HomeMy WebLinkAboutDrainage Reports - 04/13/2001Final Drainage Report
for
Interchange Business Park
April 13, 2001
1
Prepared For:
Sinnett Builders
P.O. Box 1969
2926 E. Mulberry
Fort Collins, Co 80524
Prepared By:
Northern Engineering Services, Inc
420 S. Howes, Suite 202
Fort Collins, Colorado 80521
Phone: (970)221-4158
Project Number: 9960.00
t
lk
11
April 13 2ffl1-.
Mr. Dave Moores
Colorado Department of Transportation
'
Hydraulics Section
1420 2nd Street
Greeley, Colorado 80631
RE: Interchange Business Park
Larimer County, Colorado
Prniect No. 9960.00
Dear Mr. McDaniel:
' Northern Engineering is pleased to submit this Final Drainage Report for Interchange
Business Park for your review. This report complies with technical criteria set forth in the
Larimer County Storm -Water Management Manual and the Colorado Department of
' Transportation Drainage Design Manual.
If you should have any questions or comments as you review this report please feel free to
contact me at your earliest convenience.
Sincerely,
' NORTHERN ENGINEERING SERVICES, INC.
Aaron T. Cvar, E.I.T.
' Reviewed by;
1
Roger A. Curtiss, P.E.
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420 SOUTH HOWES, SUITE 202, FORT (OLLINS, (OLORADO 80521, (970) 221-4158, FAX (970) 22 1 -4 159
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VICINITY MAP
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1
' Final Drainage Report
for
Interchange Business Park
Larimer County, Colorado
�{ April 13, 2001
I. INTRODUCTION
1.1 Objective
The purpose of this report is to provide documentation pertaining to the final drainage
system design and analysis for the proposed Interchange Business Park. Storm drainage design
criteria set forth in the Larimer County Storm -Water Management Manual (Reference 1) and the
iColorado Department of Transportation Drainage Design Manual (Reference 2) have been
followed in final design and analysis of the proposed site.
�i II SITE LOCATION AND DESCRIPTION
2.1 Site Location
' The site is located in the northwest quarter of Section 15, Township 7 North, Range 68,
west of the 6' Principle Meridian, County of Larimer, State of Colorado. The site is bounded by
State Highway 14 on the north, Interstate-25 on the west, and the Boxelder Creek on the east
' (see vicinity map).
2.2 Site Description
' The site is approximately 32 acres in size, sloping from north to south. The Boxelder
Creek runs along the east portion of the site. All developed site drainage will be directed into
Boxelder Creek. Per discussion with Mr. Rex Burns of Larimer County Engineering, no storm
water detention will be provided due to the site's close proximity to Boxelder Creek. The site is
1 located within the Boxelder Creek Floodplain mapped in FIRM panel 180 for Larimer County.
M. DEVELOPED DRAINAGE
3.1 Developed Conditions
The proposed site plan for this development includes office and Industrial sites. Two
' roads -Frontage Road and Denrose Court, will be constructed with the proposed development. At
this time a final site plan has not been developed; therefore, exact locations of building pads,
parking lots, etc. are not available. This drainage report and plan should serve as a drainage
master plan for the site. Assumed drainage basins and all drainage parameters used in this report
should be considered with the development of each lot. The proper function of the proposed
drainage facilities depend the amount of drainage each lot releases into the adjacent street. The
development of a particular lot may result in more drainage area than that assumed draining to the
adjacent street, or some of the assumed drainage parameters may be affected (lower time of
' concentration, higher runoff coefficient, etc). In this case, the lot will be required to provide
detention and release at a rate equivalent to the release that would have occured with the drainage
-age
Final Drainage Report Northern Engineenng Services. Inc.
Interchange Business Park
April 13, 2001
basins and parameters assumed in this report.
3.2 Hydrologic Criteria
Due to the relatively small basin size, the Rational Method has been used to give estimates
of peak stormwater runoff from the project site. Conservative estimates of flow paths and runoff
coefficients have been used in the preparation of this report. Hydrologic calculations, along with
other supporting material, are contained in the appendix to this report. It is noted here that
rainfall intensity data for the Rational Method has been taken from City of Fort Collins new
rainfall criteria published April 12, 1999.
' 3.3 Hydraulic Criteria
The Larimer County Storm -Water Management Manual (Reference 1) and the Colorado
Department of Transportation Drainage Design Manual (Reference 2) have been referenced for all
' hydraulic calculations. In addition, the computer model "Flowmaster" by Haestad Methods has
been utilized.
I
3.4 Drainage Concept
In general, drainage concept for Interchange Business Park is to convey the minor (5-
Year) and major (100-Year) storms to Boxelder Creek. Developed drainage from Basin 1 and
Basin 4 will be conveyed by curb and gutter in Denrose Court to Curb Cut 1. Curb Cut 1 will
flow to Swale 1, where flows will be conveyed to Boxelder Creek.
Basins 2 and 3 will drain to Frontage Road and will be conveyed to Inlets 2A and 2B.
Storm Line 2 will convey these flows to Swale 2, which drains to Boxelder Creek. Basin 5 will
release directly to Boxelder Creek. Flows from Basins 6 and 7 will be conveyed by the flood
channel to Boxelder Creek. The flows from Basin 7 to Inlet 1 A and the 10-foot curb cut will be
minor. The primary purpose the 10-foot curb cut is to release the portion of flows from the
Boxelder Creek floodplain overtopping State Highway 14, as discussed below.
Best Management Practices (BMP's) for the site will include grass Swale sedimentation
facilities and extended detention ponds. Swale 1, Swale 2 and the flood channel will act as grass -
Swale sedimentation facilties and will become effective in the first stages of construction.
Extended detention ponds will be constructed for each lot at the time the lot is developed. Each
lot will be required to design its own extended detention pond according to the procedures
outlined in the Urban Storm Drainage Criteria Manual (Reference 3).
3.5 Boxelder Creek Floodplain
The Boxelder Creek floodplain, mapped in the Larimer County FIRM panel 180 currently
encroaches on a large portion of the proposed site. The floodplain consists of an overflow
channel and a main channel. At State Highway 14, the overflow channel experiences a flow split
which sends a portion of flows to the main channel. The remaining portion of flows overtop the
highway and flow south across the project site as sheet flow to the main channel. It is proposed
to capture the flows that overtop State Highway 14 and re-route them directly to the main
c(�_
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1
I
CI
Final Drainage Report
Interchange Business Park
April 13,2001
Northern Engineering Services. Inc.
channel via the flood channel. Part of the flows overtopping State Highway 14 (194 cfs) will go
over the highway and directly into the flood channel. The remainder of the flows (147 cfs) will be
caught in the sump at the entrance of Interchange Blvd. Weir I located east of Inlet I will
release this flow east into the flood channel.
VI. TEMPORARY EROSION CONTROL
Erosion control will consist of gravel inlet filters placed at all curb inlets and at the curb
cut on Denrose Court. Straw bail dikes will be placed in Swales 1 and 2 and in the flood channel.
Silt fence will be placed at the outlets of Swales 1 and 2, and at the outlet of the flood channel.
All landscaped areas will receive hay mulch and temporary seeding until permanent growth is
established.
Page 4
Final Drainage Report
Interchange Business Park
April 13, 2001
Northern Engineering Services, Inc.
REFERENCES
1) Larimer County Storm -Water Management Manual, Circa August 18, 1978
2) Drainage Design Manual, 1995-Draft, Colorado Department of Transportation,
July 1995.
2) Urban Storm Drainage criteria Manual, Urban Drainage and Flood Control
District, September 1, 1999.
Final Drainage Report Northern Engineering Services, Inc.
interchange Business Park
April 13.2001
APPENDIX
Appendix A - Developed Hydrology
• Developed 5-Year, 10-Year, and 100-Year Calculations
Appendix B - Hydraulic Calculations
• Swale 1 and 2 Calculations
• Riprap Calculations
• Street Capacity Calculations
• Storm Line 1 Summary and Calculations
• Storm Line 2 Summary and Calculations
• Denrose Court Curb Cut Summary and Calculations
Appendix C - Boxelder Creek Floodplain Overtopping Calculations
Page 6
I I
I
Final Drainage Report
for
Interchange Business Park
April 13, 2001
Prepared For:
Sinnett Builders
P.O. Box 1969
2926 E. Mulberry
Fort Collins, Co 80524
Prepared By:
gk < -P r0 2 ¢ B 3 aaa
Northern Engineering Services, Inc
420 S. Howes, Suite 202
Fort
Collins, Colorado 80521
Phone: (970)221-4158
Project Number: 9960.00
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Table 4.2,6-1
Runoff Coefficients for Rational Method
(From: American Soc. of Civil Engineers and Water
Pollution Control Fed. [1970] and Seelye [19601)
Character of surface
Runoff coefficients
Range Recommended
Pavement --asphalt or concrete
0.70-0.95
0.90
f2'_ O a DS
Gravel, from clean and loose
to clayey and compact
0.25-0.70
0.50
Roofs
0.70-0.95
0.90
Lawns (irrigated) sandy soil
Flat, 2 percent
0.05-0.15
0.10
Average, 2 to 7 percent
0.15-0.20
0.17
Steep, 7 percent or more
0.20-0.30
0.25
Lawns (irrigated) heavy soil
Flat, 2 percent
0.13-0.17
0.15
Average, 2 to 7 percent
0.18-0.22
0.20
Steep, 7 percent
0.25-0.35
0.30
Pasture and non -irrigated lawns
Sand
Bare
0.15-0.50
0.30
Light vegetation
0.10-0.40
0.25
Loam
Bare
0.20-0.60
0.40
Light vegetation
0.10-0.45
0.30
Clay
Bare
0.30-0.75
0.50
Light vegetation
0.20-0.60
0.40
Composite areas
Urban
Single-family, 4-6 units/acre
0.25-0.50
0.40
Multi -family, >6 units/acre
0.50-0.75
0.60
Rural (mostly non -irrigated lawn area)
<1/2 acre - 1 acre
0.20-0.50
0.35
1 acre - 3 acres
0.15-0.50
0.30
Industrial
Light
0.50-0.80
0.65
0.60-0.90
ASSvMF
Business
_ S
Downtown
0.70-0.95
0.85�
Neighborhood
0.50-0.70
0.60
Parks
0.10-0.40
0.20
VAS
Rural open space
LCS-WM Manual 4.2---4 April 1979
I
all
Swale 1 - Q100= 59.8 CFS
Worksheet for Triangular Channel
Project Description
Project File
d:\projects\ibf\ibf-drai.fm2
Worksheet
Swale 1
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.035
' Channel Slope 0.006000 ft/ft
Left Side Slope 4.000000 H : V
Right Side Slope 4.000000 H : V
' Discharge 59.80 cfs
' R
D
FI
'
W
T
C
C
V
V
S
F
FI
1
' 07/18/00
12:56:44 PM
esults
epth 2.11 ft
ow Area 17.88 ft2
etted Perimeter 17.43 ft
op Width 16.91 ft
ritical Depth 1.69 ft
ritical Slope 0.019650 ft/ft
elocity 3.34 ft/s
elocity Head 0.17 ft
pecific Energy 2.29 ft
Fr
Number 0.57
ow is subcritical.
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
ii
M
1 P
P
' S
In
M
C
L
R
' Di
M
LE
Swale 1 - Q100*1.33= 79.5 CFS
Worksheet for Triangular Channel
roject Description
roject File d:\projects\ibf\ibf-drai.fm2
W
orksheet Swale 1
ow Element Triangular Channel
ethod Manning's Formula
olve For Channel Depth
put Data
annings Coefficient
0.035
hannel Slope
0.006000 ft/ft
Results
Depth
Flow Area
'
Wetted Perimeter
Top Width
Critical Depth
'
Critical Slope
Velocity
Velocity Head
Specific Energy
1
Froude Number
Flow is subcritical.
' 07/18/00
12:57:20 PM
2.35 ft
22.14 ft2
19.40 ft
18.82 ft
1.90 ft
0.018917 ft/ft
3.59 ft/s
0.20 ft
2.55 ft
0.58
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Swale 2 - Q100= 79.90 CFS
Worksheet for Triangular Channel
Project Description
'
Project File
d:\projects\ibf\dmg\ibf-drai.fm2
Worksheet
Swale 2
'
Flow Element
Method
Triangular Channel
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.035
Channel Slope
0.003000 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
Discharge
79.90 cfs
Results
Depth
2.68
ft
Flow Area
28.82
ft2
Wetted Perimeter
22.13
ft
'
Top Width
21.47
ft
Critical Depth
1.90
ft
Critical Slope
0.018905 ft/ft
Velocity
2.77
ft/s
Velocity Head
0.12
ft
Specific Energy
2,80
ft
'
Froude Number
0.42
Flow is subcritical.
08/07/00
04:29:54 PM
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Swale 2 - Q100*133= 106.3 CFS
Worksheet for Triangular Channel
Project Description
Project File
d:\projects\jbf\drng\ibf-drai.fm2
Worksheet
Swale 2
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.035
Channel Slope
0.003000 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
Discharge
106.27 cfs
Results
Depth
2.99
ft
Flow Area
35.69
ft2
Wetted Perimeter
24.63
ft
Top Width
23.90
ft
Critical Depth
2.13
ft
Critical Slope
0.018200 ft/ft
Velocity
2.98
ft/s
Velocity Head
0.14
ft
Specific Energy
3.12
ft
Froude Number
0.43
Flow is subcritical.
' 08/07/00
04:24:56 PM
i
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
C
Design Criteria For Riprap Protection at
Conduit Outlets
and
Channel Bends
Ref: Section 5.6, "Urban Storm Drainage Criteria Manual", Volume 2, Wright -McLaughlin
Engineers, March, 1969.
' Conduit Outlets
11 Configuration of Riprap Protection
Figure 5-6, as shown in this section, represents the typical ripraped basin at a
conduit outlet.
2) Required Rock Size
These rock size requirements are determined assuming that the flow in the culvert
barrel is subcritical.
2a) The required rock size is selected from either Figure 5-7 or 5-8 for circular
and rectangular conduits respectively. Figure 5-7 is valid for Q/D2.1 of 6.0 or
less. Figure 5-8 is valid for Q/WH1•S of 8.0 of less.
Q is the 100-year design discharge in cfs. This is taken from output in the
"Design of Storm Sewers" section of the Drainage Report.
1 D is the circular conduit diameter in feet.
W and H are the width and height of a rectangular conduit in feet.
2b) Yt is the tailwater depth in feet. In cases where Yt is unknown or.a
hydraulic jump is suspected downstream of the conduit outlet, use Yt/D and Yt/H =
0.40 in Figures 5-7 and 5-8. If a swale section is located at the outlet of the
conduit, the normal depth of flow in the channel, at the design discharge, is taken
' as the tailwater depth Yt.
Whenever flow in the culvert barrel is supercritical, substitute Da for D and Ha
for H.
' Da= '-�(D + Y.) in which the maximum Da shall not exceed D.
Ha= ,�(H + Y.) in which the maximum Ha shall not exceed H.
Y„= normal depth of supercritical flow in the culvert.
' 3) Extent of Riprap Protection
The riprap must be extended until the velocity has been reduced to a level where
erosion has been prevented. For a 100-year storm, the acceptable velocity is 5.5 fps.
Use Figure 5-9 or 5-10 to determine the expansion factor 1/(2tan9). The length of
' protection is L = (1/ (2tan6) ) (At/Yt-W) .
At= Q/V
V = 5.5 fps = the allowable non -eroding velocity in the downstream channel.
3a) When the above equation yields unreasonable results, the length of protection
shall be a minimum of 3D or 3H and a maximum of 10d or 10H when the Froude is less
than 8.0 for rectangular culverts and 6.0 for circular culverts.
' 3b) When the Froude parameter is greater than these maximums, increase the
maximum length by one-fourth D or H for each whole number the Froude parameter is
greater than 8 or 6.
3c) The width of riprap protection is extended to the top of the culvert or
normal channel depth, whichever is smaller. Sideslopes used to calculate this
width are generally 4:1.
i
Design Criteria For Riprap Protection at
Conduit Outlets
and
Channel Bends
4) Depth of Riprap Protection
The depth of riprap at the outlet of the pipe is based on the configuration given
in Figure 5-6. A minimum thickness of 2d,, is required immediately downstream of the
outlet for a distance of L/2.
Channel Bends
Ref: Section 5.4.4, "Urban Storm Drainage Criteria Manual", Volume 2, Wright -McLaughlin
Engineers, March, 1969.
1) Criteria for Riprap Protection at Channel Bends
In erosion resistant soils, no riprap protection is required along bends where the
radius is greater that twice the top width (for the 100-Year storm) but in no case
less than 100 feet. Channel bends with radii smaller than stated above require Type L
or SM9 riprap protection. This type of riprap shall be buried with six inches of
native topsoil and revegetated.
The minimum allowable radius for a riprap lined bend is 1.2 times the topwidth of
the major design flow but in no case shall be less than 50 feet.
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FOR --
FORT COLLINS. COLORADO 8052'.
STot titI ra �,► t�l 1 Sv 1-1 ti t i=i��
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PROJECT JOB NO.
CLIENT CALCULATIONS FOR
MADE BY DATE CHECKED BY
DATE SHEET OF
1 ;?,= - znmc'zr-► Lei Qf_= i
N O R T H E R N
FORT COLLINS, COLORADO 80521
a `out ��eaN bQS tTt_- -'►.4 � a;� 1 PA r :.
V�
.�1v � = O . ?;�-
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a,o = 4::�).q(:>
C,bc� =. �. c>o
Z,a 4 • a--
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�av �
Line 1; half Basin 7 10-yr flow=.74 cfs
Worksheet for Circular Channel
Project Description
Project File
d:\projects (old)\ibf\drng\ibf-drai.fm2
Worksheet
Storm Line 1
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.013
'
Channel Slope
0.005000 ft/ft
Diameter
18.00
in
'
Discharge
0.74
cfs
Results
Depth
0.32
ft
Flow Area
0.28
ft2
Wetted Perimeter
1.44
ft
'
Top Width
1.23
ft
Critical Depth
0.32
ft
Percent Full
21.32
Critical Slope
0.005008 ft/ft
Velocity
2.68
ft/s
Velocity Head
0.11
ft
Specific Energy
0.43
ft
Froude Number
1.00
Maximum Discharge
7.99
cfs
Full Flow Capacity
7.43
cfs
'
Full Flow Slope
0.000050 ft/ft
Flow is subcritical.
04/13/01
1 1 :08:14 AM
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Line 1; half Basin 7 100-yr flow=1.69cfs
Worksheet for Circular Channel
Project Description
Project File
d:\projects (old)\ibf\drng\ibf-drai.fm2
Worksheet
Storm Line 1
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.013
Channel Slope 0.005000 ft/ft
Diameter 18.00 in
Discharge 1.69 cfs
Results
Depth
0.49
ft
Flow Area
0.50
ft2
Wetted Perimeter
1.82
ft
Top Width
1.40
ft
Critical Depth
0.49
ft
Percent Full
32.43
Critical Slope
0.004913
ft/ft
Velocity
3.40
ft/s
Velocity Head
0.18
ft
Specific Energy
0.67
ft
Froude Number
1.01
Maximum Discharge
7.99
cfs
Full Flow Capacity
7.43
cfs
Full Flow Slope
0.000259
ft/ft
Flow is supercritical.
04/13/01
11:09:18 AM
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
O
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1
WEIR FLOW CALCULATION SHEET
PROJECT: Interchange Business Park
Weir 1 B
BY: BK
DATE: 4/4/2001
EQUATION: Q=CLH^1.5
WEIR COEFFICIENT, C: 2.60
WATER SURFACE ELEVATION: 4933.21
CALCULATED FLOW: 146.65
STATION ELEVATION L H Q, cumul Q,
100.00
4934.01
0.00
0.00
0.00
0.00
105.00
4933.81
5.00
-0.70
0.00
0.00
110.00
4933.62
5.00
-0.51
0.00
0.00
115.00
4933.43
5.00
-0.32
0.00
0.00
120.00
4933.23
5.00
-0.13
0.00
0.00
125.00
4933.04
5.00
0.07
0.24
0.24
130.00
4932.85
5.00
0.26
1.72
1.96
135.00
4932.66
5.00
0.45
3.92
5.89
140.00
4932.54
5.00
0.60
6.12
12.01
145.00
4932.43
5.00
0.72
7.94
19.95
150.00
4932.32
5.00
0.83
9.83
29.78
155.00
4932.21
5.00
0.94
11.85
41.63
156.98
4932.16
1.98
1.02
5.30
46.93
156.98
4931.54
0.00
1.35
0.00
46.93
161.98
4931.54
5.00
1.66
27.93
74.86
166.98
4931.54
5.00
1.66
27.93
102.79
166.98
4932.18
0.00
1.34
0.00
102.79
170.00
4932.26
3.02
0.98
7.68
110.46
175.00
4932.38
5.00
0.89
10.82
121.29
180.00
4932.51
5.00
0.76
8.61
129.90
185.00
4932.63
5.00
0.64
6.58
136.48
190.00
4932.76
5.00
0.51
4.73
141.21
195.00
4932.88
5.00
0.39
3.11
144.32
200.00
4933.01
5.00
0.26
1.72
146.04
205.00
4933.14
5.00
0.13
0.61
146.65
210.00
4933.27
5.00
0.00
0.00
146.65
215.00
4933.40
5.00
-0.13
0.00
0.00
220.00
4933.55
5.00
-0.27
0.00
0.00
225.00
4933.75
5.00
-0.44
0.00
0.00
230.00
4934.01
5.00
-0.68
0.00
0.00
PROJECT JOB NO.
CLIENT CALCULATIONS FOR _
MADE BY DATE CHECKED BY
DATE SHEET OF
FORT COLLINS, COLORADO 80521
'!ZS7-lc>' -" L_% Q E Z S o"M Atw- Y
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InILrE-r Z C'S
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k 4� ::'P t L!
PROJECT JOB NO.
CLIENT CALCULATIONS FOR _
MADE BY DATE CHECKED BY
DATE SHEET OF _
N 0 R T H E R N
FORT COLLINS. COLORADO 80521 Y
C»r T5E2M
GicESr S('sJ. = r.Z-.c,
`i A a DAL TkAi'elir�ItAL
4Pv� TT WIT}} r" t.,% L,.F 70' t
I -I YDrc4ut.�c. ►'� c. uE �11SL� Soi-TvJ I�Tc•C
zs
------------------------
UDINLET: INLET-HYDARULICS-AND-SIZING ------------------
DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
------------------------------------------------------------------------------
r'
ISER:Northern Engineering Services -Ft Collins Colorado .......................
d DATE 07-17-2000 AT TIME 08:19:32
*** PROJECT TITLE: IBF
A*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 2
,T INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
' GIVEN CURB OPENING LENGTH (ft)= 20.00
HEIGHT OF CURB OPENING (in)= 6.00
INCLINED THROAT ANGLE (degree)= 63.43
LATERAL WIDTH OF DEPRESSION (ft)= 2.00
SUMP DEPTH (ft)= 0.30
Note: The sump depth is additional depth to flow depth.
I
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11
STREET GEOMETRIES:
STREET LONGITUDINAL
STREET CROSS SLOPE
STREET MANNING N
GUTTER DEPRESSION
GUTTER WIDTH
SLOPE M _
M
(inch)=
(ft) =
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) =
GUTTER FLOW DEPTH (ft) =
FLOW VELOCITY ON STREET (fps)=
FLOW CROSS SECTION AREA (sq ft)=
GRATE CLOGGING FACTOR M =
CURB OPENNING CLOGGING FACTOR(%)=
1.00
2.00
0.016
2.00
2.00
33.06
0.83
5.41
11.10
50.00
10.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)=
BY FAA HEC-12 METHOD: DESIGN FLOW
FLOW INTERCEPTED
CARRY-OVER FLOW
BY DENVER UDFCD METHOD: DESIGN FLOW
FLOW INTERCEPTED
CARRY-OVER FLOW
51.13
(cfs)=
60.00
(cfs)=
46.02
cA�accr'Y
(cfs)=
13.98
1" kmo-�r,"
(cfs)=
60.00
sdF;vjT „if
(cfs)=
46.02
(cfs)=
13.98
A-r-
--1
-------------------------------------------
UNLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
------------------------------------------------------------------------------
ER:Northern Engineering Services -Ft Collins Colorado .......................
DATE 07-18-2000 AT TIME 13:03:57
** PROJECT TITLE: INLET 3
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 10
INLET HYDRAULICS: IN A SUMP.
I� GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)=
15.00
HEIGHT OF CURB OPENING
(in)=
6.00
INCLINED THROAT ANGLE
(degree)=
63.43
'
LATERAL WIDTH OF DEPRESSION
SUMP DEPTH
(ft)=
(ft)=
2.00
0.40
Note: The sump depth
is additional
depth to flow depth.
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE
(%) =
1.00
STREET CROSS SLOPE
STREET MANNING N
(%) =
2.00
0.016
GUTTER DEPRESSION
(inch)=
2.00
GUTTER WIDTH
(ft) =
2.00
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET
(ft) =
28.19
'
GUTTER FLOW DEPTH
(ft) =
0.73
FLOW VELOCITY ON STREET
(fps)=
4.90
FLOW CROSS SECTION AREA
(sq ft)=
8.11
'
GRATE CLOGGING FACTOR
(%)=
50.00
CURB OPENNING CLOGGING
FACTOR(%)=
10.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)=
38.40
BY FAA HEC-12 METHOD: DESIGN FLOW
(cfs)=
40.00
FLOW INTERCEPTED
(cfs)=
34.56
C�`�"� "Y ► �1
CARRY-OVER FLOW
(cfs)=
5.44
Ibo --rZ EJENT"
BY DENVER UDFCD METHOD: DESIGN FLOW
(cfs)=
40.00
FLOW INTERCEPTED
(cfs)=
34.56
CARRY-OVER FLOW
(cfs)=
5.44
A,-T-
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Interchange Business Park - Weir 2B
7/19/100
OUTLET STRUCTURE REPORT
RECORD NUMBER : I
TYPE : TRAPEZOIDAL WEIR
DESCRIPTION : Weir 2B
[RATING CURVE LIMIT]
Minimum Elevation ......................... =
Maximum Elevation ......................... =
Elevation Increment ....................... =
[OUTLET STRUCTURE INFORMATION]
Weir Angle.. _
Crest Elevation ........................... _
Crest Length .............................. _
Coefficient Cw............................ _
Exponential ............................... _
[TRAP EQUATION]
Q
H
an
Page 1
22.00 (ft)
23.00 (ft)
0.10 (ft)
9.01000 (deg)
22.00 (ft)
18.00 (ft)
3.33000
2.50000
PROJECT JOB NO.
CLIENT __._ _ CALCULATIONS FOR
MADE BY DATE CHECKED BY'
DATE SHEET OF
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PROJECT
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MADE BY
DATE
SHEET
JOB NO. -
.CALCULATIONS FOR __
CHECKED BY
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FORT COLLINS. COLORADO 80521
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Pan at 20' Curb Cut Capacity
Worksheet for Rectangular Channel
Project Description
Project File
d:\projectsW\dmgW-drai.fm2
Worksheet
Pan at 20'Curb Cut
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Discharge
Input Data
1 00
Mannings Coefficient
0.013
Channel Slope
0.019300 ft/ft
Depth
0.40
ft
Bottom Width
15.00
ft
Results
Discharge
49.15
cfs
Flow Area
5.94
ft2
Wetted Perimeter
15.79
ft
ft
Top Width
5.
'
Critical Depth
0.69
ft
Critical Slope
0.003130
ft/ft
Velocity
Velocity Head
8.27
1.06
ft/s
ft
Specific Energy
1.46
ft
Froude Number
2.32
'
Flow is supercritical.
' 07/28/00
1 1 :02:03 AM
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
PROJECT
CLIENT
MADE BY
DATE
E
JOB NO.
CALCULATIONS FOR _
DATE__ CHECKED BY
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FORT COLLINS, COLORADO 805£1
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Interchange Business Park - Weir 1
Page 1
OUTLET STRUCTURE
REPORT
RECORD NUMBER 2
TYPE TRAPEZOIDAL WEIR
DESCRIPTION Weir 1
[RATING CURVE LIMIT]
Minimum Elevation .........................
=
28.00
(ft)
Maximum Elevation .........................
=
29.50
(ft)
Elevation Increment .......................
=
0.10
(ft)
[OUTLET STRUCTURE INFORMATION]
Weir Angle ................................
=
6.95000
(deg)
Crest Elevation ...........................
=
28.00
(ft)
Crest Length ..............................
=
15.00
(ft)
Coefficient Cw............................
=
2.75000
Exponential ...............................
=
2.50000
[TRAP EQUATION]
Q = Cw*tan(ang/2)H^exp
H = Headwater depth above inlet
control section
invert, (ft)
ang = Weir Angle
[Culvert Weir Discharge Value vs. Stage]
(the elevation increment is 0.1).
----------------------------------------------------------
STAGE ELEVATION
FLOW
(ft)
(cfs)
----------------------------------------------------------
0.10 28.10
0.13
0.20 28.20
0.74
0.30 28.30
2.04
0.40 28.40
4.18
0.50 28.50
7.30
0.60 28.60
11.53
0.70 28.70
16.95
0.80 28.80
23.67
0.90 28.90
31.79
1.00 29.00
41.38
1.10 29.10
52.54
1.20 29.20
65.32
1.30 29.30
79.82
1.40 29.40
96.10
1.50 29.50
114.22
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UNDEVELOPED
I0ME COMMENT
YIpIM x 133% - 79.5 CIS
�H OFPTN0FP1N -
TIRE H N// L 11_
FAEIINO TALE
RE -VEGETATE
SM4E I FE01£ . U WS
(CPO55 SEC110N 1)
25 ME COHERENT
i
al O,OD K 1= 105.3 DEB
EPTN - 30ED: IN
EXI51NG/LACED 11 : 1
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FIREWORK) 0IED - 3U
CFS
DEVM - 43'
EXIN
EXISTING GRAND 11 11
Is-VELSTATE BD'
FIWD CHANNEL SLOPE - 02K
(CROSS-SFCTIOX 3)
PROFOSED EARNER COUNTY
PARK & RECREATION 1RNL
Oc 0OFFXt
SEQUENCE >�
CALL UTILITY NOTIFICATION
CENTER OF COLORADO
1-800-922-1987
OR 303-232-1 9RD
CA 3 BUSINESS DAYS IN AWUVCE
BEFORE Y0V qG OWE, OR EXCAVATE
FOR THE "KIN OF UNDERGROUND
MEMBER
LEGEND
EXISTING STORM SEMEN
EXISTING STORM SEWER INLET
PROPOSED STORY SEWER
PFCPoSED WOW SEWER INI ET
EXISTING CONTOURI
m—
FOSED CONTOUR
IIII, Ron on
DESIGN ORAIWPE BOUNDARY
— — — —
BOXELDER CREW REVISED
1C0 YR ELCODPAIN BOUNDARY
BOXEIDER CREEK FUTURE CONDNIONS
IOOYR FLEONEAN BOUNDARY
BASIN OESIONATOR
AREA IN ACRES
Qj
DELDN POINT
GF R�
GRAVEL NIP FILTER
SB [Ju
STRAM HVE ERE
RIPRM OUTLET PROTECTION
OP
(SM DUAL SHEET)
SF -SF-
SILT DENIED
D:\Drawings\IBF\sig2.bnp