HomeMy WebLinkAboutDrainage Reports - 01/01/1981�® TARANTO, STANTON & TAGGE
mile CONSULTING ENGINEERS
-FORT COLLINS COLORADO
sr...+o.+
January 12, 1981
Re: Cimarron West P.U.D.
CONSULTING ENG11
City of Fort Collins
300 LaPorte Avenue
Fort Collins, Colorado 80521
Gentlemen:
Enclosed is the drainage report -for Cimarron West P.U.D. for your review.
Exhibit "C" shows the routing for the two (2) year and one hundred (100)
year storm which is in accordance with the City of Fort Collins "Storm
Drainage Design Criteria".
If you have any questions concerning this report, please feel free to
-
contact our office.
Very truly yours, '
Rick R. Pickard
Larry E. tanton, P.E.
TARANTO, STANTON & TAGGE
i CONSULTING ENGINEERS
112 W. 11TH AVE. 6412 S. COLLEGE AVE. P.O. BOX 703
HOLDREGE, NE 68949 FORT COLLINS, CO 80525 HAYDEN, CO 81639
(308)995-6677 (303)226-0557 (303)276-3834
TAB1,1: OF CONTENTS
I.. INTRODUCTION
II. AREA OF STUDY
III. DESIGN CRITERIA
IV. PROPOSED STORM DRAINAGE. SYSTEM
V. CONCLUSIONS AND RECOMMENDATIONS
VI. DESIGN CALCULATIONS
LIST OF EXHIBITS
EXHIBIT A - Area of Study.
EXHIBIT B - Rainfall Intensity Curve
EXHIBIT C - Proposed Storm Drainage System
DRAINAGE REPORT FOR CIMARRON WEST P.U.D.
Fort Collins, Colorado
I. INTRODUCTION
The purpose of this report is to outline the methods for conveyance and
disposal of storm water runoff for the proposed Cimarron West Planned
Unit Development. The project consists of multi -family units, including
four unit condominiums, two unit condominiums, four-plex apartments and
twelve unit apartments, with a total developed area of 16.66 acres. The
project will include improvements to West Drake Road and South Shields
Street.
Items to be covered in this report are as follows:
1. Area of Study
2. ,Design Criteria
3. Proposed Storm Drainage System
4. Conclusions and Recommendations
5. Design Calculations
r
II. AREA OF.STUDY
Exhibit A shows the project site. Cimarron West is located in the Northeast
Quarter of Section 27, Township 7 North, Range 69 West of the Sixth Principal
Meridian, City of Fort Collins, Larimer County, Colorado. In general, this
site is bounded to the north by West Drake Road, to the east by South Shields
Street, to the south by Rocky Mountain High School, and to the west by Ken-
sington South Subdivision.
The only offsite_drainage,to be considered in this project is that of South
Shields Street. In conversations with the City of Fort Collins__Drainage
Department, we arrived at a suitable size for the inlet intended for South ,
Shields Street. All other upstream basins have been intercepted by previous
developments in the adjacent areas. �//'_ /
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C I MAR
WEST
FORT COLLiNs
COLORADO
VICINITY MAP
SCALE: I"= 2800'
F-,v. 14 15
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III. DESIGN CRITERIA
The design criteria for this study was based upon the Denver. Regional Council.
of Governments "Urban Storm Drainage Manual". Because the overall drainage
basin area of the site was less than.200 acres, the Rational Method can.be
used to evaluate flows from the site for the two (2) year and one hundred (100)
year storm for both developed and undeveloped conditions.. The Rational Method
relates runoff to rainfall intensities by the following formula:
Q = CiACf
Where:
Q = Maximum peak rate of runoff in cubic feet per second (c.f.s.)
C = Runoff coefficient in inches per hour. "C" is the ratio between
the maximum rate of runoff from the area and the average rate of
rainfall intensities for the period of maximum rainfall of given
frequency of occurence having a duration equal to the time of .
concentration (Tc).
i = Average rainfall intensities in inches per hour for a duration
equal to the time of concentration. The time of concentration
is the time required for water to flow from the most remote point
of the basin to the point of interest.
Cf= Frequency factor which is used to account for antecedent preci-
pitation conditions. To be used when determining runoff from
storms that occur less frequently than once in ten (10) years.
Recurrence Interval Cf,
(Years)
2 to 10 1.00
25 1.10
50 1.20 _
100 1.25
The runoff coefficients used in these calculations were an adjusted value
which reflects the degree of imperviousness or perviousness. The coefficient
reflects the effects of infiltration, detention storage, evaporation, retention,
flow routing and interception. Recommended values -of "C" values for various
descriptions of land use were provided by the City of Fort Collins Storm Drain-
age Design Criteria Those used are as follows:
Runoff
Description of Area Coefficients
Medium to High Multi -Family 0.65
Asphalt Paving 0.95
Unimproved Areas 0.20
Lawns (Flat less than 2%,
heavy soil). 0.20
Note: For the "C" value to be used to determine the times of concentration for
runoff, each surface was evaluated. For example when flows were overland (lawns),
a "C" value of 0.20 was used. When flows were routed through streets, a "C"
value of 0.95 was used. To evaluate the peak rate of runoff for the developed
conditions, a composite "C" factor of 0.65 was used in the Rational Method
formula.
CiACf -
[ Rainfall' intensities were based on the intensity curves as shown in Exhibit "B".
No Text
I\'.. PROPOSED STORM DRAINAGE SYSTEM
The overall drainage plan for the site is shown on Exhibit "C".
Initial two year and major one. hundred year storm flow routes are shown. The
inlets; catch basins and outlet conduits have been sized to allow both the
major and nuisance flows to be conveyed to the drainage swales and detention
ponds.
The site historically drains to the north and east with a natural high point
located in the north central part of the project. Therefore, our drainage
system of swal.es, parking areas, landscaping and public Streets uses this
natural drainage to its advantage in providing a safe and efficient means to
control storm water runoff.
FM
The site has been broken into two (2) major drainage basins, Drainage Basin
A and Drainage Basin B. Exhibit "C" illustrates their boundaries.
Basin "A", 4.59 acres, drains to the north into inlets A-1 and A-2, with
openings measuring 5.5' x 0.5' and 3.0' x 0.5' respectively. A fifteen inch
(15") Reinforced Concrete Pipe (RCP) carries the two year and one hundred year
(as previously mentioned) flows to detention pond A-1 where it is released at
the two year historic rate of 1.07 cubic feet per second (c.f.s.)
The runoff from a small portion of Basin A is allowed to enter a grated inlet
measuring 3.33' x 1..92'which is located in the open space adjacent to West
Drake Road.
This runoff joins flows from detention pond A-1 and proceeds to an existing
detention pond in Kensington South via offsite storm sewer OA-1 and an existing
drainage swale adjacent to West Drake Read.
A previous drainage study. done for Kensington South Subdivision has provided
sufficient detention volume and release capabilities to include Basin A.
Therefore, runoff from storin sower line OA-1 will enter the existing detention
pond to be released by the twelve inch (12") CMP outlet pipe then on to
Spring Creek.
Basin B, 12.07 acres, drains to the east into inlets B-1 B-2 B-3 and B-4
with throat openings equal to 5.0' x 0.5', 5.0' x 0.5', 3.0 x 0.5' and 3. 0'
x 0.5! respectively. Inelts are sized to carry the one hundred year and two
year storm to prevent curb topping. Inlets B-1 and B-2 carry flows by means
of a drainage swale and fifteen inch (15") storm drain to detention pond B-1.
Inlets B-3 and B-4 carry flows directly to detention pond B-1.
Storm runoff which is not picked up by parking areas or streets but rather
travels overland will be intercepted by detention pond B-1.
A fifteen inch (15") diamet-rr storm sewer carries the two year (historic)
controlled discharge from detention pond B-1 to an existing flat bottom
drainage ditch located to the east.in Cimarron Square P.U.D. From this
point, a forty-two inch (42") storm drain conveys the runoff to a detention
pond in Woodwest Subdivision. A previous drainage study has provided suffi-
cient detention.and release capabilities to handle discharge from Basin B.
Drainage slopes throughout t 'the project site as a rule, are not less than
one percent (1%) to insure proper drainage, therefore eliminating any
possibility of ponding.
V. CONCLUSTONS AND kECOMMENDATfONS
The project site drainage system was developed using the historic drainage
as a guideline. Basins A and B drain to the north and east respectively.
Parking areas, drainage swales, landscaping, inlets, storm sewer and streets
provide a safe and efficient means of conveying the two year (nuisance) and
one hundred year (major) storm flows.
There will be no curb topping as a result of the sizing of each inlet to
carry the one hundred year storm.
We feel the drainage questions.of this project site have been answered and
any offsite flow contributions have been taken into consideration.
We recommend the above described storm drainage system built in accordance
with the utility drawings prepared for the site.
If there are any questions with regard to this "Storm Drainage Report"
prepared for Cimarron West P.U.D., feel free to contact our office.
Respectfully submitted,
Rick R. Pickard
TARANTO, STANTON & TAGGE
CONSULTING ENGINEERS
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