HomeMy WebLinkAboutDrainage Reports - 04/20/1994"�OPEATY OF
FINAL DRAINAGE REPORT
for
EAST DRAKE TERRACE P.U.D.
Fort Collins, Colorado
February, 1994
I
prepared by
'
NORTHERN ENGINEERING SERVICES, INC.
420 S. Howes, Suite 202
'
Ft. Collins, Colorado 80521
Project No. 9337.00
L
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' Northern Engineering Services, Inc.
' February 28, 1994
Mr. Glen Schleuter
'
Stormwater Utility
City of Fort Collins
'
235 Matthews
P.O. Box 580
Fort Collins, Colorado 80522-0580
Re: East Drake Terrace P.U.D.
Final Drainage Report
Project No. 9337.00
Dear Glen:
Northern Engineering is pleased to submit this report of a
stormwater investigation for the East Drake Terrace P.U.D. It
represents a study of existing and proposed runoff characteristics
of the project site.
We would like to thank you for your valuable input during the
research and review phases of this study. If you 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.
el P
Gregory P. Henson
Project Engineer
' Reviewed by:
Michael F. Jones, P
Project Manager
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VICINITY MAP
FINAL DRAINAGE REPORT
for
EAST DRAKE TERRACE P.U.D.
Fort Collins, Colorado
February, 1994
I. GENERAL
This report summarizes the results of a storm drainage study
conducted for the proposed development of the East Drake Terrace
P.U.D. to be located in the Southeast quarter of Section 24,
Township 7 North, Range 69 West of the 6th Prime Meridian, in the
City of Fort Collins, County of Larimer, Colorado. Methods
outlined in the City of Fort Collins, Colorado Storm Drainage
Design Criteria and Construction Standards Manual, herein after
referred to as Storm Drainage Manual, were used in the calculations
for the storm water runoff portion of this study. The Rational
Method was used to estimate peak storm water runoff from the site.
This report also contains a previously approved drainage study
for Dartmount P.U.D. (Cottonwood P.U.D.) prepared for T.D. Murphy
Construction Co., Inc. by JCR Engineering, September 1981. The
Dartmount P.U.D. drainage study is attached for reference in the
appendix. Summary calculations and other supporting material are
also contained in the appendix to this report.
This site is in the Spring Creek Storm Drainage Basin. The
drainage study for Dartmount P.U.D. was done and approved after the
Master Drainageway Plan for Spring Creek was adopted by the City of
Fort Collins. The requirements for detention included in this
report are based on the results of the Dartmount P.U.D. study,
therefore, this report meets the requirements of the Master
Drainageway Plan for Spring Creek.
II. SITE DESCRIPTION
The proposed East Drake Terrace P.U.D. is a 7 building general
office complex, being 1.84 acres in size. It is located on Tract
B of the Cottonwood P.U.D. The site is bounded on the north by
Marquette Drive, on the east by a portion of Cottonwood
Subdivision, on the south by Drake Road, and on the west by Stover
Street. The existing site is an open field covered by medium size
native grass on a one foot depth of silty clay with an existing 24
ft. wide asphalt drive connecting Stover Street with the apartment
complex to the east. Existing grade is approximately 1.6% from
west to east.
There are both water and sanitary sewer services currently on
the site. A 48" C.M.P. storm sewer pipe runs through the property
near the north and east property lines. Existing 3-phase power is
located on the east side of the property.
East Drake Terrace P.U.D.
Drainage Report
page 2
III. HISTORIC DRAINAGE
The Historical Runoff from the site flows to various design
points as shown on the Historic Drainage Plan. Design point h-1 is
a point in the south flowline of Marquette St. at the boundary of
the site. Runoff to this point is from Sub -basin H-1 which
includes the northern portion of the site as well as the area to
the crowns of the adjacent Stover St. and Marquette St. Design
point d-1 is a point in the north flowline of Drake Rd. at the
boundary of the site. Runoff to this point is from Sub -basin H-2
which includes the area bounded by the sidewalk along Drake Rd. to
the crown of Drake Rd. adjacent to the site. The remainder of the
historical runoff flows easterly through the adjacent apartment
complex and makes its way into the detention pond originally
designed for the overall Cottonwood P.U.D. The pond was designed
to detain the 100 year return period storm for the apartment
complex as well as the East Drake Terrace site. No off -site
drainage flows across this site.
The Rational Method was used to predict the peak runoff within
each of the Sub -basins. Runoff coefficients were obtained from the
Storm Drainage Manual. Coefficients of 0.20 for pasture land and
0.95 for asphalt and concrete were used to obtain the 2 and 100
year peak storm water flows at the design points of the site.
Table A shows the results of peak historical runoff calculations.
IV. PROPOSED IMPROVEMENTS
The development of the site would include 7 general office
buildings with associated concrete sidewalks, approximately 41,000
square feet of asphalt -paved concrete -curbed parking with islands,
reconstruction of the 24 ft. wide access drive, and landscaping.
Existing water and sanitary sewer structures and piping will be
utilized to the extent possible with new water and sanitary sewer
constructed as needed to service the buildings (see plans for
locations of proposed service connections). Any existing sanitary
sewer manholes not utilized in the new development will have the
ring and cover removed and the base filled with flowfill. Existing
water and sanitary sewer piping not used will be abandoned in place
except where such piping is under a proposed building in which case
the piping shall be removed.
A new 6" water main will run from the existing water main on
site and terminate at a fire hydrant to service the four
westernmost buildings. A new 8" sanitary sewer main will flow
north through the site to a new manhole in Marquette St., then east
within Marquette St. to a new manhole connecting to the existing
sanitary sewer in Marquette St. This sanitary sewer will service
all proposed buildings on the site.
East Drake Terrace P.U.D.
Drainage Report
page 3
V. DEVELOPED DRAINAGE
When developed, the majority of the runoff from this site
will be directed, via the proposed parking areas, to the east into
the adjoining property (Cottonwood P.U.D./apartment complex). The
runoff will then continue through existing parking areas and a
series of concrete pans to a detention pond. This pond was
originally designed to detain the 100 year storm for the entire
site which included the drainage from this 1.84 acre site (East
Drake Terrace).
A portion of the site, noted as drainage area D-1 on the plans
will have developed runoff surface flowing directly off site (into
Marquette St.). However, since a portion of the historic runoff
drained to Marquette, the net result will be a decrease in the
surface flow off site from 3.29 cfs (Historic) to 3.09 cfs
(developed) in the 100 year storm.
Drainage area D-2, as noted on the plans, is the same area as
drainage area H-2 and therefore will show no increase in runoff for
the 100 year storm from historic to developed conditions. This
area is included in the report as required to take into account the
runoff including the area to the crown of the adjacent streets.
Due to grading constraints, and the fact that existing grade
is higher than the surrounding gutter lines, it will not be
Possible to intercept any of the street flow and direct it on -site.
As shown in the attached calculations, however, there will be no
increase in runoff off -site after development due to redirecting a
larger portion of the runoff from the site towards the detention
pond. We therefore request a variance from the city standard to
detain the runoff from the crown of the streets adjacent to the
site.
VI. ADEQUACY OF EXISTING DETENTION POND
The drainage study. for Dartmount P.U.D. calculates the
' required portion of detention volume in the detention ponds for the
apartment complex and the East Drake Terrace site. The approved
set of plans for Cottonwood P.U.D. (C3-840) show the layout that
' these calculations were based on. This volume is shown on page A-7
of the appendix as 72,500 cu. ft.
Calculations in this report were done to compare the runoff to
the detention pond from the East Drake Terrace site under the
' original layout vs. the layout proposed with these plans. The
runoff coefficient for just the East Drake Terrace site increased
from 0.70 for the original layout to 0.74 for the current layout.
The runoff coefficient for the apartment complex and the East Drake
Terrace site increased from 0.50 for the original layout to 0.51
for the current layout. These increases are small and when used in
the new Mass Diagram calculation, show a required detention volume
of 70,222 cu. ft. which is less than was calculated originally for
Dartmount P.U.D.
East Drake Terrace P.U.D.
Drainage Report
page 4
VI. ADEQUACY OF EXISTING DETENTION POND (Cont
' Therefore, the detention pond will be adequate to handle the
East Drake Terrace site runoff directed to it. Since the
' undetained developed runoff off -site is less than the historical
runoff and the detention pond is adequate to handle the 100 year
runoff from the rest of the site, we request a variance from the
city requirement to detain the 100 year runoff from the entire site
to the 2 year runoff from the same area.
VII. EROSION CONTROL
It is anticipated that the proposed improvements for the East
Drake Terrace P.U.D. will be completed by the Fall of 1994. Lot
grading is to begin after approval, with construction of utilities
and parking areas to follow. Construction of the proposed
buildings will then begin.
Permanent vegetative erosion control will be used in
conjunction with landscaping. Permanent revegetation of areas
disturbed by construction will be the responsibility of the
contractor. Seed will be applied by drilling and protected by
crimped straw mulch. Straw shall be applied at a rate of two tons
per acre (minimum).
APPENDIX
1. HISTORIC RUNOFF ......................................... 1
2. DEVELOPED RUNOFF ........................................ 4
3. TABLE A ................................................. 9
4. COMPARISON BETWEEN ORIGINAL AND CURRENT LAYOUTS.......... 10
5. RATIONAL METHOD MASS DIAGRAM ............................ 12
6. EROSION CONTROL CALCULATIONS ............................ 13
7. RAINFALL PERFORMANCE STANDARD EVALUATION ................ 14
8. EFFECTIVENESS CALCULATIONS 15
9. CONSTRUCTION -SEQUENCE ................................... 16
10. EROSION CONTROL COST ESTIMATE 17
11. DRAINAGE STUDY - DARTMOUNT P.U.D. ..................... A-1
' EAST DOAKE 1ERtzAGC P. U . D .
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RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS
Character of Surface
Runoff Coefildent
Streets, Parking Lots, Drives:
Asphalt................................................................................................
0.95 ,
Concrete.............................................................................................
0.95
Gravel.................................................................................................
0.50
Roofs..........................................................................................................
0.95
Lawns, Sandy Soil:
Flat<2%.............................................................................................
0.10
Average 2 to 7%..................................................................................
0.15
'
Steep>7%..........................................................................................
0.20
Lawns, Heavy Soil:
Flat<20/6 .............................................................................................
0.20
Average2 to 7%.................................................................................. 0.25
Steep>7%..........................................................................................
0.35
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RATIONAL METHOD MASS DIAGRAM
PROJECT: East Drake Terrace
RUN DATE: 27-Feb-94 01:40:32 PM
DETENTION POND FOR COTTONWOOD P.U.D. WHICH
INCLUDES THE EAST DRAKE TERRACE SITE
C
Cf
AREA
RELEASE
(ac)
(Cfs)
0.51
1.25
13.27
2.9
Volume
Storage
Time
i
O
Volume
Outflow
Volume
(min)
(in/hr)
(Cfs)
(CU ft)
(CU ft)
(CU ft)
0.00
0.00
0.00
0.00
6.00
7.00
59.22
21,318.26
1,044.00
20,274.26
12.00
6.70
56.68
40,809.23
2,088.00
38,721.23
18.00
5.50
46.53
50,250.17
3,132.00
47,118.17
24.00
4.70
39.76
57,254.74
4,176.00
53,078.74
30.00
4.17
35.28
63,497.95
5,220.00
58,277.95
36.00
3.72
31.47
67,974.78
6,264.00
61,710.78
42.00
3.40
28.76
72,482.07
7,308.00
65,174.07
48.00
3.10
26.22
75,527.53
8,352.00
67,175.53
54.00
2.82
23.86
77,293.90
9,396.00
67,897.90
60.00
2.60
22.00
79,182.09
10,440.00
68,742.09
66.00
2.40
20.30
80,400.28
11,484.00
68,916.28
72.00
2.22
18.78
81,131.19
12,528.00
68,603.19
78.00
2.10
17.77
83,141.19
13,572.00
69,569.19
84.00
1.97
16.67
83,993.92
14,616.00
69,377.92
90.00
1.88
15.90
85,882.11
15,660.00
96.00
1.75
14.80
85,273.02
16,704.00
68,569.02
102.00
1.68
14.21
86,978.48
17,748.00
69,230.48
108.00
1.60
13.54
87,709.39
18,792.00
68,917.39
114.00
1.50
12.69
86,795.75
19,836.00
66,959.75
120.00
1.43
12.10
87,100.30
20,880.00
66,220.30
126.00
1.38
11.67
88,257.58
21,924.00
66,333.58
132.00
1.30
11.00
87,100.30
22,968.00
64,132.30
138.00
1.26
10.66
88,257.58
24,012.00
64,245.58
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RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT: FAST D�K� 7E,�ieAGE STANDARD FORM A
COMPLETED BY: p" DATE: 2 8 9¢
DEVELOPED
SUBBAqIN
ERODIBILITY
ZONE
Asb
(ac)
Lsb
(ft)
Ssb
M
Lb
(feet)
Sb
($)
PS
M
D' /
MODERATE
0.7/
D- 2
1V0P,5-9 7B� *
p 2/
3 /S
A O Z
w
MARCH 1991 8-14 DESIGN CRITERIA
t
EFFECTIVENESS CALCULATIONS
COMPLETED BY:
Erosion Control C-Factor P-Factor
Method Value Value
P//Al-r�CpNG. PVMNT.
S�FD W�ST�iiw �rJUZGy O. O(o /• O
ROGIG A/ BARE 50/L /. OD p 9
04,411V4 Cp vsr.. oNLY>
MAJOR PE
BASIN I ($)
BASINI (Ac)
D - / I D. 7/
CALCULATIONS
DATE: 2 9 9
Comment
�VMT, SEX/57� 657. x 0. 7/ = O. 4,6 ,¢c
55ED MlCLGN 3s% x 0.71 = 0. Z5 4
O 03
PN : [(0.46 x /� + (0. Zsx 7/
=0.97= q7%
PVMr(ExisT):/Dole x o.2/ = D. z/ ,}G
x
PN = /. O
(,Cv
�'FffAcr�amT : 3B ¢� x /. 77 = o. 68i¢6
SF�D I � rrn!/LG// : 4-7 57o x 1.77
9,445 sell-
�durin9 ee4s1",oq/y)
/NG CO 5 rguc OA/
7B. 88 /.77 �• /¢
PN (0.68 ' x /. o f 0_ g x
/77 =0•i9
X.
Al Tk/.cG7/ N : —, G,v =(�/.O.0/) f (O. 59 x 0.06� /. 7 7 = 0, OZ
92.8 0
"N - f(/,19 x /. 00) t (0. 59 x /. O), /. 77 = /. DD
N, MARCH 1991
8-15 DESIGN CRITERIA
CONSTRUCTION SEQUENCE
PROJECT: JrF�pQq _-lypperF Rim. STANDARD FORM C
SEQUENCE FOR 19 R_ ONLY COMPLETED BY: C-qPEi DATE: = f 27 /94
( Indicate by use of a bar line or symbols when erosion control measures will be installed.
Major modifications to an approved schedule may require submitting a new schedule for
approval by the City Engineer.
YEAR
MONTH AP21 rrwY I J�Al I T�L I AW I sEp I I I I I I
OVERLOT GRADING
I WIND EROSION CONTROL
Soil Roughening
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
RAINFALL EROSION CONTROL
STRUCTURAL:
' Sediment Trap/Basin
Inlet Filters
Straw Barriers
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other
I.
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
Nettings/Mate/Blankets
other
I
STRUCTURES: INSTALLED BY MAINTAINED BY
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON
MARCH 1991 8-1 B DESIGN CRITERIA
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DRAINAGE STUDY
DARTMOUNT P.U.D.
PREPARED FOR
T.D. MURPHY CONSTRUCTION CO., INC.
3030 SOUTH COLLEGE, #7
FORT COLLINS, COLORADO
PREPARED BY
JCR ENGINEERING
211 WEST MYRTLE
FORT COLLINS, COLORADO
SEPTEMBER, 1981
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EXISTING CONDITIONS
The property to be considered is a 12.75 acre tract located in the southeast
a/4 ofsection 24, township 7, range 69W, Larimer County, Colorado, inside the
City limits of Fort Collins. The property is bounded on the north by Marquette
Drive and a portion of Cottonwood Subdivision, on the west by Stover Street, on
the east by the Woodward Governor Company, and on the south by Drake Road. A
more particular description of the property is given by the legal description
for the Cottonwood PUD.
The existing ground cover is an open field, medium vegitation (grass and weeds)
on a one foot depth of silty clay: The slope is generally from west to east, and
on the average is approximately 1.60A. A 5' x l' concrete pan runs from north to
south near the northeast corner of the property, and carries runoff from the Cotton-
wood Subdivision through an existing 4.5 acre-ft. detention pond (southeast corner
of the property). The runoff is collected in an existing 24" CMP and then to the
existing 36" VCP running from west to east at the north side of Drake Road. (See.
J.H. Stewart Drainage Report for the Cottonwood Subdivision, August, 1972.)
A- 3
' PARAMETERS AND ASSUMPTIONS, DEVELOPED PROPERTY
Three commercial buildings and seventeen four-plex units are planned for the
1.84 acre and 10.9 acre parcel. A private drive and parking area (accessing on
Stover Street and Drake Road) will be provided for access to the buildings, and
on -site runoff will be collected in the center of the private drive, draining
from west to east.
For drainage purposes, the pavement section is designed at 2% sideslopes and
3/4 to 1% flowline slopes. Calculations show the channel capacity at the center
of the driving surface to be approximately equal to the 10 year storm, developed
conditions, flow of 11 cfs.
Existing drainage report and conditions indicate that the 4.5 acre-ft. detention
for the Cottonwood Subdivision (including the 12.75 acre parcel which this report
covers) is sufficient for the 50 year storm. Additional capacity required due to
100 year storm calculations for the 12.75 acre parcel is approximately 12,000 cu. ft.,-
or .275 acre-ft. Therefore, the total detention required is 4.5 plus .275, or
4.77 acre-ft.
New construction provides for a 4 catch basin structure and 100 ft of CL III
15" RCP at the east end of the property which drains to the extention of the exist-
ing 5' x 1' concrete pan, then south through a junction box to an existing section
of 24" CMP, and finally -to the 36" VCP city storm drainage -pipe.
IThe existing 4.5 acre detention pond will be reshaped -according to the final
grading and drainage plan; the floor of the pond will remain at the existing ele-
vation, 4919. Approximately 50,000 cu ft of total required volume will be
accomplished by detention pond "A", in the east end cul-de-sac parking area; high
�) water level in this pond will be 4983. The remaining 158,000 cu ft will be detained
in the reshaped existing pond (detention pond "B"); high water level will be
approximately 4981.7.
Total detention capacity will then be 208,000 cu ft, or 4.77 acre-ft.
�1
A- 4
I
.9
11
CALCULATIONS
Total Area = 553,473 ft2 = 12.7 acres (inside property boundaries)
24,574 ft2 = .56 acres (outside property boundaries)
2 Year Storm Runoff = (undeveloped conditions)
Open field, medium vegetation on silty clay soil: 13.27 acres
tc (basin length 1120 ft, ave slope = 1.6%, ave "C" _ .2)
1.87(1.1 - 2)(1120)1/2
= 48 min
c (1.6)1/3,
I = 1.1 in/hr
Q2 = CIA = (.2)(1.1)(13.27) = 2.9 cfs
100 Year Storm Runoff: (developed conditions)
driving surface, sidewalk, roof top area 231,482 ft2
established lawn, shrubbery (ave. slope < 2%) 346,566 ft2
factored "C" = •95(231,482) + .2(346,566) _ ,50
578,047
tc (basin length 1280 ft, ave slope 1.6%, ave "C" = .5)
t = 1.87(1.1 - .5)(1280)1/2 = 34.3 Use 34 min
c .(1.6)1/3
I = 3.9 in/hr
Q100 = CfCIA = (1.25)(.5)(3.9)(13.27) = 32.3 cfs
50 Year Storm Runoff: (developed conditions)
Q50 = CfCIA = 1.20(•5)(3.4)13.27) = 27.1 cfs
Required Detention Volume Shown on Graph.
A-5
TIME(MINUTES)
50 YR STORM
(CfCA)(I)(SECONDS)
(VOLUME FT x 10-3)
5
(7.96)(7.5)(300)
17.9
10
(7.96)(6.3)(600)
30.1
20
(7.96)(4.6)(1200)
43.9
30
(7.96)(3.7)(1800)
53.0
40
(7.96)(3.08)(2400)
58.8
50
(7.96)(2.55)(3000)
60.9
60
(7.96)(2.30)(3600)
65.9
70
(7.96)(2.05)(4200)
68.5
80
(7.96)(1.82)(4800)
69.5
90
(7.96)(1.66)(5400)
71.4
100
(7.96)(1.50)(6000)
71.6
110
(7.96)(1.40)(6600)
73.6.
120
(7.96)(1.30)(7200)
74.5
130
(7.96)(1.20)(7800)
74.5
140
(7.96)(1.12)(8400)
74.9
150
(7.96)(1.06)(9000)
75.9
160
(7.96)(1.00)(9600)
76.4
170
(7.96)(..96)(10,200)
77.9
180
(7.96)( .90)(10,800)
77.4
A-(o
100 YR STOR14
TIME(MINUTES)
(CfCA)(I)(SECONDS)
(VOLUME FT' x 10-3)
5
(8.29)(8.5)(300)
21.1
10
(8.29)(7.2)(600)
35.8
20
(8.29)(5.10)(1200)
50.7
30
(8.29)(4.20)(1800)
62.7
40
(8.29)(3.50)(2400)
69.6
50
(8.29)(3.00)(3000)
74.6
60
(8.29)(2.60)(3600)
77.6
70
(8.29)(2.30)(4200)
80.1
80
(8.29)(2.05)(4800)
81.6
90
(8.29)(1.85)(5400)
82.8
100
(8.29)(1.70)(6000)
84.6
110
(8.29)(1.55)(6600)
84.8 .
120
(8.29)(1.45)(7200)
86.5
130
(8.29)(1.30)(7800)
84.10
140
(8.29)(1.25)(8400)
87.0
150
(8.29)(1.20)(9000)
89.5
160
(8.29)(1.10)(9600)
87.5
170
(8.29)(1.05)(10,200)
88.8
180
(8.29)(1.00)(10,800)
89.5
No Text
A P P E N o= X
1. HISTORIC RUNOFF ......................................... 1
2. DEVELOPED RUNOFF ......................:................. 4'
3. TABLE A ................................................. 9
4. COMPARISON BETWEEN ORIGINAL AND CURRENT LAYOUTS.......... 10
5. RATIONAL METHOD MASS DIAGRAM ............................ 12
6. EROSION CONTROL CALCULATIONS ............................ 13
7. RAINFALL PERFORMANCE STANDARD EVALUATION ................ 14
8. EFFECTIVENESS CALCULATIONS .............................. 15
9. CONSTRUCTION SEQUENCE ................................... 16
10. EROSION CONTROL COST ESTIMATE ........................... 17
11. DOWNSTREAM CONVEYANCE CALCULATIONS ...................... 18
12. DRAINAGE STUDY - DARTMOUNT P.U.D. ..................... A-1
Northern Engineering CLIENT JOB NO. C)O
Services, Inc. PROJECT r It'( CALCULATIONS FOR ITI OFCOOVe-1-
Fort Collins. Colorado 80521 MADE By DATE CHECKED By - DATE SHE ET OF
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No Text
Triangular Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: eAST dRAKE tERRACE
Comment: Channel Flows
Solve For Discharge
Given Input Data:
Left Side Slope..
66.67:1 (H:V)
Right Side Slope.
66.67:1 (H:V)
Manning's n......
0.013
Channel Slope....
0.0096 ft/ft
Depth............
0.50 ft
Computed Results:
Discharge........
74.08 cfs
Velocity.........
Flow Area..
4.44 fpps
...
16.67 sf
Flow Top Width...
Wetted
66.67 ft
Perimeter.
66.68 ft
Critical Depth...
0.60 ft
Critical Slope...
0.0037 ft/ft
Froude Number....
1:57 (flow is Supercritical)
Open Channel Flow Module Version 3.42 (c) 1991
Haestad Methods, Inc. * 17 Brookside Rd * Waterbury, Ct 06708
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