HomeMy WebLinkAboutDrainage Reports - 08/06/1999FINAL DRAINAGE REPORT
FOR
WILLOW SPRINGS P.U.D. FILING SIX
Submitted to:
CITY OF FORT COLLINS
July 21, 1999
FINAL DRAINAGE REPORT
10111,11
WILLOW SPRINGS P.U.D. FILING SIX
Submitted to:
CITY OF FORT COLLINS
July 21,1999
' July 21, 1999
' Mr. Basil Hamden
City of Fort Collins
Stormwater Utility Department
' P. O. Box 580
Fort Collins, CO 80522-0580
1
Re: Willow Springs P. U.D. Sixth Filing
Project No. 0695-084
Dear Mr. Hamden:
' We are pleased to resubmit this Final Drainage Report for Willow Springs P.U.D. Sixth
' Filing. The report was prepared based on current City of Fort Collins criteria and
comments received from the City of Fort Collins. This report amends a portion of the
"Final Drainage Report for the Willow Springs P.U.D. Phase One" prepared by Lidstone
' and Anderson, Inc., dated May 3, 1995 and a portion of the "Final Drainage Report for
The Village at Willow Springs" prepared by TST, Inc., dated September 17, 1996.
We will gladly answer any questions that you may present us.
Respectfull ,
� wt
' lmothy R. Williams David B. Li y P.E.
®® REs�,�
' TRW/tdy ®�"�\o.�. L/yONe���
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�AL��6®
' TST, INC. 748 Whalers Way - Building D 102 Inverness Terrace East
Fort Collins, CO 80525 Suite 105
Consulting Engineers (970) 226-0557 Englewood, CO 80112
Metro (303) 595-9103 (303) 792-0557
Fax (970) 226-0204 Fax (303) 792-9489
Email info@tstinc.com
www.tstinc.com
C
TABLE OF CONTENTS
Pane
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 Curb Cut Design................................................................................................5
3.2.2 Sidewalk Culvert Design...................................................................................8
3.2.3 Inlet Analysis.....................................................................................................8
'
3.2.4 Detention Pond Analysis...................................................................................8
" 3.3 Erosion/Sediment Control Plan
.....................................................................................9
Figures
Figure1 - Vicinity Map...................................................................................................................2
Figure2 - Basin Exhibit.................................................................................................................10
Tables
' Table 1 - Hydrologic Calculations Worksheet........................................................................ 6 & 7
Table 2 - Construction Sequences for Construction......................................................................11
Technical Appendices
' Appendix A - Rational Method Analysis
Appendix B - Curb Cut Analysis
Appendix C - Inlet Analysis
' Appendix D - Detention Pond Analysis
Appendix E - Erosion/Sediment Control Plan
' Sheets
Grading, Drainage & Erosion Control Plan................................................................... Sheet 1 of 1
' The Village at Willow Springs: Drainage & Erosion Control Plan .............................. Sheet 1 of 1
' ii
[1
1
1 Introduction
1
1.1 Scope and Purpose
1 This report presents the results of a final drainage evaluation for the Willow Springs P.U.D.
Filing Six. A hydrologic analysis of the proposed development plan was completed to determine
1 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 runoff
collection and conveyance facilities.
1 The purpose of this report is to evaluate the development and prepare a final stormwater
management plan that will address (1) overall storm drainage planning and management, and (2)
1 erosion control measures.
1.2 Project Location and Description
1 Willow Springs P.U.D. Filing Six is a proposed business site on approximately 0.78 acres of the
Willow Springs P.U.D. Phase One development. This site is located in the southeast quarter of
1 Section 6, Township 6 North, Range 68 West of the 6th Principal Meridian, Larimer County,
Colorado. The site is bounded on the north by Battlecreek Drive, on the west by White Willow
Drive, and on the east and south by Open Space B associated with Phase One of the P.U.D.
1 Furthermore, the site is located in the McClellands/Mail Creek stormwater basin. A vicinity
map illustrating the project location is provided in Figure 1.
1 Willow Springs Filing Six consists of approximately 0.78 acres and is within a Low Density,
mixed Use Neighborhood Zoning District. The development will consist of an office building.
1 The building will be one story with a basement. Parking will be provided in the form of off
street parking stalls.
1.3 Previous Studies
The "Final Drainage Report for the Willow Springs P.U.D. Phase One" (Lidstone and Anderson,
Inc., May 3, 1995) and "Final Drainage Report for The Village at Willow Springs" (TST, Inc.,
September 17, 1996) was reviewed prior to the preparation of this report. Pertinent information
from those reports is referenced in this report.
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' Historic Conditions
I
The site was graded and seeded with grass during the construction of The Village at Willow
Springs. The construction of both Willow Springs P.U.D. Phase One and The Village at Willow
Springs, which surround the site, has been completed. The majority of the site does, and will
continue to, drain to a detention pond adjacent and to the east and south of the site. This pond is
' part of Phase One of the P.U.D. and is currently completed.
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1 390
' Developed Conditions Plan
i
3.1 Design Criteria
1 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
1 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).
1 Developed condition hydrology was evaluated based on the 2-year and 100-year storm
frequencies as dictated by the previous two reports previously sited. Although Table 3-1 of the
1 SDDC manual indicates 10-year and 100-year storm frequencies, it was thought to be
satisfactory to follow the storm frequencies of the Lidstone and Anderson, Inc. and TST, Inc.
reports. Detention of developed flows from this site will be necessary and were addressed in the
1 Lidstone & Anderson, Inc. report. However, a portion of the site has no detention and is
addressed in section 3.2.2.
1 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. This method was also used in the
Lidstone & Anderson, Inc. report. The Rational Method utilizes the SDDC manual equation:
1 Q=CCJA
where Q is the flow in cfs, C is the runoff coefficient, Cf is the storm frequency coefficient, I is
the rainfall intensity in inches per hour, and A is the total area of the basin in acres. The runoff
coefficients, C, were selected from Table 3-3 of the SDDC manual based on the characteristics
of the land. C was determined using the area weighted average method. C f 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 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:
■ tl=ti+t,
4
C
L
t
where tc is the time of concentration in minutes, t; is the initial or overland flow time in minutes,
and 4 is the travel time in the gutter in minutes. The initial or overland flow time was calculated
with the SDDC manual equation:
t; _ [1.87(l.1 - CCf)Lo.Sj/(S)0.33
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, C is the runoff coefficient, and Cf is the storm frequency
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 two 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 Lidstone and Anderson,
Inc. report. In addition, the detention pond and inlets, also from the design presented in the
Lidstone and Anderson, Inc. report, that serve the site will be checked for their adequacy.
The proposed drainage plan consists of a combination of overland flow and gutter flow. The
runoff will sheet flow across the building roof, landscaped common areas, the parking lot and
streets, then concentrate at the parking lot inflow curb and gutter and existing street curb and
gutter. Gutter flow in the parking lot and streets will be collected at low points via curb cuts and
curb or area inlets and then conveyed to the detention pond via concrete pans and a storm sewer
system. Basins were delineated based on proposed grading. The proposed grading is shown on
the Final Grading, Drainage, and Erosion Control Plan that can be found in the back of this
report. In general, this final design complies with the assumptions made in the Lidstone and
Anderson, Inc. and TST, Inc. reports. Each of those assumptions have been checked and the
results are presented in the following sections.
This report delineates the site into five basins, OS1, OS2, A, B, and C. The offsite basin OS2,
and basin C include Battlecreek Drive and White Willow Drive. The design points for these
basins consist of points designated by the Lidstone and Anderson, Inc. report and points
designated by the Final Grading, Drainage, and Erosion Control Plan.
The results of the hydrologic analysis can be found in Table 1 with the methodology of
calculations shown in Appendix A.
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3.2.1 Curb Cut Design
There are three onsite design points: Design Point 3, Design Point 4, and Design Point 5. These points
are all located at low points of the parking lot at the flow line of vertical curb and gutter. Curb cuts at
these points were determined to be adequate to transport the water from the site to the detention pond
because of the location of the low points in relation with the detention pond and the magnitude of the
flows reaching the low points.
The curb cuts were designed using the Nomograph of Figure 5-2 in the SDDC manual. Building and
basin separation elevations were checked revealing that the only restraint for the ponding depth of all
three curb cuts is the curb height, and flow values were taken from Table 1 of this report. These 100-year
flow values, used in conjunction with the capacities obtained from the nomograph, revealed the curb cut
lengths.
The curb cut at Design Point 3 is 2.0 feet; the curb cut at Design Point 4, 1.0 feet; and the curb cut at
Design Point 5, 3.0 feet. The supporting calculations can be found in Appendix B.
3.2.2 Inlet Analysis
The two offsite basins previously addressed flow into two inlets that were originally designed in the
Lidstone and Anderson, Inc. report. Basin OSI flows to an inlet located on Timberline Road (Design
Point 41A according to the Lidstone and Anderson, Inc. report), and OS2 flows to an inlet on White
Willow Drive (Design Point 30 F according to the TST, Inc. report and Design Point 2 according to this
report).
Design Point 41A consists of two 5-foot inlets. It was originally designed with a basin adjacent to the
' border of the site. Therefore, the OSI basin was delineated up to this portion of the border with the
thought that, if the additional flow of basin OSI and the flow of the previously delineated basin together
are less than the design flow of the inlet, the inlet is adequate. In fact, the inlet was found adequate. The
' calculations for this conclusion appears in Appendix C. However, there is no detention for this flow from
basin OS1. This flow is considered negligible since it only contributes 0.1 cfs to the inlet during the 100-
year storm. A request for a variance for this non -detained flow appears later in this report.
' Design Point 2 is one 5-foot "R" Type inlet. This inlet was evaluated with a new basin, OS2, delineated
with a portion of the site and portions of White Willow Drive and Battlecreek Drive. Again, the inlet was
determined adequate because the design flow of the inlet exceeded the flow to the inlet. This calculation
' is also in Appendix C.
3.2.3 Detention Pond Analysis
' The site was analyzed to determine if the detention pond could accommodate the site under the design
conditions. Basins were redelineated to represent subbasin 30G of the previous TST, Inc. report. These
basins can be found in the exhibit drawing of this report, and the previous TST, Inc. report basin can also
' be found in this report. The basins were attenuated to obtain a peak discharge to Design Point 30G of the
TST, Inc. report. The area of the basin in this report varies slightly in size from subbasin 30G of the
previous TST, Inc. report because the basin in this report was delineated using as -built topography. A
' comparison was done between the previous discharge and the calculated discharge for the current
condition. From this comparison, the revised discharge is less than the discharge in the previous report.
Therefore, the detention pond is adequate to accommodate the site since the detention pond was designed
' according to the flow conditions of the previous report. The calculations supporting this conclusion can
be found in Appendix D.
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==---=-=----=-=N-a -WILLOW SPRINGS P.U.D. SIXTH FILING
WILLOW SPRINGS OFFICE BUILDING
BASIN EXHIBIT
7
3.3 Erosion/Sediment Control Plan
1 �c
Soil on the site has been identified as being mostly clay or a mixture of clay and sand. These soils
tend to be erosive and since this site discharges into storm sewers and Detention Pond 330, sediment
' control will be essential. The site will ultimately be reseeded, paved, and landscaped after the
grading is completed to provide soil stabilization. During construction, sediment will be kept on site
by using gravel filters at the curb cuts and a silt fence at the toe of the detention pond. Calculations
regarding erosion control effectiveness can be found in Appendix E.
3.3 Request for Variance
' As indicated earlier in this report, basin OS contributes 0.1 cfs of flow to Battlecreek Drive with no
detention. We have checked the curb inlet downstream at Design Point 41A (see Appendix C), and it
' has excess capacity available to accept this flow. Based on the fact that this undetained runoff is
both small and poses no capacity problems to downstream facilities, we request the City of Fort
Collins grant a variance.
1
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' 10
TABLE 2. CONSTRUCTION SEQUENCE FOR CONSTRUCTION
PROJECT: WILLOW SPRINGS OFFICE BUILDING STANDARD FORM C
SEQUENCE FOR: 1999 COMPLETED BY: SAS DATE: April 27, 1999
Indicate by use of 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
1999
MONTH
1
2
3
4
5
6
OVERLOT GRADING
WIND EROSION CONTROL
Soil Roughing
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
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temp. Seed Planting
Sod Installation
Nettings/Mats/Blankets
Other
STRUCTURES: INSTALLED BY CONTRACTOR MAINTAINED BY: CONTRACTOR
VEGETATION/MULCHING CONTRACTOR: TO BE DECIDED BY BID
DATE SUBMITTED: 4127/99 APPROVED BY CITY OF FORT COLLINS ON
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DRAINAGE CRITERIA MANUAL
RUNOFF
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VELOCITY IN FEET PER SECOND
FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
*MOST FREQUENTLY OCCURRING "UNDEVELOPED"
LAND SURFACES IN THE DENVER REGION.
REFERENCE: "Urban Hydrology For Small Watersheds" Technical
Release No. 55, USDA, SCS Jan. 1975.
5 -1-84
URBAN DRAINAGE & FLOOD CONTROL DISTRICT
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' MAY 1984 5-10 DESIGN CRITERIA
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4 MOST FREOUENTLY OCCURRING "UNDEVELOPED"
LAND SURFACES IN THE DENVER REGION.
REFERENCE: "Urban Hydrology For Small Watersheds" Technical
Release No. 55, USDA, SCS Jan. 1975.
5 -1- 84
URBAN DRAINAGE & FLOOD CONTROL DISTRICT
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RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT: W luo i "glijc S F• U. y 51 m STANDARD FOG A
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DEVELOPED
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PROJECT: W uN f.,A 0 G,5 P. U .T. �1 C i m FiOM STANDARD FORM B
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' MARCH 1991 B-15 DESIGN CRITERIA
EFFECTIVENESS CALCULATIONS
PROJECT: W �w smw q 5 P.O.T.- STANDARD FORM B
1
COMPLETED BY: u DATE:
1 -
Erosion Control C-Factor P-Factor
Method Value Value 'Comment
1
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1
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MAJOR
PS
SUB
AREA
BASIN
(%)
BASIN
(Ac)
CALCULATIONS
imo GPAaEL FILjEk
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1 MARCH 1991 8-15 DESIGN CRITERIA
SUMMARY OF ATTENUATED RUNOFF
At
THIMAEL TIME IN irk w"E 1" M310D
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NOTES
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LEGEND
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to' COON ) A"
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TIN WS I9i9B\n IiV- INF669 cis- x CA
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---------------
`; WHITE WILLOW
I
_ _ DRIVE
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19A OP r TRACT B
IP4174
I I ernes[/! anM
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tt 1W]][R
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ADD Wr?. AT ASMALr %
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,:_-____ _ _ _ __ _ _ __ _ — — ,-'
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City of Ft. Collins, ColorRdo
UTILITY PLAN APPROVAL
APPROVED: preotoe of Lw4xNN[ uw
CHECKED BY. Oita {.4t k N..4.ew uwur
CHECKED BY: Oils 9tormo4e VUlly
CHECKED BY.
PeM k R<ee.Wp Di4
CHECKED By.
V4
CHECKED BY.
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LEGEND
vr
Sue-msfv
ws, OF MAT h4Ual
That
IXSlal AdAI
eeee.[ee AN
sue-eASln eaW¢wY
_y.LT_.
SIT nAGE
.y
now Amrow
Im
aaaAa
n
¢49E1 EAR
SIVA, RULE eWMKR
XmIo
aMoUSw[LLwmw
f)AVSNED f�" ELNA)Kp/S SHA L BE A MINAAW As srIONN
COWJW iYUL
2, mantwn rnr rsrvcfs. A' smusha fs vwa ec u woeav
iW rNF IXYF200YF Ar AECUIM M'1fMus r0 fNSUFf rNEr AAf
NOr findsof rNEY ARE' ]O FfAWN IN PUCE IWrt2 r
? GE]AIAJN IMS f 1AIMISNED lnnE r OR N45 effN UNOSUPEO
J An SrORY WIDER FApUAfS ME r0 6E OADVoR ED SY A`oonWry
CImEPS.
1 Me GYY a Fart Cah*s Sformwafw UMYy erenoo contra/ ,nspector must
As noNhee at Most 24 //ours prom to any consbuchan on the Iota
2 Ad rcguireC periamot, slit fdncmq she// be nd~ per to ony lane
dishNbing a Nvity (sfockprbng, stnjp'nq, 9ro6nq, etc.) Al/ other regdimd
ensoon cattror rowhaes shall be r seased at the appropnok time in the
cansrruchan sequence as rnsUAW in the moved project schedule,
rnnsrractian pans and Arden combo/ report.
J Pm-Jifurbance ✓egefafian shall be protected and retained assonwr
potashle. pvmaupf or dstunanm of existing vegetabon she// be handed to
the arro required for immeeidte construction operations, and / the ste hest
poschml pere0 or time,
4 A// salt aTODOlsof Wnnq lone disturbing ochwty (atnppnq, 9mCn9, utility
Installations, stoGADDion9, Nbng, etc) shall be kept in a rm9henee condition
Of, Ong or Wcaobn9 hood contoure unhl nsach vegefoNan Or other
pemronent Twonfon control rs rnsraNM Ale tars In areas
uhb popct
(rest oghts of Y tba// reroarn a Posse by land drsfurdrg ochwYY )w
mere than Moo, (M) days Ce{we required temporary or permanent erason
contra/ (eq seed/mulch, manq, etc) a oITIAD0ed, unless oMerwrse
oppraved by the Stomwo er ubzry
5 Me prcynrty shall be wotned debt moinrained at a// timer during
anshhctwn acbwivr so as to prevent wood cvusee eras,m Alm lend
64urbinga ach'w6ed shah be ImmaMb4y Escwrmuee when hgAw dust
C� ct�d �� �rhes, as dsfsrmined by Me Czy a Fart Calms
6 All temporary f ervctum/) erosion canfml measures shall be inspectve and
repared or reronstry ted as necesmry after voth runoff even! In order to
assure cantmued peN nit or lher Infendee function All retuned
segments, parbsufarlay those on poled roadway sum s. shall be remand
and dspased in of manner one lacafion so as to mate then Moose into
any dmrnvgewvy
No sal stocka/e shall exceed fen (/O) her rn heghG Ad sort swAlmAes
shelf be probated / sediment transport be sudoce rougedrrrng, wvterng,
onepemeter sdfiffmong Azy sal slotkpoe mnomh,ng after JO days shall
On reedad one maimed
9 Cfy Ordinance pmbib,ts the Imcking, O appeg Or deposTAMM of sob w They
other material hold City streams by ar /am any Haucle. My fnadvensnr
deposi4e material shall be ekroxd rmmeaate/y by the contrdctw
9 1Install grew/ ,Net h/hero on off In/Ns.
14 sat f e sho/l be sim. Tndro{ lwx- or opprovtH sore/
11grow bale burners ore to be installed immodlately fa 0wng the greCng.
I1 Al/ areas disturbed by construction shall be bndsmped accoremy to the
f n n It there is a eshe in budoin omstruction Me b to be
eseeadef pian. Y 9 c pod
dad and mplahed
/A the dendoper she// be rcs nvbk rot MOMAin,ng of/ eroson centre/
facifibes, rn Jaaiog reseeded orcvs, until a hea/My stood of vegetation has
been established.
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