HomeMy WebLinkAboutDrainage Reports - 04/01/1986FINAL DRAINAGE REPORT
COLLINDALE P.U.D. '85
(Bartran Homes)
Donohue & Associates, Inc.
By: Martin W. Kosec, P.E.
April 1986
COLLINDALE P.U.D. '85 FINAL DRAINAGE REPORT
Introduction
187.001
4/18/86
This report adresses drainage issues for Collindale P.U.D. 185, a 12-acre
multi -family development. In past correspondence with the City of Fort Collins,
hydrology was developed for the .affected watershed. At that time, a 30-inch
diameter outfall was designed to deliver storm runoff from the Collindale filings
and from the Collindale Golf Course to the Southmoor Pond, immediately north.
(See vicinity drawing on following page.). Further, it was determined that the
Southmoor Pond could be used for detention. The decision to build a 30-inch pipe
was based on economics as well as on locational circumstances, it being assumed
that, in theory, Bartran Homes was entitled to full IOU -year detention rights at
Southmoor. For the present study, however, storm flows are assumed to be
hydraulically limited by an existing 100-year flood elevation at Southmoor equal
to 4952.0. In other words, Southmoor is assumed to be full during discharge from
Collindale. This critical assumption has resulted in the need to increase the
100-year detention volume for Collindale P.U.D. '85 from 4.0 acre-feet to 6.8
acre-feet. Collindale filings will therefore release less than the Q2 rate
during the 100-year event.
The primary elements of the Collindale P.U.D. '85 drainage system consist of open
channels carrying flow from the Collindale 5th and 6th .filings and undeveloped
areas, a detention pond in the southeast corner of the site, an outlet channel to
the north, and the existing 30-inch diameter outfall pipe discharging into the
Southmoor Pond. The site itself is very flat and will require importation of
fill merely to raise the existing low sump area (future pond) to an elevation
allowing gravity drainage to the north.
Design Flows from Adjacent Areas
Except where modifications are noted, the following flows (Q2 and Q100)
for the respective sub -basins were reported previously in letter reports to the
1
0
w
GOP
City regarding Collindale 5th drainage. (Reference Collindale 5th file - City of
Fort Collins.) Total flow was calculated using the Colorado Urban Hydrograph
Procedure (CUHP) in conjunction with the Storm Water Management Model (SWMM).
Sub -Basin
(cfs)
Q100(cfs)
Comments
Collindale 5th
10.32
35.26
Revised M 6 I calcs. of
10/29/82
Collindale 6th
3.77
14.90
Revised M & I calcs. of
10/29/82
Collindale 8th (future)
9.82
42.76
M S I calcs. of 10/29/82
Golf Course 7.21 29.61 James H. Stewart Drainage
Report - June 25, 1980
Total Inflow to 51.8 146.0 This occurs at the
Collindale P.U.D. 185 Detention Pond (CUHP &
SWMM 4/86)
These flows are shown at their respective locations on the attached exhibit.
Note that flow from the: golf course--to_Coll.indale 9-th is hydraulically limited- m
5 cfs by a culvert_crossing Horsetooth Road.,
Detention Pond Design .
The following discussion concerns the sizing of a 6.80 ac.-ft. detention pond at
Collindale 9th. The pond was sized to detain the 100-year event for Collindale
8th, Collindale P.U.D.'85, Collindale 6th, and Collindale 5th. A future
detention facility will not be required.to contain the 100-year event on the
Collindale 8th property. (In previous reports to the City this pond was sized at
0.81 acre-feet and was to release about 11 cfs.) The golf course runoff will be
hydraulically controlled to 5 cfs by a new culvert under Horsetooth Road_
following new road improvements. The release of flow is controlled by the
existing 30" culvert on the north with a design release rate of 25 cfs based on
the pipes open channel capacity and its capacity during a 100-year water
elevation in the Southmoor pond.
The detention pond elevation is controlled by two factors:
— Elevation of 30" diameter outfall invert @ 494821
— Max. allowable elevation of water surface @ 495360
The second criteria was chosen to allow gravity drainage from street pans along
Carlton and to allow exit of flood waters to the north in the event of greater
than 100—year events. Because of the flat grades, channels are provided to and
away from the pond, rather than storm sewers, to reduce maintenance costs. These
are shown on the storm drainage sheet with the Collindale P.U.D. '85 drawings
(attached). Channel and trickle channel flowline slopes are generally at .5%
minimum except for the .12% slope of the outlet channel. These flat slopes will
result in some ponding of water, but are necessitated by the two elevation
constraints cited above. (Maintenance is. to be provided by Home Owners
Association.)
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UNIVERSITY 'OF-FLOkIDA'
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WATER -RESOURCES ENGINEEERS,'_INC.^'(SEPTEMPEFi�1970)
UPDATED BY
UNIVERSITY OF FLORIDA (JUNE 1977)
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(
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CORPS OF ENGINEERS
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- _
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ENDPROGRAM .PROGRAM CALLED_
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710101 50D01 101 BARTRAN BASIN 101
072 - 3u.0- 3.0 Cl. 5
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ARTRAN DRAINAGE AREkA'°100 YEAR
ONOHUE-KOSEC BSWIMI . DAT _.,., .__ ... - ,. �. -..,._ ........
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ft-ice-" 1 Jt'y'�'� Z ,j •yY 4�` F .^^'_MF^arT^v { , :'i ,rum ti� .w �.
,.
BASIN ID Blrl -- BASIN LUMMENI. BARIhAN BASIN lQl
.�_
'
AREA OF BASIN LENGTH OF BASIN DIST TO CENTFOID IMPERVIOUS AREA SLOPE
UNIT DURATION
(MI).' `....._.. ':-",.(MI> :`.:_.:. (PC ' (FT/FT).--(MIN>
_.
C
07. _., . 38 24, 60. Cuj ' € 0087 ..'
5' 00 .
(
COEFFICIENT.' COEFFICIENT t
(REFLECTING TIME TO PEAK:) (RELATED TO PEAK FATE OF RUNOFF)
_
(`
084 .471
.,
+
CALCULATED UNIT HYDROGRAPH
•
TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH
PEAK VOLUME OF RUNOFF
i1
_
(MIN) •, .. (MIN) .� (CPS/SOMI),, __ �,; iCFS)
(AF)
iJ.20.a.169�.15 121.87
3.84
I"
^1
+r+t+ NOTE THE TIME TO PEAK: IS CALCULATED BASED ON THE TIME.OF''CONCENTRATION
PROVIDED'BY THE USER,.
REPLACING THE ONE COMPUTED BY CUHFD (TP= 7.58)
(,, I
WIDTH. AT 50 18. MIN... WIDTH AT 75,= 9 ,:MIN,,, k:56_ S «aY:S =..45
I•
RAINFALL LOSSES INPUT W/ BA5IN•DATA
+'
MAX. PERVIOUS RET..= .35 IN. MAX. IMFERVIOUS,RET. _ .07 IN+
INFILTRATION = 3.00 IN./HR. DECAY = 00180/SECOND FNIKJFL = 50
IN./HR.
l
•+
TIME UNIT TIME UNIT__.-.. TIME '��sUNIT
La
HYDROGRAPH y HYDROGRAF'H .* HYDROGRAPH
�.rtt
y
Cr. -1F. 25. _.._ EIC� -: y SI; �;..wx. 15. ■
5. 7.6. Y 30. 45. ._. i 55
I•
10. 104. y 35. ..34. _ * 60 q. a
..
�
15. 117. y 40. 26. • 65 �.
j
_
20. 83. 45. 20... .* - U
BASIN ID: B01 -- BASIN COMMENT: EARTP,AN BASIN 101
�.
♦yyy
STORM NQ,._31 _. *yry DA.TE...OR, RETURN FERI.OD_.... I —YEAR—__.._._..._ _._.._
-... -._..
_ __ __.. ...
--
(
INCREMENT TOTAL STORM w INCREMENT TOTAL.
STORM y
.1"1ME kH f-
(MIN.) (IN) PRECIP - (CFS) * (MIN.)
(IN)
.-PRECIP -
-ru
(CFS)
+
*
*
O. .Oil .000 Q. * 8CI,
.03
.018
49.
5. .03
-- -
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17.
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!i.
.018
15.
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... .. _
30... -.65 .610 _.... 69. * ..: 110.',
07,
s,t<', .1i16
35. 36 120.. * 11.5,
-.. .,.03
12.
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40. .21 184. 145. * 120
, _
03
018
..
45. .16 139 137. + 125
VI'
000
30
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OG
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.. !111
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' ... CIO
et - .000
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..00
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70. . OS .. 034 . . 73. *.: 150
. 00
a 000
2
. 75. .CIS .034
TOTAL PRECIP. 3.01 (1-HOUR RAIN »2.60) ._.EXECESS.PRECIP.
2.313
INCHES
- VOLUME.OF EXCESS PRECIP = 9 ACRE-FEET
�.
�. ". .. PEAK Q_= 145. CFS _ TIME OF PEAK.:= .._40. MIN.-
INFILT.= 3.O0_IN/HR• DECAY !i0181i . FNINF
.50, IN/HRH
-„
„
.. MAX.. PERV. RET. = ..35.. IN." ` ". -MAX IMF'. RET..= .. 07 IN.
RATIONAL FORMULA C_ .77'V
I =-" 4.1 INCHES/HOUR
--
_.._ A "= 46.1 ACRES
Q. = 144. CFS
- -
_ -
a U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE..
AT TIME -
-
-
-"
CUHPE/PC VERSION MODIFIED IN JANUARY 1985
- -
»-"--
' PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
BARTRAN BASIN
BASIN ID: 601 -- BASIN"COMMENT: GOLF COURSE
-102.
.. ..
M AREA OF.BASIN LENGTH OF BASIN DIST TO CENTROID
IMPERVIOUS
AREA-, SLOPE .UNIT.
DURATION
(SOMI) (MI) (MI)
(PCT)
_'f (FT/FT)
(MIN)
"I .19 .52 - - .26
3.UO
.. ..0060.
5.00
-
� COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO
PEAK RATE
OF RUNOFF)
.152
254
OALCULATED UNIT HYDROGRAPH
- ...
TIME TO PEAK TIME OF CONCENTRATION PEAK RATE,OF
RUNOFF UNIT
HYDROGRAPH
PEAT; VOLUME
OF RUNOFF
(MIN) (MIN) (CFS/S"QMI)
-i'(CFS)
(AF)
17.72 80.00 657.02
= T23.52
10.03 .
1
*+* NOTE:�1,iE-TIf9E_T.O._.EEAt�.SS_CftLC1JLAIEiL&85ED_OrLIHF -TIME_QE_GOIVC�t`�IiiATlOL�l�fi01/.IDED__By_T.HE.StraEF,
_�
REPLACING THE ONE COMPUTED BY CUHF'D (TP=
14.41)
RAINFALL LOSSES INPUT W/'BASIN DATA
MAX. PERVIOUS RET. _ .50 IN. MAX. IMPERVIOUS RET. _
".INFILTRATION = 4.80 IN./HR. DECAY = .00L00/SECOND
.10 IN.
FNINFL =
'..75
-
IN./HR.
TIME
,'. UNIT -
TIME - : %UNIT
_ 'vT`IME
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�*
.-
HYDROGRAPH
_'
_
HYDROGRAPH *
HYDROGRAPH
60. _
y .* 12U.
17
-
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*
.._54.
65. 49.
* 125.
15.
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*
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"GOLF COURSE
147
STORM
NO. = 1***
DATE OR RETURN
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_
INCREMENT
TOTAL
STORM *
INCREMENT'S
TOTAL
STORM
TIME
RAINFALL
EXCESS
HYDROGRAPH *
TIME RAINFALL
EXCESS
HYDROGRAPH
* -
_:: (
_
(MIN.)
(IN)
PRECIP
(OFS). *
(MIN.)
(IN)
PRECIP
(CFS)
0.
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_
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i
TOTAL PRECIP.
= 3.01
(1-HOUR RAIN =
2.60)_' EXECESS PRECIP.
897
INCHES
VOLUME OF EXCESS PRECIP = 9. ACRE-FEET
. .
PEAf^Q;_ 65._CFS_..----TIME
OF PEAK _._=_-50.--
MIN. ------_..__�-'_.._�-�:_�_-------------
"
1NFILT.= 4.60 IN/HR
DECAY = .00100
(-
MAX.PERV.RET.=
.50 IN.
MAX.IMP.RET.=
,i0 IN.
+++ WARNING THE ABOVE PEAK IS COMPUTED BASED:ON;_THE%6 TIME TF PEAR:. MODIFIED BY THE RATIONAL- FORMULA.
BUT THE AREA IS TOO LARGE (GREATER THAN 90 ACRES) TO APPLIY THE MODIFICATION, AND
THE ABOVE ESTIMATED PEAK MAY NOT BE -.RIGHT z
RATIONAL FORMULA C .30
w.1
I 2.2 INCHES/HOUR
A 120.3 ACRES
U..D_F_C.D. CUHFD RUNOFFANALYSIS ,rEXECUTED ON DATE
AT TIME
ti
"
CUHPE/PC VERSION MODIFIED IN JANUARY 1995 TO WRITE OUTPUT FILE
OF STORM HYDROGFAFHS
FOR SUBSEGU_ENT,_
USE y ift 'MUL.TI-PLAN RIVER :ROUTING ROUTINES' OF_,HEC, 1
.
_-_
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