HomeMy WebLinkAboutTHE LODGE AT MIRAMONT PUD - PRELIMINARY - 54-87AP - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT,
PRELIMINARY DRAINAGE REPORT
FOR
THE LODGE AT MIRAMONT
Submitted to:
CITY OF FORT COLLINS
September 20, 1999
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Mr. Basil Hamden
� City of Fort Collins - Utilities
P.O. Box 580
Fort Collins, CO 80522-0580
Re: The Lodge at Miramont
Project No. 0618-101
Dear Mr. Hamden:
September 20, 1999
We are pleased to submit this Preliminary Drainage Report for The Lodge at Miramont.
The report was prepared based on current Town of Windsor criteria. This report amends
a portion of the "Overall Drainage Study for Oak/Cottonwood Farm - McClellands
Basin" prepared by RBD, Inc. Engineering Consultants, dated May 4, 1992, the "Final
Drainage and Erosion Control Study for the Upper Meadow at Miramont First Filing"
prepared by RBD, Inc. Engineering Consultants, dated November 10, 1992, the "Final
Drainage and Erosion Control Study for the Hamlet at Miramont P.U.D." prepared by
RBD, Inc. Engineering Consultants, dated March 29, 1996, and the "Final Drainage and
Erosion Control Study for Miramont Neighborhood Park" prepared by The Sear-Brown
Group, dated November, 1997.
We look forward to your review and will gladly answer any questions you may present
us.
Respectfully,
TST, INC NSULTING NGINEERS
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Timothy R. William
TRW/tdy
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David B. Lindsay, P.E.
TST, INC.
Consulting Engineers
%4ti V1�alers V1'a} - Building I)
Fort Collins, CO 80525
(970) 226-0557
Metro (303) 595-9103
Fax (970) 226-0204
Email infoC'tstinc.com
www.[stinacom
lU2 I��vemess Terrace Eust
Suite 105
Englewood, CO 80112
(303) 792-0557
Fa�c (303) 792-9489
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TABLE OF CONTENTS
Page
1.0 Introduction
1.1 Scope and Purpose .........................................................................................................1
1.2 Project Location and Description ..................................................................................1
1.3 Previous Studies .............................................................................................................1
2. 0 Historic Conditions ................................................................................................................3
3.0 Developed Conditions Plan
3.1 Design Criteria ................... 4
3.2 Drainage Plan Development ..........................................................................................5
3.2.1 Detention Pond Design ......................................................................................9
Fi ures
Figure1 - Vicinity Map ..................................................................................................................2
Tables
Table 1- Hydrologic Calculations Worksheet ............................................................................ 6-8
Technical A�pendices
Appendix A- Rational Method Analysis
Appendix B- Detention Pond Design
Sheets
Preliminary Grading and Drainage Plan ........................................................................ Sheet 1 of 1
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1. 0
Introduction
1.1 Scope and Purpose
This report presents the results of a preliminary drainage evaluation for The Lodge at Miramont.
A hydrologic analysis of the proposed development plan was completed to determine the
location and magnitude of the storm runoff. The hydrologic data was then used to compare
designed conditions with previously designed and constructed conditions and to design
conceptual runoff collection and conveyance facilities.
1.2 Project Location and Descri�tion
The Lodge at Miramont is a proposed residential site on approximately 7.77 acres. This site is
located in the Southeast '/4 of Section 1, Township 6 North, Range 69 West of the 6th Principal
Meridian, Larimer County, Colorado. The site is bounded on the north by Collinwood, Oakridge
West, First Filing; on the west by Miramont Park; on the east by Lemay Avenue; and on the
south by Boardwalk. A vicinity map illustrating the project location is provided in Figure 1.
The Lodge at Miramont is within a Multi-Family Zoning District. The development will consist
of 11 building envelopes, each containing 8 units, and associated landscaped common areas. All
of the streets within the development will be privately owned and maintained.
1.3 Previous Studies
, The "Overall Drainage Study for Oak/Cottonwood Farm - McClellands Basin" (RBD, Inc.
Engineering Consultants, May 4, 1992), the "Final Drainage and Erosion Control Study for the
Upper Meadow at Miramont First Filing" (RBD, Inc. Engineering Consultants, November 10,
' 1992), the "Final Drainage and Erosion Control Study for the Hamlet at Miramont P.U.D."
(RBD, Inc. Engineering Consultants, March 29, 1996), and the "Final Drainage and Erosion
Control Study for Miramont Neighborhood Park" (The Sear-Brown Group, November, 1997)
' were reviewed prior to the preparation of this report. Pertinent information from those reports is
referenced in this report.
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T�Ic�rlyMap
Scale.• 1 "-2000'
Figu�e 1
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2. 0
Historic Conditions
Currently, the site and a portion of the Miramont Neighborhood Park, located directly west of
the site, flow into the detention pond located at the southeast corner of the site. In addition, a
swale along the south portion of the site conveys flow from an existing 42" reinforced concrete
pipe to the detention pond. An inlet located on Boardwalk conveys the street flow to the
detention pond. This detention pond was originally designed in the "Overall Drainage Study for
Oak/Cottonwood Farm — McClellands Basin". The final design and construction of the pond
was done for the development of the Hamlet at Miramont P.U.D. From the pond, flow is
released via three 36" reinforced concrete pipes at a release rate of 101.2 cfs into an open
channel located in Oakridge Village, directly east of the site. This flow is then conveyed to the
McClelland Channel.
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Developed Conditions Plan
3.1 Design Criteria
The drainage system presented in this report has been developed in accordance with the criteria
established by the City of Fort Collins Storm Drainage Design Criteria and Construction
Standards Manual (SDDC) dated May, 1984 and revised in January, 1991. Where applicable,
design guidelines and information were also obtained from the Denver Regional Council of
Government Urban Storm Drainage Criteria Manual (USDCM).
Developed condition hydrology was evaluated based on the 2-year and 100-year storm
' frequencies as dictated by the previous four reports previously sited. Detention of developed
flows from this site will be necessary and is addressed in this report.
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Due to the limited size of the basins on the site, the Rational Method was selected to calculate
runoff for street capacity analysis and storm sewer design. The Rational Method utilizes the
SDDC manual equation:
Q = C,CIA
where Q is the flow in cfs, Cf is the storm frequency coefficient, C is the runoff coeffcient, I is
the rainfall intensity in inches per hour, and A is the total area of the basin in acres. Cf was taken
from Table 3-4 of the SDDC manual and was determined to be 1.0 for the 2-year storm and 1.25
for the 100-year storm. The runoff coefficients, C, were selected from Table 3-3 of the SDDC
manual based on the zoning of the site. C was determined using the area weighted average
method when required. The appropriate rainfall intensity was taken from the recently modified
rainfall intensity duration curve in Figure 3-1 of the SDDC manual. To obtain the rainfall
intensity, the time of concentration had to be determined. The following equation was utilized to
determine the time of concentration:
T� = to� + �
where T� is the time of concentration in minutes, to� is the initial or overland flow time in
minutes, and t� is the travel time in the gutter in minutes. The initial or overland flow time was
calculated with the SDDC manual equation:
to� _ �1.g%�1.1 — CCf�L,0.5��(51033
l J
�;
L
where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the
average basin slope in percent, Cf is the storm frequency coefficient, and C is the runoff
coefficient. The formula limits the product of CCf to 1.0 and, when the product exceeds this
value, 1.0 is used in its place. This procedure for computing time of concentration allows for
overland flow as well as travel time for runoff collected in streets, gutters, channels, pipes, or
ditches. After the peak runoff was calculated, existing and designed drainage facilities were
analyzed both according to the prior four reports and the site conditions.
3.2 Drainage Plan Development
Although the runoff from this site will continue to discharge into the detention pond, the
conveyance elements will be modified from the design presented in the prior four reports.
Furthermore, the detention pond volume will be increased from the volume determined in the
report done for the Hamlet at Marimont P.U.D. This is necessary because the previous designs
only assumed undeveloped runoff from this site.
The proposed drainage plan consists of a combination of overland flow and concentrated flow.
The runoff will sheet flow across the building roofs, landscaped common areas, and the streets,
then concentrate at the street concrete pan and curb and gutter and swales. Inlets in low points
will collect runoff from the pan and gutter flow in the streets and the swale in the middle of the
site and convey it, via storm sewer, to the detention pond at the southeast corner of the site. The
rear lot swale running along the west portion of the site will convey the runoff to the existing
channel running along Boardwalk. In addition, the rear lot swale running along the east portion
of the site will convey the runoff directly to the same detention pond. The runoff collected in the
detention pond will continue to be conveyed across Lemay Avenue via three 36" reinforced
concrete pipes as indicated in the Historic Conditions section of this report.
Basins were delineated based on proposed grading. The proposed grading is shown on the
Preliminary Grading and Drainage Plan that can be found in the back of this report. This report
delineates the site into six subbasins: A1, A2, A3, A4, A5, and OS1. Subbasins A1, A2, A3, A4,
and AS have Design Points 1, 2, 3, 4, and 5, respectively. Furthermore, runoff from the
surrounding sites is discharged onto the site by a 42" reinforced concrete pipe and a 15" ADS
pipe. This discharge is accounted for in this report with Design Points 7 and 8. The offsite
subbasin, OS1, flows onto Boardwalk where it is conveyed to an inlet that was previously
designed in the report for The Upper Meadow at Miramont First Filing. This inlet is Design
Point 9 in this report. The flow form OS 1 was attenuated with the flow from the report for The
Upper Meadow at Miramont First Filing to determine the adequacy of the existing inlet at
Design Point 9.
The results of the hydrologic analysis can be found in Tables 1 and 2 with the methodology of
calculations shown in Appendix A.
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� 3.2.1 Detention Pond Design
' All on-site runoff is conveyed, by means previously indicated, to a detention pond at the
southeast corner of the site. The detention pond was originally designed in the "Overall
Drainage Study for Oak/Cottonwood Farm — McClellands Basin" report. The final design and
� construction was not completed until the development of the Hamlet at Miramont P.U.D.
Runoff from the Lodge at Miramont site was assumed to be undeveloped so the undeveloped
runoff was calculated and then the necessary detention volume was calculated. This calculation
� was done using a mass balance relationship. The additional detention volume was determined to
be 1.5 acre-feet. After adding this additional volume to the volume of 4.3 acre-feet designed in
the Hamlet at Miramont P.U.D. report, the total required volume of the detention pond is 5.8
� acre-feet. In order to accommodate the additional volume required for the pond, the pond was
extended north; and an additional one-foot of depth was added, bringing the 100-year water
surface level to 4962 feet. This surface level is adequate because it will not effect any of the
' conveyance elements upstream from the detention pond.
The supporting calculations appear in Appendix B.
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APPENDIX A
Rational Metlzod Analysis
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' TS�, INC.
Consulting Engineers /�
CLIENT .i��.�tN VC-[L�LI� �Lt1LLU�/'�T-!V F 1�0����" JOB NO. ll ���`— IR1I
, PROJECT tNL Lc�DC� AT NI�R,�M�r�T CALCULATIONSFOR �U�D _
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DRAINAGE C'RITERI� MANUAL
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ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WfTH THE RATIONAL FORMULA.
' MOST FREQUENTLY OCCURRtNG 'UNDEVELOPED'
LAND SURFACES 1N THE DENVER REGION.
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F2EF�RENCE:: 'Urban Hydrology For Smal! Watersheds'
Technical Release No. 5�, USDA, SCS Jan. '197�.
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URBAAi DRAlNAGE S� FLOOD CONTi2�L DISTRICT
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APPENDIX B
Detention Pond Design
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' TS�, INC.
Consulting Engineers /1
C�IENT ��,OLL��Ga�, �E.II��i�� l.(���� IO� JOB NO. _�`�I()— I vI
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' PROJECT f r' � Ll l'VG ��� � I IC �M�� CALCULATIONS FOR �I/c 1 L� i Iv� �0�"7
MADE BY � DATE i 1 CHECKED BY DATE SHEET OF
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