HomeMy WebLinkAboutDrainage Reports - 10/11/2000PROPERTY OF
FORT COLLINS LT' nXrIES
Fna! A proud. Report
�• Da`. 10
DRAINAGE AND EROSION
CONTROL CALCULATIONS
TIMBERLINE ROAD / DRAKE ROAD
IMPROVEMENTS
J R ENGINEERING
DRAINAGE AND EROSION
CONTROL CALCULATIONS
TIMBERLINE ROAD / DRAKE ROAD
IMPROVEMENTS
Prepared for:
Rigden Farm, LLC
and the
City of Fort Collins
Prepared by:
JR Engineering
2620 East Prospect Road, Suite 190
Fort Collins, Colorado 80525
(970)491-9888
July 22, 1999
Revised March 23, 2000
Revised June 26, 2000
Revised August 31, 2000
Job Number 9164.03
I
11
1
1
1
1
1
1
August 31, 2000
Basil Hamdan
City of Fort Collins
Stormwater Utility
P.O. Box 580
Fort Collins, CO 80522-0580
Re: Timberline Road/Drake Road Improvements — Drainage and Erosion Control
Dear Basil,
We are pleased to resubmit for your review, this Drainage and Erosion Control Plan and
associated calculations for the Timberline Road and Drake Road Improvement Plan. All
calculations have been completed in compliance with the City of Fort Collins Storm Drainage
Design Criteria.
Project Description
The Timberline Road and Drake Road Improvements Plan is a joint project between Rigden
Farm, LLC and the City of Fort Collins. The project includes the construction of Timberline
Road to interim conditions (ie. a four -lane major arterial) between Vermont Drive and up to
and including the intersection of Timberline Road and Drake Road. Drake Road shall be
constructed to the ultimate arterial design between the Timberline Road/Drake Road
intersection and the existing railroad tracks to the west. Timberline Road to the north and
Drake Road to the east shall be transitioned from the new intersection design back to their
existing configuration.
The existing curb and gutter along the west side of Timberline Road and the south -side of
Drake Road shall remain in place with this project. Portions of the roadway improvements
will be constructed without curb and gutter at this time. This includes Timberline Road north
of the intersection, the north side of Drake Road on both sides of the intersection, and the
easterly portion of the south side of Drake Road east of the intersection. Runoff from these
areas will sheet flow off the roadway as it has historically.
Proposed Drainage Patterns
Runoff from Timberline Road and Drake Road will generally follow existing flow patterns at
close to historic rates. The enclosed Drainage Exhibit shows locations of proposed subbasins,
which are described in the following paragraphs. Subbasins A, B and C were hydrologically
analyzed using the Rational Method in order to size proposed drainage facilities. Subbasins D
and E were not hydrologically evaluated since they are included in drainage reports and
calculations for adjacent projects.
' Drainage Report Timberline Road/Drake Road Improvements
Page 2 of 3
Timberline Road south of the Drake Road intersection is currently cross -sloped (ie. no
' centerline crown) and drains west to the Meadows East Pond via a series of storm drainage
facilities. Runoff along the south side of Drake Road to the west of the Timberline
Road/Drake Road intersection is also directed to the Meadows East Pond. The proposed
' widening of Timberline Road and Drake Road shall not increase the runoff to the Meadows
East Pond; therefore, a detailed analysis of the existing drainage facilities to the west was not
warranted.
Runoff from the north side of Drake Road east of the intersection and the east side of
Timberline Road north of the intersection will sheet flow off of the roadway as it has done
' historically. The existing private irrigation ditch that runs parallel and east of Timberline
Road north of Drake Road will be relocated to the east.
' Subbasin A includes the area north of the Custer Drive entrance and south of Drake Road.
Runoff will be directed to the proposed low point at flowline station 30+12.71. At this low
point there is a proposed five-foot wide curb opening and sidewalk culvert which will direct
' runoff into an open channel that discharges into Rigden Farm Detention Pond 212. The
receiving channel and storm drainage. easement have been provided as part of Rigden Farm
' Filing One. The curb opening and sidewalk culvert were designed to convey the peak 10-year
runoff from Basin A. In the event of a 100-year storm, flow will overtop the sidewalk and
will still be directed to the receiving channel. In the future when ultimate development
' Rigden Farm is complete, a storm sewer system may be needed to convey runoff from
Timberline Road to Pond 212. A preliminary evaluation of a future system was completed
and is included with this letter report.
' Subbasin B includes the area tributary to the approximately 530-feet of proposed curb and
gutter along the south side of Drake Road immediately east of Timberline Road. Runoff from
this area will discharge to an existing borrow ditch of adequate capacity and flow east. Riprap
will be provided at the point where the curb and gutter ends. These flows will continue to the
east eventually to the Fossil Creek Reservoir Inlet Ditch as they have historically. In the
' future these flows will be detained in detention facilities for Rigden Farm.
Subbasin C includes the west side of Timberline Road north of the intersection and the north
' side of Drake Road west of the intersection. With this proposal runoff from this basin will
sheet flow off of the roadway and into a roadside ditch that drains to a low point at design
point C. A 24" RCP that connects to the North Tributary Storm Sewer is being installed with
' the Timberline Road improvements to avoid future pavement removal. This 24" RCP stub is
being provided for connection to a future detention/storm sewer system for the basin
northwest of the Timberline Road/Drake Road intersection. Runoff from the streets will be
' required to enter this future detention pond before entering the North Tributary Storm Sewer
system to attenuate the flow and provide water quality.
' Subbasin D includes the east side of Timberline Road between the proposed Timberline
Church northernmost entrance and Custer Drive. Runoff from this area will flow north to
Custer Drive and then east on Custer Drive. The PDP drainage report for Rigden Farm
' Drainage Report Timberline Road/Drake Road Improvements
Page 3 of 3
' accounts for this runoff and directs it down Custer drive, into the storm sewer system under
Custer Drive and into a water quality pond adjacent to the Foothills Basin Regional Channel.
Subbasin E extends from the Timberline Church's northernmost entrance to the high point in
Timberline Road at station 11+23.04. Runoff from this area flows north and will turn east
into the Timberline Church site. The current plans for the Timberline Church show this storm
runoff being directed through the Timberline Church site and into the detention and water
quality pond on the Timberline Church site. From the detention and water quality pond on the
Timberline Church site the runoff is released into the Foothills Basin Regional Channel.
Erosion Control
' Erosion and sedimentation will be controlled during construction with silt fences, straw bale
barriers, seeding and mulching. Silt fencing and straw bales barriers will be placed as
' necessary in the construction area, and will be maintained by the contractor. The contractor
shall carry out proper measures as necessary to reduce dust nuisance, and to prevent dust
nuisance that has originated from his operations from damaging crops, orchards, cultivated
' fields, and dwellings, or causing nuisance to persons. Soils exposed during land disturbing
activity (stripping, grading, utility installations, stockpiling, filling, etc.) will be kept in a
roughened condition by ripping or disking along land contours until mulch, vegetation or
' other permanent erosion control is installed. No soils in areas outside the project street rights
of way shall remain exposed by land disturbing activity for more than thirty (30) days before
required temporary or permanent erosion control (e.g. seed/ mulch, landscaping, etc.) is
' installed, unless otherwise approved by the Stormwater Utility. Vegetation will not be
considered established until a ground cover is achieved which is demonstrated to be mature
and stable enough to control soil erosion as specified in paragraph 11.3.10 of the City of Fort
' Collins Storm Drainage Construction Standards. An erosion control cost estimate and
effectiveness calculations are included with this report.
' Permanent erosion control measures include the use of riprap at locations where stormwater
runoff becomes concentrated and is warranted by the flow conditions. Riprap sizing
calculations are included with this report.
' Conclusion
' The drainage plan presented herein is in compliance 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,
C33441
Robert Almirall, P.E.
Project Manager
Attachments
JR Engineering
2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 8525
RUNOFF COEFFICIENTS & % IMPERVIOUS
LOCATION: TIMBERLINE & DRAKE
PROJECT NO: 9164.03
COMPUTATIONS BY: J. ZUNG
SUBMITTED BY: JR ENGINEERING
DATE: 3/21/00
Recommended Runoff Coefficients from Table 3-3 of City of Fort Collins Design Criteria
Recommended % Impervious from Urban Storm Drainage Criteria Manual
- Calculated C coefficients are area weighted
Streets, parking lots (asphalt)
Lawns (flat <2%, sandy soil)
General multi -family area
General Single-family area
General commercial area
Runoff
%
coefficient
Impervious
C
0.95
100
0.10
0
0.65
70
0.65
55
0.85
90
SUBBASIN
DESIGNATION
TOTAL
AREA
(ac.)
TOTAL
AREA
(sQ ft)
MULTI -FAMILY
AREA
(soft)
COMMERCIAL
AREA
(sq.ft)
SINGLE-FAMILY
AREA
(sq.ft)
PAVED
AREA
(sq.ft)
LANDSCAPE
AREA
(sq.ft)
RUNOFF
COEFF.
(C)
A
2.20
95,978
0
0
0
78,993
16,985
0.80
B
0.70
30,344
1 0
0
0
1 25,244
5,100
0.81
C
4.37
190,393
0
0
0
190,393
0
1 0.95
D
0.95
41,382
E
2.15
93,654
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JR Engineering
2620 E. Prospect Rd., Ste. 190. Fort Collins. CO 80525
RATIONAL METHOD PEAK RUNOFF
Minor Storm for Commercial Areas (10-YEAR)
LOCATION:
TIMBERLINE & DRAKE
PROJECT NO:
9164.03
COMPUTATIONS BY:
J. ZUNG
SUBMITTED BY:
JR ENGINEERING
DATE:
3/21/00
10 yr storm, CIF = 1.00
DIRECT RUNOFF
CARRY OVER
TOTAL
REMARKS
Design
Point
Tributary
Sub -basin
A
(ac)
C Cf
tc
(min)
i
(in/hr)
Q (10)
Ids)
from
Design
Point
Q (10)
(ds)
0(10)tot
(ds)
A
A
220
0.80
10.7
3.70
6.52
6.52
B
B
0.70
0.81
9.9
3.81
2.14
2.14
C
C
4.37
0.95
16.3
3.06
12.70
12.70
Q=CrCiA
limberflow.xls
Q = peak discharge (cfs)
C = runoff coefficient
Cf = frequency adjustment factor
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99)
A = drainage area (acres) i = 41.44 / It0+tc)o' 7'
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2620 E. Prospect Rd.. Ste. 190, Fort Collins, CO 80525
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RATIONAL METHOD PEAK RUNOFF
(100-YEAR)
LOCATION:
TIMBERLINE & DRAKE
PROJECT NO:
9164.03
COMPUTATIONS BY:
J. ZING
SUBMITTED BY:
JR ENGINEERING
DATE:
3/2I/00
100 yr storm, Cf =
1.25
DIRECT RUNOFF
CARRY OVER
TOTAL
REMARKS
Des.
Point
Area
Design.
A
(ac)
C Cf
tc
(min)
i
(inrhr)
Q (100)
Ws)
from
Design
Point
Q (100)
Ws)
Q(100)tot
(CIS)
A
A
220
1.00
8.5
8.28
18.23
18.2
B
B
0.70
1.00
7.8
8.52
5.94
5.9
C
C
4.37
1.00
15.8
6.34
27.71
27.7
Q=CiA
Q = peak discharge (CIS)
C = runoff coefficient
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16199)
A = drainage area (acres) i = 84.682 / (10+ tcf°'
8mber0owAs
' OesI5n I?aigi IN
' Timberline Rd Curb Cut - 10-yr Storm
Worksheet for Rectangular Channel
Project Description
Project File
x:\916403 - rigden farm\drainage\projectl.fm2
'
Worksheet
Flow Element
Timberline curb cut
Rectangular Channel
Method
Manning's Formula
For
Channel Depth
tSolve
Input Data
Mannings Coefficient
0.012
Channel Slope
0.005000 ft/ft
Bottom Width
5.00 ft
'
Discharge
r�
6.50 cfs
Results
t
Depth
0.33
ft < O . S O,K .
Flow Area
1.67
ft2
Wetted Perimeter
5.67
ft
'
Top Width
5.00
ft
Critical Depth
0.37
ft
Critical Slope
0.003507 ft/ft
'
Velocity
3.88
ft/s G 5'r+15 Ov—
Velocity Head
0.23
ft
Specific Energy
0.57
ft
'
Froude Number
1.18
Flow is supercritical.
1
1
O6/28/00 FlowMaster v5.15
' 09:31:50 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
' DebiSn Vo;nt A
' Timberline Rd Curb Cut - 100-yr Storm
Worksheet for Rectangular Channel
' Project Description
Project File
x:\916403 - rigden farm\drainage\projectl.fm2
'
Worksheet
Flow Element
Timberline curb cut
Rectangular Channel
Method
Manning's Formula
For
Channel Depth
tSolve
Input Data
'
Mannings Coefficient
0.012
Channel Slope
0.005000 fUft
Bottom Width
5.00 ft
Discharge
18.20 cfs = Qtoo yr
Results
'
Depth
0.65
ft ? p,5'-k - -now to*Ak Oveh-A-0p
Flow Area
3.24
ftz cu-W GJAr—
Wetted Perimeter
6.30
ft
Top Width
5.00
ft
Critical Depth
0.74
ft
Critical Slope
0.003277
ft/ft
'
Velocity
5.62
ft/s
Velocity Head
0.49
ft
Specific Energy
1.14
ft
'
Froude Number
1.23
Flow is supercritical.
1
11
06/28/00 FlcwMaster v5.15
' 09:32:09 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
vesi 5r k%AA- A
Timberline Rd Curb Cut - Max. Capacity
Worksheet for Rectangular Channel
Project Description
Project File
x:\916403 - rigden farm\drainage\project1.fm2
Worksheet
Timberline curb cut
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Discharge
Input Data
Mannings Coefficient
0.012
Channel Slope
0.005000 ft/ft
Depth
0.50 ft
Bottom Width
5.00 ft
Results
Discharge
12.21
cfs =
Flow Area
2.50
ftz
Wetted Perimeter
6.00
ft
Top Width
5.00
ft
Critical Depth
0.57
ft
Critical Slope
0.003328 ft/ft
Velocity
4.88
ft/s
Velocity Head
0.37
ft
Specific Energy
0.87
ft
Froude Number
1.22
Flow is supercritical.
MO,.x. Ccc�ac t
5' Gcsrh Gh�4
06/28/00 FlowMaster v5.15
' 09:32:33 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
' LOCATION: TIMBERLINE ROAD 6Jul-99
ITEM: OVERFLOW OVER SIDEWALK AT LOW POINT �O A
COMPUTATIONS BY: JPZ
' SUBMITTED BY: JR ENGINEERING
' LP ON TIMBERLINE - Design Point a
Design flow (100yr) = 18.2 cis
Flow through 5' sidewalk chase = 12.2 cis, max capacity
Flow needed over sidewalk = 6 cis
' Determine length of sidewalk where overtopping will occur and the height of water
above the sidewalk by approximating the situation with weir flow.
1 Equation for flow over a weir:
Q = KL sgrt(2g) 1-1312 Eq. 4-38, Hydraulic Engineering
where K = flow coefficient of the weir N
' = 0.40 + 0.05 HIP, max HIP = 10
H = overflow height P
P = height of weir
L = length of the weir
' g = acceleration of gravity = 32.2 fVS2
set max. flow depth = 0.15 in, flow depth over walk
' P = 0.67 in, total sump depth
K = 0.41
Take into account the geometry of the road - see cross section 30+00 for sidewalk elev.
' divide weir flow into discrete sections, each DL in length D Q A
AQ = KAL sgrt(2g) H312
Total Q = E AQ
' PVT
TBW =top back of walk 'Pro�i ve
1
1
1
1
1
Remarks
station
AL
(ft)
S
full
FL Elev.
(ft)
TBW Elev.
(ft)
Water
elev.
H
(ft)
Havg
(ft)
AQ
(cfs)
29+52.73
-0.40%
31.70
32.80
32.75
-0.05
29+62.73
10.00
-0.40%
31.66
32.76
32.75
-0.01
-0.03
0.00
29+72.73
10.00
-0.40%
31.62
32.72
32.75
0.03
0.01
0.03
29+82.73
10.00
-0.40%
31.58
32.68
32.75
0.07
0.05
0.37
29+92.73
10.00
-0.40%
31.54
32.64
32.75
0.11
0.09
0.89
low point - PVI
30+02.73
10.00
-0.40%
31.50
32.60
32.75
0.15
0.13
1.55
30+12.73
10.00
0.47%
31.55
32.65
32.75
0.10
0.1265
1.48
30+22.73
10.00
0.40%
31.59
32.69
32.75
0.06
0.083
0.79
30+32.73
10.00
0.40%
31.63
32.73
32.75
0.02
0.043
0.29
30+42.73
10.00
0.40%
31.66
32.76
32.75
-0.01
0.07
0.61
30+52.73
10.00
0.40%
31.71
32.81
32.75
-0.06
0.023
0.12
130+62.731
10.00 1
0.40% 1
31.75 1
32.85 1
32.75 1
-0.10 1
-0.017
0.00
Total Q = 6.13 cfs
carried over the sidewalk
Actual Water elev = 32.75 ft
Actual length of weir = 80 ft
ponding depth at FL = 1.25 ft < 1.5 ft (18") max. allowable during 100-yr storm - o.k.
' overtopweir.XLS
Swale K-K from DP a to Rigden Pond 212
' Worksheet for Trapezoidal Channel
'
Project Description
Project File
x:\916403 - rigden farm\drainage\swales.fm2
Worksheet
Swale Timberline Rd. to Pond
'
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
1
Input Data
'
Mannings Coefficient 0.060
Channel Slope
0.007000 ft/ft
Left Side Slope
4.000000 H : V
'
Right Side Slope
4.000000 H : V
Bottom Width
10.00 ft
Discharge
24.20 cfs = 1-33%
1
Results
Depth
1.00 ft
'
Flow Area
13.95 ft2
Wetted Perimeter
18.23 ft
Top Width
17.98 ft
'
Critical Depth
0.53 ft
Critical Slope
0.069376 ft/ft
'
Velocity
Velocity Head
1.73 ft/s
0.05 ft
Specific Energy
1.04 ft
Froude Number
0.35
'
Flow is subcritical.
' Notes:
Q(100) x 133%
' Flow from Basins 107 and 108d
For depths < 2.0' use "n" = 0.060
'05/05/00 FlowMaster v5.15
09:42:13 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
I
1
Swale from DP a to Rigden Pond 212
Cross Section for Trapezoidal Channel
Project Description
Project File
x:\916403 - rigden farm\drainage\swales.fm2
Worksheet
Swale Timberline Rd. to Pond
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
'
Mannings Coefficient
0.060
Channel Slope
0.007000 ft/ft
Depth
1.00 ft
'
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
Bottom Width
10.00 ft
'
Discharge
24.20 cfs
1
'
10.00 ft
1.00 ft
1 L
V
H 1
NTS
'05/05/00
09:42:27 AM
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.15
Page 1 of 1
Timberline irrigation swale
Cross Section for Triangular Channel
Project Description
Project File
x:\916403 - rigden farm\acad\timberline & drake\drainage\fm.fm2
'
Worksheet
Flow Element
sideroad swales
Triangular Channel
Method
Manning's Formula
Solve For
Discharge
'
1
I
1
1
1
1
�J
1
0
1
1
1
Section Data
Mannings Coefficient
0.060
Channel Slope
0.006000 ft/ft
Depth
1.60 ft
Left Side Slope
2.000000 H: V
Right Side Slope
2.000000 H : V
Discharge
7.86 cfs
Saw,e oJ.eom-e,1Y1 �
�OJI do C1 -WV1
1 .y C4s
ivl ok 4-y t0-�Y Yv>
1
06/28/00
' 09:26:37 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
1.60 ft
1
V L
H 1
NTS
FlowMaster v5.15
Page 1 of 1
TIMBERLINE SWALE
Worksheet for Triangular Channel
Project Description
Project File
x:\916403 - rigden farm\acad\timberline & drake\drainage\fm.fm2
'
Worksheet
Flow Element
sideroad swales
Triangular Channel
Method
Manning's Formula
Solve For
Discharge
'
Input Data
'
Mannings Coefficient 0.060
Channel Slope
0.006000 ft/ft
Depth
1.60 ft
'
Left Side Slope
2.000000 H : V
Right Side Slope
2.000000 H : V
'
Results
Discharge
7.86 cfs
Flow Area
5.12 ft2
Wetted Perimeter
7.16 ft
Top Width
6.40 ft
Critical Depth
0.99 ft
'
Critical Slope
0.076905 ft/ft
Velocity
1.53 ft/s
Velocity Head
0.04 ft
'
Specific Energy
1.64 ft
Froude Number
0.30
Flow is subcritical.
1
06/28/00 FlowMaster v5.15
' 09:20:16 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Drake swale
Cross Section for Triangular Channel
Project Description
Project File
x:\916403 - rigden farm\acad\timberline & drake\drainage\fm.fm2
Worksheet
sideroad swales
'
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Discharge
Section Data
'
Mannings Coefficient
0.060
Channel Slope
0.006000
ft/ft
Depth
2.00
ft
Left Side Slope
4.000000
H : V
'
Right Side Slope
4.000000
H : V
Discharge
30.08
cfs
1
06/28/00
02:21:46 PM
QS. 'LL 5
CbO-Si Vt ?J�
cc,-Pac-�In
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
2.00 ft
1
V N
H 1
NTS
FlowMaster v5.15
Page 1 of 1
DRAKE SWALE
' Worksheet for Triangular Channel
Project Description
Project File
x:\916403 - rigden farm\acad\timberline & drake\drainage\fm.fm2
Worksheet
sideroad swales
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Discharge
Input Data
'
Mannings Coefficient 0.060
Channel Slope
0.006000 ft/ft
Depth
2.00 ft
'
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
'
Results
Discharge
30.08 cfs
Flow Area
16.00 ftz
'
Wetted Perimeter
16.49 ft
Top Width
16.00 ft
Critical Depth
1.29 ft
'
Critical Slope
0.063289 ft/ft
Velocity
1.88 ft/s
'
Velocity Head
Specific Energy
0.05 ft
2.05 ft
Froude Number
0.33
Flow is subcritical.
'
I
06/28/00 FlowMaster v5.15
02:21:38 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
6/28/00
RIPRAP CALCULATIONS
LOCATION: TIMBERLINE & DRAKE
PROJECT NO: 9164.03
COMPUTATIONS BY: J. ZUNG
SUBMITTED BY: JR ENGINEERING
DATE: 3/21 /00
Riprap requirements for a stable channel lining are based on the
equation from Storm Drainage Design Criteria, City of Fort Collins, CO, May 1984
V So'17 = 5.8
(d5o) . (Ss - 1) .
where: V = mean channel velocity (ftls)
S = longitudinal channel slope (fUft)
Ss = specific gravity of rock (minimum SS = 2.50)
d5o = rock size in feet for which 50 percent of the riprap by weight is smaller
Determine if riprap is required using Table 8-2
Design Point A - exit from sidewalk culvert
V = 3.2 ft/s F = 0.78
S = 0.01 ft/ft F < 0.8 ? TRUE
Ss = 2.5
V So." = 1.12
Using Table 8-2,
Class 0 Riprap is required
No riprap is required
Design Point B - downstream of end of curb and gutter
V = 5.1 ft/s F = 1.7
S = 0.2 ft/ft F < 0.8 ? FALSE
Ss = 2.5
V S° 17 = 2.97
(S�s9-
Using Table 8-2,
Class 6 Riprap is required
Use Class 12 Riprap since Frounde no. greater than 0.8.
timberRIPRAPALS
EXIT FROM SIDEWALK CULVERT DESIGN PNT A
Worksheet for Trapezoidal Channel
Project Description
Project File x:\916403 - rigden farm\acad\timberline & drake\drainage\fm.fm2
Worksheet EXIT FROM SIDWALK CULVERT DESIGN POINT A
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.030
Channel Slope 0.010000 ft/ft
Left Side Slope 4.000000 H : V
' Right Side Slope 4.000000 H : V
Bottom Width 5.00 ft
Discharge 18.20 cfs = R%00
1
[1
�J
Results
Depth
0.72
ft
Flow Area
5.69
ftz
Wetted Perimeter
10.95
ft
Top Width
10.77
ft
Critical Depth
0.62
ft
Critical Slope
0.017230 ft/ft
Velocity
3.20
ft/s — LkK 4vy
Velocity Head
0.16
ft
Specific Energy
0.88
ft
Froude Number
0.78
�-
Flow is subcritical.
r 1prc p &,tc S .
06/28/00 FlowMaster v5.15
09:35:26 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 - Page 1 of 1
RUNDOWN FROM DESIGN POINT B
' Worksheet for Trapezoidal Channel
'
Project Description
Project File
x:\916403 - rigden farm\acad\timberline & drake\drainage\fm.fm2
Worksheet
RUNDOWN FROM DESIGN POINT B
'
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
_
Input Data
Mannings Coefficient 0.030
Channel Slope
0.200000 ft/ft
Left Side Slope
10.000000 H : V
'
Right Side Slope
10.000000 H : V
Bottom Width
8.00 ft
Discharge
6.00 cfs = Q too
Results
Depth
0.13 ft
1
Flow Area
1.17 ft2
Wetted Perimeter
10.54 ft
Top Width
10.53 ft
Critical Depth
0.23 ft
Critical Slope
0.022831 ft/ft
'
Velocity
Velocity Head
n
5.12 ft/s USL �� ro rap CC CS
0.41 ft /
Specific Energy
0.53 ft
Froude Number
2,71
Flow is supercritical.
1
06/28/00 FlowMaster v5.15
' 09:35:39 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
PIPE AT DESIGN POINT C
' Worksheet for Circular Channel
Project Description
Project File
x:\916403 - rigden farm\acad\timberline & drake\drainage\fm.fm2
Worksheet
PIPE AT DESIGN POINT C
'
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
'
Mannings Coefficient 0.013
Channel Slope
0.014000 ft/ft
Diameter
24.00 in
Discharge
28.00 cfs
Results
'
Depth
20.9
in
Flow Area
2.90
ft2
Wetted Perimeter
4.80
ft
Top Width
1.35
ft
Critical Depth
1.83
ft
Percent Full
' 86.88
Critical Slope
0.013343 ft/ft
Velocity
9.66
ft/s
'
Velocity Head
Specific Energy
1.45
3.19
ft
ft
Froude Number
1.16
Maximum Discharge
28,79
cfs
Full Flow Capacity
26.77
cfs
Full Flow Slope
0.015321 ft/ft
Flow is supercritical.
1
1
06/28/00 FlowMaster v5.15
09:35:54 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Ci44 04 Fort Co 1(1nS
Table 8-1
CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP
8 of Total Weight
Smaller than the
Stone Size
dSA
Riprap Designation
Given Size
(in pounds)
(inches)
70 100
85
Class 6tt
50-70
35
35-50
10
6
2-10
<1
70-100
440
Class 12
50-70
275
35-50
85
12
2-10
3
100
1275
Class 18
50-70
655
35-50
275
18
2-10
10
100
3500
Class 24
50-70
1700
35-50
655
29
2-10
35
Table 8-2
RIPP.AP REQunua4F2IT5 FOR CEp-*Ih'EL I.ZI.Z2:GSj'f
VS°'17/ (S -1) o.cct. Roc]c Typet-f
0 to 1.4 No Riprap Required
1.5 to 4.0 Class 6 Riprap
4.1 to 5.8 Class 12 Riprap
5.9 to 7.1 Class 18 Riprap
7.2 to 8.2 Class 24 Riprap
t'Ose Sc=2.5 unless the source of rock and its.densities are known at the time
of design.
ttTable valid only for Froude number of 0.8 or less and side slopes no
steeper than 2h_ly.
I
u
1
[1
1
DRAINAGE CRITERIA MANUAL
MAJOR DRAINAGE
Table 5-4
THICKNESS REQUIREMENTS FOR GRANULAR BEDDING
Minimum Bedding Thickness (Inches)
Riprap Fine Grained Soils*
Designation
Course Grained Soils**
Ty pe I Type II Type 11
L, G, SM 4 4 6
M 4 4 6
H 4 6 8
VH 4 6 8
*May substitute one 12 inch layer of Type II bedding. Substitution
of one layer of Type II bedding shall not be permitted at drop
structures. Use of a combination of filter fabric and Type II
bedding at drop structures is acceptable, see Section 5.3.2 for use
of filter fabric at drop structures.
**Fifty percent or more by weight retained on the #40 sieve.
5.3.2 Filter Fabric
Filter fabric is not a complete substitute for granular bedding.
Filter fabric provides filtering action only perpendicular to the
fabric and has only a single equivalent pore opening between the
channel bed and the riprap. Filter fabric has a relatively smooth
surface which provides less resistance to stone movement. As a result,
it is recommended the use of filter fabric be restricted to slopes no
steeper than 2.5h to Iv. Tears in the fabric greatly reduce its
effectiveness so that direct dumping of riprap on the filter fabric is
not allowed and due care must be exercised during construction. None-
theless, filter fabric has proven to be an adequate replacement for
granular bedding in many instances. Filter fabric provides an ade-
quate bedding for channel linings along uniform mild sloping channels
where leaching forces are primarily perpendicular to the fabric.
At drop structures and sloped channel drops, where seepage forces
may run parallel with the fabric and cause piping along the bottom
surface of the fabric, special care is required in the use of filter
11-15-82
' JR Engineering, Ltd.
2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525
1
11
RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT: TIMBERLINE ROAD/DRAKE ROAD IMPROVEMENTS STANDARD FORM A
COMPLETED BY: JPZ DATE: 05-May-00
DEVELOPED
ERODIBD,r1'Y
Asb
Lsb
Ssb
At * LI
Ai • S1
Lb
Sb
PS
SUBBASIN(s)
ZONE
(AC)
(FI)
(%)
(FI)
(%)
(%)
A
MODERATE
2.20
620
0.6
1364.0
1.2
B
0.70
570
0.6
399.0
0.4
C
4.37
1645
0.8
7188.7
3.6
Total
7.27
8951.65
5.23
1231
0.7
74.9%
' Asb = Sub -basin area
Lsb = Sub -basin flow path length
Ssb = Sub -basin slope
Lb = Average flow path length = sum(Ai Li)/sum(Ai)
Sb = Average slope = sum(Ai Si)/Sum (Ai)
PS is taken from Table 8-a (Table 5.1, Erosion Control Reference Manual) by interpolation.
An Erosion Control Plan will be developed to contain PS% of the rainfall sedimentation
that would normally flow off a bare ground site during a 10-year, or less, precipitation event.
1
1
' Erosion.xls
JR Engineering
2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525
EFFECTIVENESS CALCULATIONS
PROJECT:
TIMBERLINE ROAD/ DRAKE ROAD IMPROVEMENTS
STANDARD FORM B
COMPLETED BY:
JPZ
DATE: 05-May-00
EROSION CONTROL
C-FACTOR
P-FACTOR
METHOD
VALUE
VALUE
COMMENT
BARE SOIL
1.00
1.00
SMOOTH CONDITION
ROUGHENED GROUND
1.00
0.90
ROADS/WALKS
0.01
1.00
GRAVEL FILTERS
1.00
0.80
PLACED AT INLETS
SILT FENCE
1.00
0.50
SEDIMENTTRAP
1.00
0.50
STRAW MULCH (S = 1-5%)
0.06
1.00
FROM TABLE 8B
STRAW BARRIERS
1.00
0.80
EFF = (I-C*P)* 100
MAJOR
SUB
BASIN AREA
EROSION CONTROL METHODS
BASIN
BASIN
(Ac)
A
2.20
ROADSIWALKS
1.80 Ac.
ROUGHENED GR.
0.00 Ac.
STRAW/MULCH
0.40 Ac.
SILT FENCE
NET C-FACTOR
0.02
NET P-FACTOR
0.50
EFF = (1-C*P)*100 =
99.0'%
B
0.70
ROADS/WALKS
0.58 Ac.
ROUGHENED GR.
0.00 Ac.
STRAW/MULCH
0.12 Ac.
SILT FENCE, STAW BARRIERS
NET C-FACTOR
0.02
NET P-FACTOR
0.40
EFF = (I-C*P)* 100 =
99.3%
C
4.37
ROADS/WALKS
4.37 Ac.
ROUGHENED GR.
0.00 Ac.
STRAW/MULCH
0.00 Ac.
SILT FENCE, STAW BARRIERS
NET C-FACTOR
0.01
NET P-FACTOR
0.40
EFF = (1-C*P)* 100 =
99.6%
TOTAL AREA = 7.27 ac
TOTAL EFF = 99.4% ( E (basin area * eff) / total area
REQUIRED PS = 74.9'%
Since 99.4 % > 74.9%, the proposed plan is o.k.
TIMBEREROSION.XLS
TIMBERLINE ROAD/DRAKE ROAD IMPROVEMENTS
EROSION CONTROL COST ESTIMATE
JOB NO. 9164.03
EROSION CONTROL MEASURES
COMPLETED BY: RA
ITEM
DESCRIPTION
UNITS
I UNIT COST
JQUANTITYI
TOTAL COST
1
TEMPORARY SEED & MULCH
ACRE
$ 655.00
0.5
$ 340.60
2
SILT FENCE
LF
$ 3.00
1,600
$ 4,800.00
3
STRAW BALES BARRIER
EACH
$ 100.00
4
$ 400.00
4
INLET PROTECTION
EACH
$ 250.00
3
$ 750.00
COST $ 5,540.60
CITY RESEEDING COST FOR TOTAL SITE AREA
ITEM
DESCRIPTION
UNITS
I UNIT COST
IQUANTITY
I TOTAL COST
1
RESEEDULCH
/M
ACRE
$ 615.00
7.3
$ 4,471.05
COST $ 4,471.05
SECURITY DEPOSIT $ 5,540.60
REQUIRED EROSION CONTROL SECURITY DEPOSIT WITH FACTOR OF 150% $ 8,310.90
Timberline Road
9164.03 Future Drainage Evaluation
Timberline LP FL Elevation = 4,931.50 ft
Approximate pipe length from Timberline to Pond = 1,650 ft
Pond invert out = 4,919.72 ft (Rigden Pond 212)
Run pipe from pond to Timberline at 0.3% slope,
Resulting invert = 4,919.72 + 1,650*0.003 = 4,924.67 ft
Room for pipe = 4,931.50 — 4,924.67 = 6.83 ft
Set 2' clearance between FL elev and top of pipe leaves 4.83' for pipe
481, pipe = 4.4' including wall thickness.
481, pipe capacity = 92 cfs at 0.3%.
100 year runoff from basin 107 (from Rigden Farm Filing One PDP) = 50 cfs
----> should have adequate clearance and fall for future system
XA916403 - Rigden Farm\Acad\Timberline & Drake\Drainage\Timberline Road9164.doc
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