depression in the southwest corner of the
' site, where it will be retained onsite.
Extended detention has also been incorporated into the detention pond design. The
computer programs, UD-Detention (v3.07) and UD-BMP (0.05), developed by the
Urban Drainage and Flood Control District (UDFCD), have been used to calculate the
required Water Quality Capture Volume (WQCV), and orifice size based on a 40-hour
drain time.
Based on the UD-Detention and UD_BMP spreadsheets, the calculated WQCV is 0.051
ac-ft, which, based on the pond stage -storage rating, translates to a water surface
elevation of 4981.98, (or 4982.00), and design volume depth of 0.65'. The WQCV
orifice plate will contain one column with 3- 7/16" diameters orifices. The pond outlet
structure has been designed to mimic Figure OS-8 by Urban Drainage.
Calculations made as part of this pond analysis, along with other supporting material,
rare contained in Appendix B.
S. DESIGN CRITERIA
5.1 Design References
Drainage design criteria outlined in the City of Fort Collins Stormwater Criteria Manual
(Reference 1), and the Urban Storm Drainage Criteria Manual by the Urban Drainage
and Flood Control District (Reference 2), have been referenced in the preparation of
' this study.
5.2 Hydrologic Criteria
' Due to the relatively small basin size, and in keeping with criteria set forth in the City of
Fort Collins, Stormwater Criteria Manual, the Rational Method has been used to
estimate peak stormwater runoff from the project site.
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Legacy Auto FDP Wohnrade Civil Engineers, Inc.
June 21, 2017
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Page 5
The initial 2 and 10-year, and major 100-year design storms have been used to evaluate
the proposed drainage system. Rainfall intensity data for the Rational Method has
been taken from IDF equations generated specifically for the project site using the
Y Hydraflow Hydrographs Extension computer software from Autodesk. Point
' precipitation frequency estimates were generated using the NOAA Atlas 14,
Precipitation Data Frequency Server, which are site specific.
' 6. EROSION CONTROL
6.1 Erosion Control Plan
A proposed rainfall erosion control plan during construction will consist of temporary
structural erosion control measures. Erosion control measures have been specified on
the Grading and Erosion Control Plan, and on three separate drawings contained in the
written Stormwater Management Plan (SWMP). These drawings include a
Pre -disturbance, Interim, and Final Stabilization Plans.
Based on requirements set forth in the 2014 Preliminary Development Plan, Low
Impact Development (LID) design criteria will not be required for this project.
i Wohnrade Civil Engineers, Inc. has prepared a separate report containing the
Stormwater Management Plan (SWMP) for this project. A Colorado Discharge Permit
System (CDPS), Stormwater Discharge Associated with Construction Activities
application has also been submitted to the Colorado Department of Public Health and
Environment.
A City of Fort Collins Erosion and Sediment Control Escrow/Security Calculation has
been prepared for this project, and is included in the written SWMP report.
6.2 Site Stabilization
All areas disturbed by construction will be landscaped, paved, or re -seeded using the
recommended seed varieties, quantities, and application rates as specified on the
project Landscape Plan.
7. CONCLUSIONS
7.1 Compliance with Standards
The proposed drainage improvements been designed to comply with all applicable
' drainage criteria, in accordance with the City of Fort Collins Stormwater Criteria
Manual.
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Legacy Auto FDP
June 21, 2017
Page 6
Wohnrade Civil Engineers, Inc.
7.2 Variances
There are no variances requested as part of this stormwater drainage design.
8. REFERENCES
1. Stormwater Criteria Manual. City of Fort Collins, adopted December 2011.
2. Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District,
Denver, Colorado, Revised April 2008.
3. CDOT Drainage Design Manual, Colorado Department of Transportation.
4. Geotechnical Investigation, Proposed Detention Pond. CTL Thompson, Inc., January
29, 2015.
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Appendix A
Legacy Auto Final Development Plan (FDP)
May 10, 2017
Page 1 of 3
Wohnrade Civil Engineers, Inc.
Composite Percentage Imperviousness Calculations:
Post -Project Condition, Basin 1
NRCS Soil Tvne D
Surface Characteristics Streets:
Paved
Streets:
Gravel
Drives and
Walks
Roofs
Lawns
Clayey Soil
Imperviousness
Area (acres) 0.000
0.000
1.070
0.240
1.49
0.43
Percent Imperviousness 100
40
90
90
2
Correction Factors K. and K,p for Use With Equations RO-6 and RO-7
NRCS Soil Type
2-Year
5-Year
10-Year
25-Year
50-Year
100-Year
C and D
0.000
0.067
0.132
0.209
0.258
0.292
A
0.000
0.055
0.110
0.158
0.185
0.212
Equations RO-6 and RO-7, Drainage Criteria Manual, Volume 1
C,
0.21
0.26
0.32
0.37
0.39
0.42
C,
0.25
0.31
0.37
0.44
0.47
0.50
Cm
0.30
0.36
0.43
0.51
0.55
0.59
Equations taken from Urban Storm Drainage Criteria Manual, Volume 1, Chapter 5, Section 2.7, by the Urban
Drainage and Flood Control District, Denver, Colorado
Post -Project Condition, Basin 2
NRCS Soil Tvne D
Surface Characteristics Streets:
Paved
Streets:
Gravel
Walks and
Patios
Roofs
Lawns
Clayey Soil
Imperviousness
Area (acres) 0
0.00
0.00
0.00
0.11
0.02
Percent Imperviousness 100
40
96
90
2
Correction Factors Kq and K, for Use With Equations RO-6 and RO-7
NRCS Soil Type
2-Year
5-Year
10-Year
25-Year
50-Year
100-Year
C and D
0.000
0.108
0.206
0.324
0.393
0.452
A
0.000
0.088
0.167
0.236
0.276
0.315
Equations RO-6 and RO-T Drainage Criteria Manual, Volume 1
Cp 0.00
-0.01
0.07
0.14
0.18
0.22
Ca 0.03
0.08
0.17
0.26
0.31
0.36
Con 0.06
0.16
0.26
0.38
0,45
osi
S:\PROJECTS\LEG\DRNG\LEG-DevC.wpd
Legacy Auto Final Development Plan (FDP)
May 10, 2017
Page 2 of 3
Post -Project Condition, Basin 01
NRCS Soil TvnP_ D
Wohnrade Civil Engineers, Inc.
Surface Characteristics
Streets:
Paved
Streets:
Gravel
Walks and
Parking
Roofs
Lawns
Clayey Soil
Imperviousness
Area (acres)
0
0.00
0.00
0.05
0.28
0.15
Percent Imperviousness
100
40
90
90
2
Correction Factors K, and K., for Use With Equations RO-6 and RO-7
NRCS Soil Type
2-Year
5-Year
10-Year
25-Year
50-Year
100-Year
C and D
0.000
0.095
0.182
0,287
0.349
0.400
A
0.000
0,078
0.149
0.211
0.246
0.282
Equations RO-6 and RO-7, Drainage Criteria Manual, Volume 1
CA
0.02
0.10
0.17 0.24
0.27
0.31
C,
0.08
0.17
0.25 0.33
0.38
0.43
Cm
El
0.14
0.24
0.33 0.43
0.49
0.54
Equations taken from Urban Storm Drainage Criteria Manual, Volume 1, Chapter 5, Section 2.7, by the Urban
Drainage and Flood Control District, Denver, Colorado
Post -Project Condition, Basin 02
NRC..nil Tvne D
Surface Characteristics Streets:
Paved
Streets:
Gravel
Walks and
Parking
Roofs
Lawns
Clayey Soil
Imperviousness
Area (acres) 0
0.00
0.00
0.09
0.11
0.42
Percent Imperviousness 100
40
90
90
2
Correction Factors Kq and K,o for Use With Equations RO-6 and RO-7
NRCS Soil Type
2-Year
5-Year
10-Year
25-Year
50-Year
100-Year
C and D
0.000
0.068
0.135
0.214
0.263
0.298
A
0.000
0.057
0.112
0.161
0.188
0.216
Equations RO-6 and RO-71 Drainage Criteria Manual, Volume 1
CA
0.20
0.25
0.31
0.36
0.39
0.41
C,
0.24
0.31
0.37
0.43
0.47
0.50
COD
0.29
0.36
0.42
0.50
0.55
0,59
S:\PROJECTS\LEG\DRNG\LEG-DevC.wpd
Legacy Auto Final Development Plan (FDP)
May 10, 2017
Page 3 of 3
Post -Project Condition, Basin 03
NRC'.0 Cnil Tvna n
Wohnrade Civil Engineers, Inc.
Surface Characteristics Streets:
Paved
Streets:
Gravel
Walks and
Parking
Roofs
Lawns
Clayey Soil
1MPW+iWW**8
Area (acres) 0
0.00
0.00
0.15
0.00
0:so
Percent Imperviousness 100
40
90
90
2
Correction Factors Kp and K,, for Use With Equations RO-6 and RO-7
NRCS Soil Type
2-Year
5-Year
10-Year
25-Year
50-Year
100-Year
C and D
0.000
0.020
0.048
0.078
0.103
0.109
A
0.000
0.018
0.044
0.069
0.082
0.095
Equations RO-6 and RO-7, Drainage Criteria Manual, Volume 1
Ca 0.69
0.71
0.73
0.76
0.77
0.79
C, 0.71
0.73
0.75
0.78
0.80
0.81
CCD 0.73
0.75
0.77
0.80
0.83
0.83
Equations taken from Urban Storm Drainage Criteria Manual, Volume 1, Chapter 5, Section 2.7, by the Urban
Drainage and Flood Control District, Denver, Colorado
Post -Project Condition, Basins 1, 01 and 03
NRC1; gnil Tvna In
Surface Characteristics Streets:
Paved
Streets:
Gravel
Drives and
Walks
Roofs
Lawns
Clayey Soil
Mnpewim0arress
Area (acres) 0.000
0.000
1.070
0.440
1.77
0.43
Percent Imperviousness 100
40
90
90
2
.
Correction Factors K. and Kip for Use With Equations RO-6 and RO-7
NRCS Soil Type
2-Year
5-Year
10-Year
25-Year
50-Year
100-Year
C and D
0,000
0.067
0.133
0.211
0.260
0.294
A
0.000
0.056
0.110
0.159
0.186
0.214
Equations RO-6 and RO-7, Drainage Criteria Manual, Volume 1
C,
0.20
0.26
0.31
0.36
0.39
0.42
Cp
0.25
0.31
0.37
0.43
0.47
0.50
CCDEJ
0.29
0.36
0.43
0.50
0.55
0.59
S:\PROJECTS\LEG\DRNG\LEG-DevC.wpd
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Table 6-3. Recommended percentage imperviousness values
Land Use or
Surface Characteristics
Percentage Imperviousness
(%)
Business:
Downtown Areas
95
Suburban Areas
75
Residential lots (lot area only):
Single-family
2.5 acres or larger
12
0.75 — 2.5 acres
20
0.25 — 0.75 acres
30
0.25 acres or less
45
Apartments
75
Industrial:
Light areas
80
Heavy areas
90
Parks, cemeteries
10
Playgrounds
25
Schools
55
Railroad yard areas
50
Undeveloped Areas:
Historic flow analysis
2
Greenbelts, agricultural
2
Off -site flow analysis (when land use not
defined
45
Streets:
Paved
100
Gravel (packed)
40
Drive and walks
90
Roofs
90
Lawns, sandy soil
2
Lawns, clayey soil
2
6-8 Urban Drainage and Flood Control District March 2017
Urban Storm Drainage Criteria Manual Volume 1
[I
.50
mum ME
ME WIN
mqmm No
ism Bps a
so
.10
win5 man
0
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m
0
0
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3
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an mm�mmo�
.02
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0051 2 4 6 10 20
Average vellwhy (ftleec)
EQUATION FOR FIGURE 3-1:
PAVED: V=20.3282(s)0.5
(210-WT-64SecondEd..June1986) UNPAVED: V= 1 6.1345(sf-5
s= slope in ft/ft
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Pro act.
LEG 1707.00
Dote:
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4r29/2017 Precipitation Frequency Data Server
l) NOAA Atlas 14, Volume 8, Version 2
Location name: Fort Collins, Colorado, USA*
Latitude: 40.6121°, Longitude:-105.0761 &
Elevation: 4991.38 ft" NO
a
'source: Maps -
"source:e: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
Sonja Perim, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk,
Dale Unruh, Michael Yekta, Geoffery Bonnin
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular i PF graphical i Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years)
ration
F
1
����������
2
5
10
25
50
100
200
500
1000
0.263
0.311
0A10
0.513
0.686
0.843
1.02
1.22
1.52 7F
1.78
5711in
(0.209-0.327)
(0.247-0.386)
(0.3250.511)
(0.404-0.643)
(0.534-0.927)11(0.633-1.14)
(0.737-1.41)
(0.842-1.74)
(1.00.2.21)
(1.13-2.58)
10min
(0.307-0479
0.36 -0566
0.750749)
(0. 9-0.941)
(0.7801.36)11(0.927-1.67)
(1.08..07
: (13.2.54
1.473324)
16 5377
15-fllln
0.74-0584
0.44-0690
(0.579.0913)
(0.0911.15)
1(0.954-11.66)
(1.132.04)
(1.318253)
(1.%3.10)
l(179-3.96)(2.01-4.60
0.606
0.715
0.945
1.18
1.59
1.95
2.37
2.84
3.55
4.14
30{rlin
(0.482-0.752
0.568-0.889)
0.747-1.18)
0.931-1.48
(1.24-2.15)
(1.47-2.65)
(1.71-3.28)
(1.96-4.03)
1(2.33-5.15)
(2.62.6.00
1.47
60 Rlin
0.589-0 919
0. 93-1.08
0.917-11.45
1.15 83
1.55 2970
1: 6-3.36
2: 8.4.19
2.515519
3. 256.67
3.41 7880
2a,r
D. 00 1508
0.822--13.27
1: 9- .70
1.38-2.17
1. 8 3923
2.26 4.03
2.675A6
3: 0-6.29
3758.14
4.24 9354
0.967
1.13
1.51
1.92
2.64
3.31
4.09
4.98
6.32
7.46
3fir
0.776-1.18
0.908-1.39)
1.21-1.85)
(1.53-2.37
(2.10-3.56)
3.00-5.63
(3.49-7.02)11(4.239.11)
(4.80-10.7)
1.15
1.35
1.79
2.26
3.07
3.81
4.67
5.66
7.13
8.37
6fir
(D.927-1.39)
(1.09-1.63)
(1.442.17)
(1.802.76)
(2.44-4.08)
(2.93-5.08 )
( 3.456.36 )
( 3.99.7.89 )
( 4.82.10.2)
(5.4411.9)
1.
2.1
12 hr
1.131..67
1.32--61395)
1.2.12.54)
2. 063.16
2.74� 9
3. 3.5.49)
3. 406.77
(4.2708.28)11(5.06-10.5)
(5.67-612.2
4.2
827
24hr
1.38-2.00
1.59-2.31
2.01 2794)
(2. 293.58
3. 88 .94
3. 865.97)
4: 0-
(4.62 8580
5. 251.1)
(6.0308.8)
1.91
2.27
2.94
3.55
4.49
5.28
6.15
7.09
8.44
9.53
2 day
(1.57 2.25) J111.87-2.68
2.41-3.46)
(2.894.21)
(3.58-5.63)
4.10-6.71)
(4.61-8.02)
(5.10-9.53)
(5.84-11.7)
(6.40-13.3
3tlay
�10.42
.15
,
2: 3-2587
259-3.69
3: 0.4.46
3. 05592
4.3457.02
4: 6-8.36
5.36-9.90
6: 0. 2.1)
6.67-813.7
4 day
1.82 2056
2: 5-302
27 33.87
3.25 4665
3. 8 6514
4. 3-7..27
5: 56.63
5.56-0.2
6.33- 2.4
6.90-14.1
2.51
2.97
3.78
4.50 7F
5.57
6.45
7F
8.397day
79
109
.39
(2.09-2.90)
(2.47-3.43)
(3.134.38)
(3.71-5.24)
1 (4.48-6.82)
1(5.07-8.02)
(5.62-9.44)
(6.1311.1)
](6.89-13.3)
(7.47-15.1
10day
23.20
2753.79
3.474 81
4.09-5.72
4.88-7.35
5.48 8.58
6.03 10.0
6.549 1.7
7.29 14.0
7.85 5.7
5.
IF
12.4
20tlay
2.9
3: 3-4.09
3.51 4875
4.31-15.86
4.97 6684
5.77 8352
: 68.9.79
6.91.0111.3
7: 8.
8.08. 5.2
8.60- 6.9
30day
(36 04.80
4: 3 5.53
5: 0.6.74)
5.761-87 78
6. 3 9553
7. 5--010.8)
76 8-12.4
8. 2014.1
8.78 6.3)
(9.28 8.0
5.
45�ay
4.2705.66
4.91 6051
59 37.91
6.749.08
7.62311.0
8.28 2.4
8.81' 14.0
9: 4 5.8
9.86- 8.1
10.3 9.8
6.57
60 day
4.82 6834
558-7.35
676-8.96
7. 8.10.3
8.65-12.4
9.37- 3.9
9.93.15.7
1 .4 167.6
1L 19.9
11.4621.7
t Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precoitabon frequency
estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at
upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
ttlacKto IDD
PF graphical
' http:/Thdsc.nws.noaa.gov/hdsc/pfds/pfdsj3rintpage.html?lat=40.61218Jon=-105.O768&data=depth&units=english&series=pds 1/4
I4/29/2017
Precipitation Frequency Data Server
PDS-based: depth -duration -frequency (DDE.) curves
Latitude: 40:6121", I.nngitude:-105',U76$`
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Adefage recuirence'inteNat (years)
NOAA Atlas,14. Volume 8, Vemion.2'. Created (GMT)'. Sat Apr 29 16:41.27 2017
Back to Too
Maps & aerials
Small scale terrain
1+
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interval
(Yew)
— 1
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— 20-day
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— 30-day
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http://hdsc.nws.noaa.gowhdsc/pfds/pfds jxintpage.htm l?lat--40.6121 &Jon=-105.0768&data=depth&units=english&series=pds
24
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3/4
4✓29/2017
Precipitation Frequency Data Server
Back to Too
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions(&noaa.aov
Disclaimer
http://hdsc.nws.noaagov/hdsc/pfds/pfds_printpage.html?Iat=40.6121&lon=-105.0768&data=depth&units=english&series=pds 4/4
I
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
0.0000
0.0000
0.0000
-
2
29.9744
10.7000
0.8283
-
3
0.0000
0.0000
0.0000
-
5
50.0131
10.7000
0.8283
-
10
65.2885
10.7000 "
0.8283
--
25
82.5349
10.7000
0.8283
--
50
97.3175
10.7000
0.8283
-
100
110.4577
10.7000
0.8283
-
File name: LEG.IDF
Intensity = B / (Tc + D)"E
Saturday, 05 / 6 / 2017
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
3.06
2.44
2.04
1.76
1.55
1.39
1.26
1.16
1.07
1.00
0.94
0.88
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
5.11
4.06
3.40
2.93
2.59
2.32
2.11
1.94
1.79
1.67
1.56
1.47
10
6.67
5.31
4.44
3.83
3.38
3.03
2.75
2.53
2.34
2.18
2.04
1.92
25
8.43
6.71
5.61
4.84
4.27
3.83
3.48
3.19
2.95
2.75
2.58
2.42
50
9.94
7.91
6.61
5.71
5.04
4.52
4.10
3.77
3.48
3.24
3.04
2.86
100
11.29
8.98
7.50
6.48
5.72
5.13
4.66
4.27
3.95
3.68
3.45
3.25
Tc = time in minutes. Values may exceed 60.
0--;- lle OADDlI In uvdmnn.0 D�inf�ll nnln nnn
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
0.00
1.78
0.00
2.28
4.25
5.77
6.80
4.63
SCS 6-Hr
0.00
1.23
0.00
1.61
2.60
0.00
0.00
3.76
Huff -1st
0.00
0.00
0.00
0.00
4.00
5.38
6.50
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
3.90
5.25
6.00
0.00
40° 36:47 N
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[1
Hydrologic Soil Group—Larimer County Area, Colorado
Hydrologic Soil Group
Soil Mapping
H g' drolo is Soil Grou a
y p-Summaryby
ri r ` ' u w
Map Unit Lanmer County Area ,Colorado (C0644)i
Map unit symbol
Map unit name *'
Rating � `:
� a - Acres
FNercent of AOI
22
Caruso Gay loam, 0 to 1
percent slope
D
1.8
63.5%
73
Nunn clay loam, 0 to 1
percent slopes
C
1.1
36.5%
Totals for Area of Interest
2.9
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
'
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
'
transmission. .
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
'
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
' USDA, Natural Resources Web Soil Survey
� Conservation Service National Cooperative Soil Survey
4/29/2017
Page 3 of 4
Hydrologic Soil Group—Larimer County Area, Colorado
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie -break Rule: Higher
Soil Mapping
USDA Natural Resources Web Soil Survey 4/2912017
Conservation Service National Cooperative Soil Survey Page 4 of 4
[l
1
1
i
1
1
1
1
1
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Appendix B
1
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M M H Ln N LD M m H N M M M 00 m Ln H oo d M LD
M N d N 0o m Ln m LD Ln W M H d M m W d H m 00
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n m m m CC m N m w ID LD CC m m m m m d d 1� n
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m m m m Ln m Ln m Ln Ln m m m Ln m Ln m Ln 000
W m m m m ri ei N N m d d Ln Ln w LD N n 00 m m
N N N M M M M Pn m m M m M r' M Yn M M m Pn d
00 DO 00 W 00 DO W DD W 00 00 W DO W W 00 00 00 W 00 QO
01 01 01 OL 01 01 O\ 01 O� O� 01 01 01 O1 01 01 01 Q> 01 01 T
v v v v v v v v v v v v v v v v v v v v v
a
Pond Report
Hydraflow Hydrographs Extension for AutoCADV Civil 3D@ 2016 by Autodesk, Inc. v11
Saturday, 06 / 17 / 2017
Pond No. 1 - Pond 1
Pond Data
Contours -User-defined contour areas.
Average end area method
used for volume calculation.
Begining Elevation = 4982.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cult)
0.00 4982.00
13,207
0
0
0.50 4982.50
14,574
6,945
6,945
1.00 4983.00
16,204
7,694
14,640
1.50 4983.50
18,731
8,734
23,373
2.00 4984.00
20,874
9,901
33,275
Culvert / Orifice Structures
'
[A]
[B]
Rise (in)
= 4.00
0.00
Span (in)
= 4.00
0.00
No. Barrels
= 1
0
Invert El. (it)
= 4981.35
0.00
Length (ft)
= 0,00
0,00
Slope (%)
= 0.00
0.00
N-Value
= .013
.013
Orifice Coeff.
= 0.60
0.60
Multistage
= n/a
No
Weir Structures
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
0.00
0.00
Crest Len (ft)
= 5.00
0.00
0.00
0.00
0.00
0.00
Crest El. (ft)
= 4983.00
0.00
0.00
0.00
0
0
WeirCoeff.
= 3.13
3.33
3.33
3.33
0.00
0.00
Weir Type
= Broad
-
-
--
0.00
0.00
Multi -Stage
= No
No
No
No
0.00
n/a
.013
n/a
0.60
0.60
Exfil.(in/hr)
= 0.000 (by Wet area)
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Odfice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for onfice conditions (ic) and submergence (a).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B Clv C PrfRsr Wr A
Wr B Wr C Wr D Exfil User Total
ft
curt
ft
cis
cis cfs cfs cfs
cfs cis cfs cfs cfs cis
0.00
0
4982.00
0.29 is
- - - 0.00
- - - - - 0.290
0.50
6,945
4982.50
0.41 is
- - - 0.00
- - - - - 0.414
1.00
14,640
4983.00
0.51 is
- - - 0.00
- - - - - 0.508
1.50
23,373
4983.50
0.59 is
- - - 5.53
- - - - - 6.121
2.00
33,275
4984.00
0.66 is
- - - 15.65
- - - - - 16.31
r
Hydrograph
Report
rHydraflow
Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Wednesday, 05 / 10 / 2017
Hyd. No. 1
Basins 1,01 and 03
Hydrograph type
= Rational
Peak discharge
= 18.90 cfs
Storm frequency
= 100 yrs
Time to peak
= 8 min
Time interval
= 1 min
Hyd. volume
= 12,109 cuft
Drainage area
= 3.280 ac
Runoff coeff.
= 0.59
Intensity
= 9.765 in/hr
Tc by User
= 8.00 min
OF Curve
= LEG.IDF
Asc/Rec limb fact
= 1/1.67
tr
r
1
rBasins 1,01 and 03
Q (cfs)
Hyd. No. 1 -- 100 Year
21.00
18.00
r 15.00
12.00
r
9.00
r
6.00
i
' 3.00
0.00
0 2 4 6 8 10 12
' Hyd No. 1
14 16 18 20
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
9911I01
1 0.00
22
Time (min)
I
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31)® 2016 by Autodesk, Inc. v11
Saturday, 06 / 17 12017
Hyd. No. 2
Pond 1 Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.471 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.35 hrs
Time interval
= 1 min
Hyd. volume
= 52,992 cuft
hyd. No.
= 1 - Basins 1,01 and 03
Max. Elevation
= 4982.79 ft
IInflow
Reservoir name
= Pond 1
Max. Storage
= 11,417 cuft
Storage Indication method used.
Pond 1 Routing
Q (cfs) Hyd. No. 2 — 100 Year
21.00
' 18.00
' 15.00
12.00
9.00
6.00
3.00
0.00
L i I I
0 5 10 15 20 25 30 35 40
' Hyd No. 2 Hyd No. 1 EEEEEFIi Total storage used = 11,417 cuft
45
Q (cfs)
21.00
18.00
15.00
12.00
Me]
3.00
—L 0.00
50
Time (hrs)
II
I
I
I
I
I
I
I
r
PMJear:
[EC. 1707.00
Aare:
02/72111
.SCeb:
NA
M gy
I
Weirs of Trapezoidal Section
Figure 5.9 represents a weir of trapezoidal section with both upstream and
downstream faces inclined. Experiments on this type of
weir were made by Bazin and the U.S. Deep Waterways Board. Bazin's experiments
were all on weirs 80 cm high, the breadth of crest
4.B varying from 20 to 40 cm. Experiments on two weirs of this type,
each 1.5 m high, were performed by the U.S. Deep Waterways Board.
Coefficients covering the range of Bazin's experiments are given in
Table 5.7. Table 5.8 gives coefficients resulting from the experiments
the U.S. Deep Waterways Board.
For weirs of trapezoidal cross section with sloping upstream face
and vertical downstream face (Fig. 5.10) there are five series of experiments
by the U.S. Deep Waterways Board. All the models for
these experiments were approximately 1.5 m high, and the breadth
of crest AB was either 10 or 20 cm. The length of all weirs was 2 m.
Table 5.9 gives coefficients derived from these experiments.
Tsble 3 9 • Vatu Cm the Formula°Q XIR34for Weiis of
TzapezoldW C4osi,Se6tron withnBoth FiLces.�Tnchned.
Thin -table ind,antu that raloa-d C mexeane:elishti➢ fa- r.:Eeride aboml':5[t•
!;Beaa"oleo Tab1e�S10. � -�
.Table b10 •' Values of C;in•the-Fo;mu_la Q &1144. for*ein
of Trapentiidal Cross. Section with Both Faces:Inellneil
81ope
o0up•
etieau
f 3fdce'I'
916peot
dowo-
atrmm
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H
LEGACY AUTO FDP
WEIR COEFFICIENTS
TRAPEZOIDAL SECTION
WATER SURFACE
REF: HANDBOOK OF HYDRAULICS, BRATER AND KING, 1976
WOHNRADE CIVIL ENGINEERS, /N
J37 W. Akrn Stmr
Bonug,on, /rinoir, 60710
Pgone: (847)381-17I5, Far: (817).TBl-7746
ShBBi
I
I
I
1
1
0
I
Design Procedure Fonn: Extended Detention Basin (EDB)
Sheet 1 of 4
Designer: Mary B. Wuhmade, P.E.
Company. Wohnnde Civil Engineers, Inc.
Date: May 11, 2017
Project: Legacy Auto F nod Development Plan
Location: Fort Collins, Colorado
i. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, I,
1. = 43.0 %
B) Tributary Area's Imperviousness Ratio (i = I, / 100)
1 = 0.430 —1
C) Contributing Watershed Area
Area = 3.280 ac
D) For Watersheds Outside of the Denver Region, Depth of Average
it, = 0.43 in
Runoff Producing Stony.
jChaoe One
E) Design Concept
(Select EURV when also designing for flood control)
'
I ®Water Quality rapture Volume (WQCV)
OExoess Urban Runalf Volume (EURV)
F) Design Volume (WQCV) Based on 40-hour Drain Time
VDES..=, OASt —1 ao-ft
(Voesm = (1.0' (0.91 ' i'- 1.19 - r - 0.78' i) / 12' AM)
G) For Watersheds Outside of the Denver Region,
VDEs1cu OTHER=, 0.051 1 Soft
Water Quality Capture Volume (WQCV) Design Volume
(V..OTHER = 1d6 (VOESIDR/0A3))
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Voesicu uses= Soft
(Onty if a different WQCV Design Volume is desired)
Choose One
1) Predominant Watershed NRCS Soil Group
OA WQCV selected. soil group not required.
OB
OC/D
J) Excess Urban Runoff Volume (EURV) Design Volume
For HSG A EURV,=1.68'i"'
___ _ _ __ _
EURV =' ,ao-ft
For HSG B. EURVs = 1.36' i''P
For HSG C/D: EURVc c = 1.20' I'm
2. Basin Shape: Length to Width Ratio
L : W = 2.0 : 1
(A basin length to width ratio of at least 2:1 will improve TSS reduction.)
3. Basin Side Slopes
A) Basin Mabmum Side Slopes
Z = 4.00 ft /ft
(Horizontal distance per unit vertical, 4:1 or flatter preferred)
4. Inlet
Ri ra
A) Describe means of providing energy dissipation at concentrated
inflow locations:
1 UD-BMP_v3.05.tdsm, EDB 5/1112017, 11:33 AM
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Design Procedure Forrn: Extended Detention Basin (EDB)
Sheet 2 of 4
Designer: Mary B. Wohnrade, P.E.
Company Wohnrade Gvll Engineers, Inc.
Date: May 11, 2017
Project: Legacy Auto Final Development Plan
Location: Fort Collins, Colorado
5. Forebay
A) Minimum Forebay Volume
Vraw = 0.001 —� ac:ft
Nrwx = 1% of the WOCV)
B) Actual Forebay Volume
VF= ao-ft
C) Forebay Depth
(DF = 12 inch ma)dmum)
DF = in
D) Forebay Discharge
i) Undetained 100-year Peak Discharge
O,m = cis
it) Forebay Discharge Design Flow
OF=, - —� ds
(aF = 0.02 • Q,m)
E) Forebay Discharge Design
OBerm h WPipe (flow too small for bew/ pipe)
OniWall
�te
hRestt1od
OWaB with VNalch Weir
F) Discharge Pipe Size (minimum 8-inches)
Calculated DF = 1 in
G) Rectangular Notch Width
Caiwtated Ws= - -! in
6. Tdclde Channel
Goose One
Ocancrete
A) Type of Trickle Channel
Osoft Bottom
F) Slope of Tricide Channel
S = 0.0044 ft / ft
7. Micropocit and Outlet Structure
A) Depth of Micvopool (2.5-feet minimum)
ON, = 2.5 ft
B) Surface Area of Micr0000l 110 ft minimum)
A. ` 10 sq ft
C) Outlet Type
Goose One
®0d6ce Plate
001her (De cube):
D) Smallest Dimension of Orifice Opening Based on Hydrograph Routing
(Use UD-Detention)
D„m.= 0.44 inches
E) Total Outlet Area
Aa = 0.45 square inches
' UD-BMP_v3.05.)dsm, EDB 5/11/2017, 11:33 AM
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Design Procedure Forrn: Extended Detention Basin (EDB)
Sheet 3 of 4
Designer. Mary B. Wohnmde, P.E.
Company: Wohnnde Civil Engineers, Inc.
Date: May 11, 2017
protect: Legary Argo Final Development Plan
Location: Fort Collins, Colomdo
8. Initial Surcharge Volume
A) Depth of Inital Surcharge Volume
Do = 4 in
(Minimum recommended depth is 4 inches)
B) Minimum Initial Surcharge Volume
Vas ='7 cu it
(Minimum volume of 0.3% of the'dv'QCV)
C) Initial Surcharge Provided Above Micropool
V.= cu ft
9. Trash Rack
A) Water Quality Screen Open Area: A, = A„' 38.5'(eQ0°aa)
A, = 17 square inches
8) Type of Screen (If specifying an alternative to the materials recommended
5.5. PHI wean i im 60% open area i
in the USDCM, indicate "other" and enter the ratio of the total open are to the
total screen are for the material specified.)
Other (YIN): ^ N
C) Ratio of Total Open Area to Total Area (only for type'Other')
User Ratio =
D) Total Water Quality Screen Area (based on screen type)
Ae,,= 28`-- I sq. in.
E) Depth of Design Volume (EURV or WQCV)
H= 0.65 feet
(Based on design concept chosen under 1 E)
F) Height of Water Quay Screen (Hra)
HTa= 35.8 inches
G) Width of Water Quality Screen Opening (W,r..e)
w ,,.o = 12.0 —� inches
(Minimum of 12 inches is recommended)
1 UD-BMP_v3.05.Idsm, EDB 5/1112017, 11:33 AM
Design Procedure Form: Extended Detention Basin (EDB)
Sheet 4 of 4
Designer: Mary B. Wohnrade, P.E.
company: Wohnrade CW11 Engineers, Inc.
Date: May 11, 2017
Project: Legacy Auto Final Development Plan
Location: Fort Collins, Colorado
10. Overnm Embankment
A) Describe embankment pmlecfim for 100-year and greater overtopping:
B) Slope of Overflow Embankment
(Horizontal distance per unit vertical, 4:1 or flatter preferred)
Riprap protection wil be pmvided at the detention pond emergency overflow weir.
4H:IV
11. Vegetation
Choose One
OImgz
®Nat Irrigated
12. Access
A) Describe Sediment Removal Procedures
Notes:
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