HomeMy WebLinkAboutDrainage Reports - 05/10/20001
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Final A d Report
ADDENDUM TO D
THE FINAL STORM DRAINAGE REPOR
FOR
J.L. WEST
PREPARED FOR
RIC HATTMAN
MARCH 30, 2000
PREPARED BY
STEWART & ASSOCIATES
103 SOUTH MELDRUM STREET
P.O. BOX 429
FORT COLLINS, CO 80522
TEL. 970-482-9331
FAX. 970-482-9382
MAY 3 2000
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STEWART&ASSOCIATES
Consulting Engineers and Surveyors
1
March 30, 2000
'
Mr. Basil Hamdan
'
Fort Collins Utilities
City of Fort Collins
P.O. Box 580
'
Fort Collins, CO 80522-0580
' Dear Basil,
RE: Addendum To J.L. West
' The owners of the J.L. West site which is on the Southeast corner of Riverside
Avenue and Lemay Avenue are planning on constructing a Domino's Pizza Restaurant along
with the existing use which is now a drive-thru Wok & Roll Teriyaki. The Domino's site will
be on the South side of the site.
All of the proposed construction and reused parking areas are in the developed
Subbasin "B" as defined in the original report. The basin area is 0.84 acres and has a release
rate of 0.9 c.f.s. as shown in the original report. The release rate is not the two -year -historic
' rate but a reduced rate due to undetained 100-year flows from this site.
I recalculated the C value for Subbasin `B" due to the difference of hard surface area.
' This new site has 977 sf more hard surface area than the original site. Therefore, the revised
C-100 value is 0.79 compared to 0.76 before. Using the 1999 City Intensity table and the
' new C-100 value I calculated QZ 2.38cfs and Q,00 6.24 c.f.s.. Originally they were QZ 2.43
c.f.s. and Q,00=4.89 c.f.s..
With the new data the required detention volume is now 3,777.7 cubic feet. The 100-
year high water line is 56.97 feet. The new outlet orifice size is 2.35 inch radius. A restriction
plate will be required on the pipe outlet of the new area inlet. The spillway for this site is the
1 new 24 foot wide driveway to Lemay Avenue at elevation 57.0.
The original site was designed without water quality. Because this is an addition to
' the existing site and also the site is small, we will gain some water quality control by removing
the existing concrete pans in the detention pond grass area and letting the water from the two
parking areas flow overland through the grass to the inlet. There is very little grade in this
' area so we propose to construct a subdrain system that will flow to the inlet. This will help
James H. Stewart
and Associates, Inc.
103 S. Meldrum Street
P.O. Box 429
Ft. Collins, CO 80522.
970/482-9331
Fax 970/482-9382.
reduce the soggy ground condition in this grass area. Also the top of the grate elevation will
be set at elevation 56.7 to store 828 cubic feet of runoff for BMP's. Three holes will be
drilled through the concrete inlet at elevations 56.0, 56.33, and 56.67. The hole diameters
are to be 1/8". The bottom of the pond is at elevation 56.0.
The required Erosion Control Escrow amount for the site is $1000.
If you have any questions or need any more information with respect to this site please
let me know.
Sincerely,
C;;;
Franklin D.
FDB/meh
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STEWART$,6SSOCIATES 103 PH. S. MEL9 3DiRF , qO2 9382 COLLINS, CO 80.521,
Consulting Engineers and SurveyorsZ
By: Date: Client: Sheet No. 0 of
Project:
Subject:
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DETENTION POND HIGH WATER LINE
VOL. = 1/3 (AREA ABOVE) (DIFFERENCE IN COUNTOUR ELEV.)
2. FOR THE REMAIMDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2)
VOL. = DEPTH/3 (A +(AB) ^ .5 + B) FOR: Uniform Sides sec.(9.2)
3. HWL= (VOL.REQ. —VOL. LOW CUML)*3/(AREA LOW+AREA HIGH+(low area*high area) ^.5)
ORIFICE SIZING
ORIGINAL DESIGN DATA
0.90 = Allowable Des. Release Rate cfs NOTE: 1. VERT. PLATES WILL BE PLACED
54.70 = Flowline Orifice Elevation ft AT PIPE FLOWLINE
0.65 = Orifice Coefficient Cd
2.25 = Avaliable Driving Head ft
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EMERGENCY SPILLWAY DESIGN
Weir Equation Q = C L (H) ^ 3/2
Q (cfs), C (weir coefficient), L (crest length, feet), H (energy head, feet)
9.95x.66= 6.56
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24 = Weir Length L in feet
3.1 = Weir Coefficient
Weir Shape Broadcrested
Design Flow 6.56 (cfs)
Depth of
flow (ft)
Flow Over Weir
(cfs
0.10
2.35
0.15
4.32
0.16
4.76
0.17
5.21
0.18
5.68
0.19
6.16
0.20
6.65
0.30
12.23
0.40
18.82
0.50
26.30
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STEWART&ASSOCIATES 103 S. 93 DRUM,31 FAX FORT gOLLINS, CO 80521
Consulting Engineers and Surveyors
By: Date: 2 ��Cllient: 7T/a �1�i7 Sheet No. 8 of_
Project:�!�%e�'�d� — 41 )'! ,5'T/
Subject:
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CONSTRUCTION SEQUENCE
ROJECT:• xW,0 'S
2D0 p STANDARD FORM C
tUE,'ICE. FOR 4-9--- ONLY COMPLETED BY: ��e-17 DATE:
-99
icate by use of a bar line or symbols when erosion control measures will be installed.
-or modifications to an approved schedule may require submitting a new schedule for
)proval by the.City Engineer.
' ZOOD YEAR
MONTH- I S-
---------------------
I RLOT GRADING I
I
NO EROSION CONTROL I
'Soil Roughing I
Perimeter Barrier i
Additional Barriers
,Vegetative Methods
Soil Sealant
Other
11FALL 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
'EGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
Nettings/Mats/Blankets
Other
------------- ------------
I F I K I K I M I --T 1 -•t•• 1 t�, I
'CTURES: INSTALLED BY MAINTAINED BY
JATIONMULCHING CONTRACTOR
' SUBM,ITTED APPROVED BY CITY OF FORT COLLINS ON
fF-C.: 1989
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STEWART&ASSOCIATES 11 S. 9 3DIRUM, FAX FORT gOLLINS, CO 80521
Consulting Engineers and Surveyors ,
By: h Date: Client: �7���� Sheet No. /V— of
Project:
Subject:
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DRAINAGE CRITERIA MANUAL (V. 3)
STRUCTURALBMPs
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Required Area per Row (in.2 )
Souroe: Douglas County Storm Drainage and erhnieal Critaria,1986.
FIGURE 5-3. WATER, QUALITY OUTLET SIZING: DRY EXTENDED DETENTION
BASIN WITH A 40-HOUR DRAIN TIME OF THE CAPTURE VOLUME
9-1-1992
UDFCD
DRAINAGE CRITERIA MANUAL (V. 3)
STORMWATER QUALITY MANAGEMENT /0
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-Hour
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Drain
Js (Wet)
Time
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Percent Impervious Area in Tributary Watershed
Source: Urbanos, Guo, Tucker (1989)
Note: Watershed inches of runoff shall apply to the
entire watershed tributary to the BMP Facility.
FIGURE 5-1. WATER QUALITY CAPTURE VOLUME (WQCV)
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DETENTION POND WQVC HIGH WATER LINE
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VOL. = 1/3 (AREA ABOVE) (DIFFERENCE IN COUNTOUR ELEV.)
2. FOR THE REMAIMDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2)
VOL. = DEPTH/3 (A +(AB) ^ .5 + B) FOR: Uniform Sides sec.(9.2)
3. HWL= (VOL. REQ. —VOL.LOW CUML)*3/(AREA LOW+AREA HIGH+(low area*high area) ^ .5)
DETENTION POND WOVC HIGH WATER LINE
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J NEW WALK
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6. rl= 56.2J FXISRNG SPOT ELE✓ATION
] FL- 56.2J FNISHED SPOT ELEVATION
B EXiSnNG CURB
9. . . APPA . . AA EXISTING STDRM DRAIN
DRAINAGE TABLE
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COMMENTS
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081
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City of Fort Collins, Colorado
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