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THE SEAR -BROWN GROUP `1 �a
FULL -SERVICE DESIGN PROFESSIONALS
FORMERLY RBD, INC.
209 SOUTH MELDRUM
FORT COLLINS, COLORADO 80521-2603
970-482-5922 FAX:970-482-6368 L1 rR
LE o IE
MAR 21998
February 11, 1998 1`
Mr. Basil Hamden
City of Fort Collins
Utility Services Stormwater
235 Mathews
Fort Collins, Colorado 80522
Subject: Addendum to the Final Drainage and Erosion Control Study for the Oakridge
Business Park Seventeenth Filing
Dear Basil:
We are submitting to you, for your review and approval, this addendum to the Final
Drainage and Erosion Control Study for the Oakridge Business Park Seventeenth Filing.
All computations and figures within this report are in compliance with the City of Fort
Collins Storm Drainage Design Criteria.
This addendum pertains to the southeast section of the original site. The building pad has
been expanded but it still fits the features of the site and falls within the easements.
Sidewalks are proposed for the north and east side of the building and curb and gutter
will be located around the perimeter of the site. In order to maximize the back lot area on
the east.side of the .building, the two existing 247 storm sewer pipes will be extended to
the north and south. The curb and gutter along the east side of the back lot is located
approximately above the culverts allowing for a maximum of 3:1 slope down to the
railroad easement. In the vicinity of the electrical pole, the curb and gutter will run along
the railroad easement in order to meet the electric company's requirement of a 25-foot
radius of clearance.
The historic drainage patterns of flow from west to•east have remained. Generally, the 10
and 100 year. developed flows will be routed through the parking lots and along the curb
and gutter into the open channel that runs along the south and east side of the building.
This channel outlets into the existing regional detention pond which was previously
designed to accommodate the runoff from this site.
NEW YORK•PENNSYLVAN]A
COLORADO•UTAH
STANDARDS IN EXCELLENCE
EQUAL OPPORTUNITY EMPLOYER
1r,
SEAR -BROWN
Specifically, the back lot flows have been directed southeast through the lot and along the
curb and gutter to the outlet into the open channel. The flows to the north side of the
building will be directed to the culvert on the east side of the site. There will be riprap at
the inlet and outlet of the culvert for erosion control. (See attached riprap and HY8
calculations) The flows to the west side of the building will be directed to the south into
the open channel.
We appreciate your time and consideration in reviewing this submittal. Please call if you
have any questions.
Respectfully,
The Sear -Brown Group Engineering Consultants
zze';'e' aL -
fro
m Allen-Morely
ject Manager
CURRENT DATE: 02-11-1998
CURRENT TIME: 11:31:54
FHWA CULVERT ANALYSIS
HY-8, VERSION 6.0
1
FILE DATE: 02-11-1998
FILE NAME: MERIT
C
SITE DATA
CULVERT
SHAPE,
MATERIAL,
INLET
U
L
INLET
OUTLET CULVERT
BARRELS
V
ELEV.
ELEV. LENGTH
SHAPE
SPAN
RISE
MANNING
INLET
NO.
(ft)
(ft) (ft)
MATERIAL
(ft)
(ft)
n
TYPE
1
60.39
59.83 159.58
2 RCP
2.00
2.00
.013
CONVENTIONAL
2
3
4
5
6
SUMMARY OF
CULVERT
FLOWS (cfs)
FILE:
MERIT
DATE:
02-11-1998
ELEV (ft)
TOTAL
1
2
3
4
5
6
ROADWAY
ITR
0.00
20.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
62.44
23.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
62.59
26.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
62.98
29.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
63.23
32.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
63.11
35.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
63.24
38.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
63.41
41.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
63.47
41.8
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
63.93
47.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
64.22
50.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
0.00
0.0
0.0
0.0
0.0
0.0
0.0
0.0 OVERTOPPING
SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: MERIT DATE: 02-11-1998
HEAD
HEAD
TOTAL
FLOW
% FLOW
ELEV (ft)
ERROR (ft)
FLOW (cfs)
ERROR (cfs)
ERROR
0.00
0.000
20.00
0.00
0.00
62.44
0.000
23.00
0.00
0.00
62.59
0.000
26.00
0.00
0.00
62.98
0.000
29.00
0.00
0.00
63.23
0.000
32.00
0.00
0.00
63.11
0.000
35.00
0.00
0.00
63.24
0.000
38.00
0.00
0.00
63.41
0.000
41.00
0.00
0.00
63.47
0.000
41.77
0.00
0.00
63.93
0.000
47.00
0.00
0.00
64.22
0.000
50.00
0.00
0.00
<1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (Y,) = 1.000
CURRENT DATE: 02-11-1998 FILE DATE: 02-11-1998
CURRENT TIME: 11:31:54 FILE NAME: MERIT
PERFORMANCE CURVE FOR CULVERT 1 - 2( 2.00 (ft) BY 2.00 (ft)) RCP
DIS- HEAD- INLET OUTLET
CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW
FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL.
(cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps)
20.00
62.21
1.70
1.82
3-M1t
1.29
1.13
1.65
1.65
3.61
1.59
23.00
62.44
1.86
2.05
3-M1t
1.43
1.22
1.75
1.75
3.95
1.64
26.00
62.59
2.03
2.20
3-M1t
1.59
1.29
1.84
1.84
4.29
1.69
29.00
62.98
2.20
2.59
3-M2t
2.00
1.37
1.92
1.92
4.71
1.74
32.00
63.23
2.38
2.84
3-M2t
2.00
1.44
2.00
2.00
5.10
1.78
35.00
63.11
2.57
2.72
3-M1f
2.00
1.50
2.00
2.07
5.57
1.82
38.00
63.24
2.79
2.85
3-M1f
2.00
1.56
2.00
2.14
6.05
1.86
41.00
63.41
3.02
2.99
3-M1f
2.00
1.62
2.00
2.20
6.53
1.90
41.77
63.47
3.08
3.03
3-M1f
2.00
1.63
2.00
2.22
6.65
A
1.91 5Y1 >41 }3 aA E1K,r QxweQ OF
47.00
63.93
3.54
3.30
3-M1f
2.00
1.71
2.00
2.32
7.48
1.96
50.00
64.22
3.83
3.47
3-MIf
2.00
1.75
2.00
2.38
7.96
1.99
El. inlet face invert 60.39 ft El. outlet invert 59.83 ft
El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft
***** SITE DATA ***** CULVERT INVERT **************
INLET STATION
159.58
ft
INLET ELEVATION
60.39
ft
OUTLET STATION
0.00
ft
OUTLET ELEVATION
59.83
ft
NUMBER OF BARRELS
2
SLOPE (V/H)
0.0035
CULVERT LENGTH ALONG
SLOPE
159.58
ft
***** CULVERT DATA SUMMARY
************************
BARREL SHAPE
CIRCULAR
BARREL DIAMETER
2.00 ft
BARREL MATERIAL
CONCRETE
BARREL MANNING'S n
0.013
INLET TYPE
CONVENTIONAL
INLET EDGE AND WALL
SQUARE EDGE WITH
HEADWALL
INLET DEPRESSION
NONE
CURRENT DATE: 02-11-1998
CURRENT TIME: 11:31:54
TAILWATER
******* REGULAR CHANNEL CROSS SECTION ****************
3
FILE DATE: 02-11-1998
FILE NAME: MERIT
BOTTOM WIDTH
1.00 ft
SIDE SLOPE H/V (X:1)
4.0
CHANNEL SLOPE V/H (ft/ft)
0.005
MANNING'S n (.01-0.1)
0.060
CHANNEL INVERT ELEVATION
59.83 ft
CULVERT NO.1 OUTLET INVERT ELEVATION
59.83 ft
******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL
FLOW
W.S.E.
FROUDE
DEPTH
VEL.
SHEAR
(cfs)
(ft)
NUMBER
(ft)
(f/s)
(psf)
20.00
61.49
0.217
1.65
1.59
0.52
23.00
61.58
0.219
1.75
1.64
0.55
26.00
61.67
0.220
1.84
1.69
0.57
29.00
61.75
0.221
1.92
1.74
0.60
32.00
61.83
0.222
2.00
1.78
0.62
35.00
61.90
0.223
2.07
1.82
0.65
38.00
61.97
0.224
2.14
1.86
0.67
41.00
62.03
0.225
2.20
1.90
0.69
41.77
62.05
0.226
2.22
1.91
0.69
47.00
62.15
0.227
2.32
1.96
0.73
50.00
62.21
0.228
2.38
1.99
0.74
ROADWAY OVERTOPPING DATA
ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH 0.00 ft
CREST LENGTH 130.00 ft
OVERTOPPING CREST ELEVATION 63.00 ft
SEcrioo F
DRAINAGE DITCH WORKSHEET
Worksheet for Trapezoidal Channel
14tOO =10. 01;)
Project Description
Project File
untitled.fm2
Worksheet
DRAINAGE DITCH
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.060
Channel Slope
0.005000
ft/ft
Left Side Slope
4.000000
H : V
Right Side Slope
3.000000
H : V
Bottom Width
1.00
ft
Discharge
13.39
cfs
Results
Depth
1.47
ft
Flow Area
9.08
ftZ
Wetted Perimeter
11.74
ft
Top Width
11.32
ft
Critical Depth
0.85
ft
Critical Slope
0.069821 ft/ft
Velocity
1.48
ft/s
Velocity Head
0.03
ft
Specific Energy
1.51
ft
Froude Number
0.29
Flow is subcritical.
D15c"atc _ 100) = I&39 LF 5
02/12/98 FlowMaster v5.15
12:04:29 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Cross Section-F
Cross Section for Trapezoidal Channel
Project Description
Project File
untitled.fm2
Worksheet
DRAINAGE DITCH
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings Coefficient
0.060
Channel Slope
0.005000 ft/ft
Depth.
1.47 ft
Left Side Slope
4.000000 H : V
Right Side Slope
3.000000 H: V
Bottom Width
1.00 ft
Discharge
13.39 cfs
1.00 ft
1.47 ft
1
vL�,
H 1
NTS
02/12/98
12:04:34 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.15
Page 1 of 1
DRAINAGE DITCH WORKSHEET
Worksheet for Trapezoidal Channel
010 % 425 cFs
Project Description
Project File
untitled.fm2
Worksheet
DRAINAGE DITCH
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.060
Channel Slope
0.005000 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
3.000000 H : V
Bottom Width
1.00 ft
Discharge
5.65 cfs
Results
Depth
1.03
ft
Flow Area
4.76
ft2
Wetted Perimeter
8.52
ft
Top Width
8.22
ft
Critical Depth
0.57
ft
Critical Slope
0.078310 ft/ft
Velocity
1.19
ft/s
Velocity Head
0.02
ft
Specific Energy
1.05
ft
Froude Number
0.28
Flow is subcritical.
Olx►w4"=(1-33XQID)' 6.65
02/12/98 FlowMaster v5.15
12:04:58 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Cross Section - F
Cross Section for Trapezoidal Channel
Project Description
Project File
untitled.fm2
Worksheet
DRAINAGE DITCH
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings Coefficient
0.060
Channel Slope
0.005000
ft/ft
Depth
1.03
ft
Left Side Slope
4.000000
H : V
Right Side Slope
3.000000
H: V
Bottom Width
1.00
ft
Discharge
5.65
cfs
1.00 ft
1.03 ft
VD
H 1
NTS
02/12/98
12:05:07 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.15
Page 1 of 1
The Sear -Brown Group
Riprap Design
Project: Merit building Designer: J Allen-M
Project #: 807-001 Date: 02/11 /98
Location: south outfall
Pipe dia.: 24 in
Discharge 20.89 cfs
1. Required riprap type
Tailwater: 2.2 ft
Max. V: 5 ft/s
Q/D^2.5 =
3.69 < 6 --> use design charts
D =
2.00 ft
Yt/D =
1.10
Q/DA1.5 =
7.39
d50 =
in
----> Use
Class 6 riprap
2. Expansion factor.
1 / [2 tan(theta)] = 4.4
3. Riprap length:
At=QN=
L = 1/[2tan(theta)]'(At/Yt - D) _
4. Governing limits:
L>3D= 6 ft
L<10D= 20 ft
5. Maximum depth:
Depth = 2d50 = 2 (0 in / 12) _
4.178 ft2
ft
increase length to 6 ft
_> Oft --> OK
1ft
6. Bedding:
Use 1 ft thick layer of Type II (CDOT Class A)
bedding material.
7. Riprap width:
Width = 3D = 3 (24 in /12) _
Summary
Class 6 riprap
Length = 6 ft
Depth = 1 ft
Width = 6 ft
C:1fii
Use Class 6 Riprap as minimu
11-Feb-98