HomeMy WebLinkAboutDrainage Reports - 07/14/19991
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ruoirERTY OF
FORT CoV=s UTILII'm s
FINAL DRAINAGE REPORT
FOR �-
STORYBOOK P.D.P. JUL. 1 2 19,99
COOPER SLOUGH BASIN
PREPARED FOR
GARY AND VICKEY MACKEY
JULY 19 1999
PREPARED BY
STEWART & ASSOCIATES, INC.
103 SOUTH MELDRUM STREET
P.O. BOX 429
FORT COLLINS, CO 80521
TEL. 970-482-9331
FAX. 970-482-9382
AFlnalA ArovedReport
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11-14
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19-23
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25-29
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31,31a&31b
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42-44
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TABLE OF CONTENTS
Text of Report
Vicinity Map
Overall Site Plan
Historic Runoff
Composite C for Basic Lot
Developed Runoff
Detention Volume Provid-ed
Detention Pond Outflow
Retention Volume Provided
First Filing Basin Map
Basin Areas
Figure 3-2 Drainage Criteria Manual .
Basin Calculations
Concentration Points Map
Concentration Point Calculations
Curb Inlets Sump Condition
Inlet Calculations
Erosion Control Calculations
Water Quality Structure
Street Capacity Calculations
APPENDIX
SWMM Analysis
UD SEWER Analysis
SWMM Retention Pond Analysis
POCKET
Grading, Drainage and Erosion Control Plan
Detention Ponds Plan
Retention Pond Grading Plan
1
July 1, 1999 STEWART&JkSSOCIATES
' Consulting Engineers and Surveyors
Mr. Basil Hamdan
Storm Water Utility
City of Fort Collins
P.O. Box 580
' Fort Collins, CO 80522-0580
Dear Basil,
' The proposed Storybook P.D.P. development consists oftwo filings located in the Southwest
/14 of Section 32, Township 8 North, Range 68 West, ofthe Sixth P.M., City of Fort Collins, County
of Latimer, State of Colorado. The site is bounded on the west by County Road No. 11, on the north
by the Forbes Minor Subdivision, on the east by an undeveloped metes and bounds tract which is
proposed to be a high school by Poudre School District No. Rl, and on the south by Mountain Vista
Drive.
' The site is located in the Cooper Slough Drainage Basin.
The site slopes from North to South at an approximate slope of 4.0 %. The land was farm
land that has not been farmed for a number ofyears. The existing ground cover is mostly weeds. The
historic runoff sheet flowed South to the borrow ditch on the North side of Mountain Vista Drive and
then East in the borrow ditch and discharged into the No. 8 Reservoir Outlet Ditch.
The First Filing, which is the west portion of the site has a gross area of 15.36 acres and will
have 66 paired housing units. The Second Filing is the east 15.39 acres of the site and will have
approximately 82 paired housing units. The First Filing Utility grading and drainage plans are now
being submitted as final and the Second Filing will be a future submittal. However, the Second Filing
has been included in this report as a developed area so that the sizing of the detention pond, release
rate, outfall system and retention pond could be calculated in its final form
' A part of the developed runoff from the First Filing of Storybook P.D.P. will flow Easterly
in the East-West Streets to Little John Lane to the detention pond in Tract "A". The other part of
the developed runoff will flow Westerly in the East-West streets to the storm sewer which will convey
' the flow into detention pond in Tract "A". There is also another detention pond to be constructed
which is offsite at the Northeast comer of the intersection of Mountain Vista Drive and Little John
Lane. The two ponds will be tied together by 2-36" inch diameter pipes and so will function as one
t pond. The release rate is based on the two year historic of 8.8CFS as shown in the appendix. The
east pond will be graded and constructed with the First Filing and will be located on a tract in the
future Second Filing. The storm water will flow from the east pond through 24" ADS N-12 pipe, to
' an open graded ditch and then into the retention pond.
The First Filing will be developed in two phases. The boundary of the phase lines is shown
' on the grading and drainage plan.
The enclosed SWMM analysis modeled both Phase I and Phase H. The 110 acres that the
Poudre School District owns was not included in this analysis.
James H. Stewart
and Associates, Inc.
103 S. Meidrum Street
P.O. Box 429
t Ft. Collins, CO 80522
970/482-9331
Fax 970/482-9382
' There is a neighborhood retention pond proposed along the East line of the Southwest 1/4
of Section 32. The area for the pond is 8.5 acres and is at the low point on the entire Southwest 1/4.
The Larimer and Weld Irrigation Company owns the No. 8 Reservoir Outlet Ditch that is adjacent
to the Southwest 1/4 of Section 32. The ultimate plan dependent on the update of the Cooper Slough
Master Plan is for the water to flow into the No. 8 Reservoir Outlet Ditch. At that time the retention
pond would become a detention pond. In the interim, the pond will function as a retention pond,
' retaining the nmofl� and the water would percolate and evaporate. The volume of the retention pond
will be twice the total 100-year runoff volume which is 12.6 acre feet, according to the SWMM
' model enclosed, for this site.
The runoffto the west in Sherwood Forest Court and Friar Tuck Court will be picked up by
10' inlet catch basins. These catch basins will handle the 100 year storm flow, but if for some reason
' there is overflow, it will go overland to County Road 11. The slope is down from the ends of the cul-
de-sacs for a distance of about 30 feet to the curb on County Road 11, so any overflow will take this
route and will not be a hazard to any of the residences.
' The gutter flow capacities for the 2 year storms and the street flow capacities for the 100 year
storms are all adequate to carry the flows and remain within the allowable limits. A calculation of the
' capacities is included in this report.
The storm drains and culvert along the East side of County Road 11 were analyzed using UD
SEWER and the analysis is also enclosed.
There are four off -site sub -basins that were calculated for historic flows. The developed site
was analyzed with ten sub -basins. The runoff calculations for the above described sub -basins are
enclosed along with the design of the inlets in the appropriate basins.
Water quality management is being provided by adding extended detention facilities to the
detention pond. This facility consists of a release structure which will drain a calculated volume over
an extended 40 hour time period. Calculations of the water quality capture volume and of the release
rate of the outlet structure are included in this report. The outlet structure will be installed at the
' outlet of the east detention pond, and will cause the water quality capture volume to fill the pond to
a maximum depth of 3.8 feet.at the outlet.
Erosion control will be provided by having a silt fence on the South and East sides of the site.
Straw bale dikes would also be used. The detention pond will be a sediment trap during the
construction process. Gravel filters will be placed at the inlets if there is no problem with traffic. A
portion of the disturbed areas will be seeded and straw mulched.
This drainage report and the design of the drainage system were made in substantial
compliance with the City of Fort Collins Storm Drainage Design Criteria and Construction Standards.
' If you have any questions regarding this drainage report, please call.
Sincerely,
634,
Phillip I. obinson, P.E. & L. S.
' PIR/meh
9r 45o2
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VICINITY MAP SCALE — 1't=1000'
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STEWART&ASSOCIATES 103 S. ME 3DiRUM,FAX FORT gOLLINS, CO 80521
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CONTOUR
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AREA "A"
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BErwEEN -w-&-,9"
INCREMENTAL
VOLUME
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It is the intent of this Technical Note to provide current hydraulic performance data
for use by the engineering community. A bibliography is included for the
engineer's use if further information or guidance is needed.
Manning's "n" values are offered for design purposes based on the best available
data assembled from a variety of sources as indicated. Table 1 presents the
Manning's "n" values recommended by the A.D.S. engineering staff for use in
design.
' Table 1
Manning's "n" Value For Design
' (Storm & Sanitary Sewer and Culverts)
Pipe Type "n"
' A.D.S. Corrugated Polyethylene Pipe
3" - 6" Diameter 0.015
' 8" Diameter 0.016
10" Diameter 0.017
12" - 15" Diameter 0.018
18" - 36" Diameter 0.020 —�a—
A.D.S. -N-12 0.012
' Concrete Pipe 0.013
Corrugated Metal Pipe (2 2/3" x 1/2" corrugation)
'
Annular
Plain
0.024
Paved Invert
0.020
Fully Paved (smooth lined)
0.013
Helical
Plain 15" Diameter
0.013
t
Plain-18" Diameter
0.015°
Plain 24" Diameter
0.018
Plain 36" Diameter
0.021
'
Spiral -Rib
0.012
Plastic Pipe (SDR, S&D, Etc.) 0.011
Vitrified Clay 0.013
3300 RIVERSIDE DRIVE COLUMBUS, OH 43221 (614) 457.3051 http://www.ADS-pipe.com
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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)
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REFERENCE: "Urban Hydrology For Small Watersheds" Technical
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5 -1-84
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----------------------------------------------------------- -------------------
UDINLET: INLET HYDARULICS AND SIZING
' DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
----------------------------
tSER:Alex Stewart .................. .............. . .........................
ON DATE 07-02-1999 AT TIME 07:52:41
'*** PROJECT TITLE: STORYBOOK SB No 3
' *** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID'NUMBER: 3
' INLET HYDRAULICS: ON A GRADE.
' GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)= 10.00
' REQUIRED CURB OPENING LENGTH (ft)= 19.07
IDEAL CURB OPENNING EFFICIENCY = 0.74
ACTURAL CURB OPENNING EFFICIENCY = 0.62
STREET GEOMETRIES:
' STREET
LONGITUDINAL SLOPE
(%) =
2.00
STREET
CROSS SLOPE
(%) =
2.00
STREET
MANNING N
=
0.016
' GUTTER DEPRESSION (inch)= 2.00
GUTTER WIDTH (ft) = 2.00
'
STREET FLOW HYDRAULICS:
WATER -SPREAD ON STREET(ft) _ 9.22
'
GUTTER FLOW DEPTH (ft) = 0.35
FLOW VELOCITY ON STREET (fps)= 4.00
FLOW CROSS SECTION AREA (sq ft)= 1.02
GRATE CLOGGING FACTOR M = 20.00
'
CURB OPENNING CLOGGING FACTOR(%)= 20.00
INLET INTERCEPTION CAPACITY:
'
IDEAL INTERCEPTION CAPACITY (cfs)= 3.02
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)=
4.10 G�jaO
FLOW INTERCEPTED (cfs)=
2.56
CARRY-OVER FLOW (cfs)=
1.54
BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)=
4.10
FLOW INTERCEPTED (cfs)=
2.42
'
CARRY-OVER FLOW (cfs)=
1.68
t
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I1
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
-------------------------------------------------------------------------
iSFR•nlcv c�omart
ON DATE 07-02-1999 AT TIME 08:03:33
,*** PROJECT TITLE: STORYBOOK SB NO 7
' *** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 7
' INLET HYDRAULICS: ON A GRADE.
' GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)=
10.00
'
REQUIRED CURB OPENING
LENGTH (ft)=
19.89
IDEAL CURB OPENNING
EFFICIENCY =
0.72
ACTURAL CURB OPENNING
EFFICIENCY =
0.60
'
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE (%) =
0.92
'
STREET CROSS SLOPE
M =
2.00
STREET MANNING N
=
0.016
GUTTER DEPRESSION
(inch)=
2.00
GUTTER WIDTH
(ft) =
2.00
' STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) = 13.09
' GUTTER FLOW DEPTH (ft) = 0.43
FLOW VELOCITY ON STREET (fps)= 3.09
FLOW CROSS SECTION AREA (sq ft)= 1.88
' GRATE CLOGGING FACTOR M = 20.00
CURB OPENNING CLOGGING FACTOR(%)= 20.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)= 4.17
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)=
FLOW INTERCEPTED (cfs)=
' CARRY-OVER FLOW (cfs)=�
BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)=
FLOW INTERCEPTED (cfs)=
CARRY-OVER FLOW (cfs)=
# gioo 56 7
�s m o 4900�1
' �Z
5.82
3.51
2.31 9CZ
5.82
3.33
2.49
----------------------------------------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
--------------------------------------------------------------------
SER:Alex Stewart.........................................................
ON DATE 07-02-1999 AT TIME 08:15:48
'*** PROJECT TITLE: STORYBOOK SB No 8
'
*** CURB OPENING INLET HYDRAULICS
AND SIZING:
INLET ID NUMBER: 8
'
INLET HYDRAULICS: IN A SUMP.
'
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH
(ft)=
10.00
HEIGHT OF CURB OPENING
(in)=
6.00
INCLINED THROAT ANGLE (degree)=
45.00
LATERAL WIDTH OF DEPRESSION
(ft)=
2.00
.
SUMP DEPTH
(ft)=
0.20
Note: The sump depth is additional depth to flow depth.
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE
(%) =
2.00
STREET CROSS SLOPE
M
2.00
'
STREET MANNING N
0.016
GUTTER DEPRESSION
(inch)=
2.00
'
GUTTER WIDTH
(ft) =
2.00
STREET FLOW HYDRAULICS:
'
WATER SPREAD ON STREET
(ft) =
19.94
GUTTER FLOW DEPTH
(ft) =
0.57
FLOW VELOCITY ON STREET
(fps)=
5.64
'
FLOW CROSS SECTION AREA
(sq ft)=
4.14
GRATE CLOGGING FACTOR
(%)=
20.00
CURB OPENNING CLOGGING
FACTOR(%)=
20.00
'
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY
(cfs)=
20.63
'
BY FAA AEC-12 METHOD:
DESIGN FLOW
(cfs)=.
FLOW INTERCEPTED (Cfs)=
CARRY-OVER
FLOW (cfs)=
BY DENVER UDFCD METHOD:
DESIGN FLOW
(cfs)=
FLOW INTERCEPTED (Cfs)=
Z.��
CARRY-OVER
FLOW (cfs)=
23.20
16.50
6.70
23.20
16.50
6.70
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RAINFALL PERFORMANCE STANDARD EVALUATION
---------------------------------------------------------------------
PROJECT:
STANDARD FORM A
COMPLETED
BY: S S.R
DATE: 3-8-99
DEVELOPEDIIERODIBILITYI
-------------------------------------------------
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PROJECT: 37-6p,,r K P D. p STANDARD FORM B
COMPLETED BY: S. S. DATE:
Erosion Control C-Factor P-Factor
Method Value Value Comment
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PROJECT: 5T-<3RygooK P D, p, STANDARD FORM B
COMPLETED BY: JSS. t; . DATE:
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COMPLETED BY: DATE: 3-8-99
Erosion Control C-Factor P-Factor
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Method Value Value Comment
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CALCULATIONS
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1 STEWART9406SOCIATES 10 S. ME9331 LDRUM,FAX FORT gOLLINS, CO 80521
Consulting Engineers and Surveyors
1 By: PI F Date: 3 8 Client: Go r LrSheet No. 3� of
1 Project: (7aGf P DP — ?7hase One agd 0P�s nr)
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CONSTRUCTION SEQUENCE
PROJECT: .S 1 UizYI304G( STANDARD FORM C
SEQUENCE. FOR 19 ONLY COMPLETED BY: DATE:
' Indicate by use of a 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
MONTH
----------------------------
' OVERLOT GRADING
WINO EROSION CONTROL
Sail 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
Temporary Seed Planting
Sod Installation
'
Nettinas/Mats/Blankets
Other
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STRUCTURES: INSTALLED BY MAINTAINED BY
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON
HDI/SF-C:1989
1
' JAN a.?': 1991
8-20
DESIGN CRITERI?.
1 38
STEWART&6SOCIATES 103 S. 82-9 3DIRUM,FAX FORT gOLLINS, CO 80521
PH.1 Consulting Engineers and Surveyors
By: Date: 2S Client: GO r V All a c:c Sheet No. —of
1 Project: _ 5 �-o r-N"" %oo k P. D. P 1—i 11 n G s ci n d Z
Subject: Vae(- OUali _�alcvl��i°ass
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fDRAINAGE CRITERIA MANUAL (V. 3)
1
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9-1-1992
UDFCD
STORMWATER QUALITY MANAGEMENT
E—Xtenc
0-Ho
ed De
r Drain
entfor
time
Basi
(Dry)
Di
1
ftntic
-Hour
n Pon
Drain
Is (W(
me
t)
0,50
u lu 20 ' 30 40 50 60 70 80 90 100
Percent Impervious Area in Tributary Watershed
Source: Urbanos, Guo, Tucker (1989)
Note: Watershed inches of runoff shall appl to the
entire watershed tributary to the B pf�Facility.
FIGURE 5-1. WATER QUALITY CAPTURE VOLUME (WQCV)
0
DRAINAGE CRITERIA MANUAL (V. 3)
STRUCTURALBMPS
1�
1
1
1
1
10.(
6.0
4A
2.t
3
0.0(
0.0d
N
N
0511
EXAMPLE: DWO - 4.5 ft
0
VIN
FEE
2
1
�m: WQCV - 2.1 acre-f eet
SOLUTION: Required AreU er
mmmilmrSdAn
AP14
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NEINIME1
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11111011
0.01 1
0.06 0:10 0.20 0.40 0.60 1.0 2.0 4.0 6.0
Required Area per Row (in.2 )
Source: Douglas County Storm Drainage and Technical Criteria, 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 3)
(V.
'
Threaded Cap
'
Water Quality Capture Volume
Level (including 20% additional
volume for sediment storage)
3
1
Gravel (1-1/2'to
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3' Rock) Around
Perforated Riser
. .
Filter Fabric
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Water Quality
Riser Pipe (See Detail)
Notes: 1. The outlet pipe shall be sized to control
:Ny
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overflow into the concrete riser.
::• :'
2. Altemate designs include a
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designs) as long as the hydraulic
performance matches this
STRUCTURAL BMPS
Removable & Lockable
Overflow Grate for
Larger Storms
_ r-...:a
Access Pit Outlet Pipe
(Min. 3 ft)
Size Base to Prevent
configuration. OUTLET WORKS Hydrostatic Uplift
NOT TO SCALE
' Notes: 1. Minimum number of holes = 8
2. Minimum hole diameter = 11W dia.
1-12" diameterAir
'
Rows
Vent in Threaded Cap
O O
Water Quality
4
Outlet Holes
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O O O
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Ductile Iron or
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N
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WATER QUALITY
'
RISER PIPE
NOT TO SCALE
Maximum Number of Perforated Columns
Riser
Hole Diameter, in.
Diameter
1W
M"
3/4"
1.
(in.)
4
.8
8
6
12
12
9
8
16
16
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8
10
20
20
14
10
12
24
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Hole Diameter
Area of Hole,
(in.)
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1/8
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0.601
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USE_ . Y ROAlS
' FIGURE 5-2. WATER QUALITY OUTLET FOR A DRY
9-1-1992 EXTENDED DETENTION BASIN
UDFCD
41
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STEWART$(SSOCIATE$ 103 S. R482980LLINS, CO 80521
PH 482- 311FAX3
' Consulting Engineers and Surveyors
By: 2) II Date: G o 9 Client: �q ry M o Ge e y Sheet No. _ of
' Project: >7 C/ l`i/ L (/U
Subject: /Z'7 LL 0I^J 0 ( F_ 2- T7r R 4- -fT ri t- r 7r G 171 F
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COMPUTATIONS
Stewart & Associates, Inc. 1o35.mELDRutAsT. Ft. Collins, C080521 (303)482-9331
Date Client: Sheet No. of
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103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
Consulting Engineers and Surveyors
By: Date: Client: Sheet No. —of
Project: -5-rOFY"O()0
Subject: IqLLOWI-125LE -5 7-XEE T A-- L 0 L,/ — -5TO?:ZM5
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SWMM APPENDIX
COOPER SLOUGH MASTER PLAN SWMM
SCHEMATIC
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4.3
COOPER SLOUGH MASTER PLAN SWMM INPUT
FILE
1
1
5
l
2
1 2
3
9
4
WATERSHED
0
COOPER
SLOUGH LMMP 4/93
LOVE S ASSOC.
(TAKEN FROM
IMPLEMENTATION PLAN)
100 YR
RUNOFF EVENT FOR EXISTING
CONDITIONS
1 HOUR STORM
EXTENDED TRIBUTARY
180
0 0
5.0 1
2.0
1'
'
12
5.0
1.20
1.20
1.50
1.80 2.70
7.81 4.51
3.31 1.80 1.50
1.50
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1
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.25 2.0
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9
42
1700104.7
17.7.0050
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10
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10.8.0036
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2200133.7
33.7.0067
3.3
.20
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12
13.
305
305
2000 89.4
900 56.3
6.7.0050
3.0.0050
2.0
.60
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16
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825 68.2
0.1.0054
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27.5.0071
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15
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24
153
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5000 96.6
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5.0
35
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2600237.6
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34
21
6000141.0
0.1.0133
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136
336
4500240.0
1.0.0400
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236
199
3000160.0
1.0.0280
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199
37
31
137
2000 67.3
2000114.5
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0.5.0154
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38
139
2700188.6
1.0.0080
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39
141
2000229.0
1.0.0100
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139
900 70.2
1.0.0160
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7
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1300118.5
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8
101
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198
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25.0.0040
1.0.0070
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201
120
1000 80.0
1.0.0070
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102
197
2600232.0
1.0.0080
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202
105
2600160.0
1.0.0088
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103
104
2600144.1
1.0.0160
.36
204
121
1000 61.5
2.0.0110
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104
203
2600197.0
2.0.0110
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205
108
2600160.0
1.0.0070
.55
105
102
2600160.0
1.0.0070
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106
206
1500101.2
1.0.0070
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206
112
1500102.0
1.0.0070
97
107
109
600 8.3
0.0.0100
4.0
.40
108
109
111
113
2600134.4
2600104.0
5.0.0040
1.0.0130
4.0
2.0
.40
.47
110
114
2600194.7
2.0.0060
4.0
.40
111
215
1700 85.0
1.0.0080
2.4
.56
112
117
8000185.5
0.0.0110
2.0
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113
114
116
101
2400136.8
1400 76.9
1.0.0040
1.0.0110
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115
315
2600 55.0
1.0.0070
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215
107
2600 53.0
1.0.0070
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116
124
2600194.0
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117
218
5000220.0
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4.0
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22
149
1370 14.2
2.0.0100
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23
151
2550 58.5
2.0.0100
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27
157
4430111.8
65.0.0330
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28
158
3850203.5
40.0.0260
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29
159
3530194.4
90.0.0230
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42
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0 1 200.0
500.
5200.
0.0060 333.0
0.0038 333.0
83.0
83.0
0.040 3.40
0.040 3.40
0
3.
42
0 5 3.0
120.
0.0050 0.0
0.0
0.013 4.00
17.0
0.
0.0050 40.0
0.1
0.040 9.50
0
4
3
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500.
0.0040 0.5
0.5
0.035 4.00
6.0
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90.0
0.040 9.00
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99
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20 3 0.0
0.0
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0.0
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.0833
.0 .5833
3.9 1.5
14.5
2.0 23.5
2.25
37.4
2.5
66.6 3.0
146.3
3.5 219.0
ale. Swrvvq_ 103'.0,-
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3.75
292.E
5.41679167
300.E
8.0
245.E
-1 98
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24.E
3.75
144.3
5.4167
197.E
8.0
161.
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46.0
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1.0
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5,0
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196
196
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196
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1900.(
0
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8 0 4
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0 214 14 0 1
-1 97 13 20 3
.0833 .0
2.25
212.3
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3.75
1377.9
5.4167
1706.2
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1394.8
0
14
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0..00
0:0
34.0
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0
209
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0
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134 0 1
0
0
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139
336
135 0 1
137 0 1
139 0 1
-
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199
31 0 1
0
31
137 0 1
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1.0 100.0
5.0 100.0
0 138 121 4 1
0.0 0.0
' 0 195 218 0 3
195 135 134 3 1
914.0 0.0
0 194 215 0 3
194 134 132 ' 3 1
735.0
0.0
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0
136
135
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0
193
138
0 3
193
137
136
3 1
0
192
133
0 3
192
132
131
3 1
816.0
0.0
0
133
131
3 1
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0 191 0 0 3
0 191 153 0 3
191 131 154 3 1
1157.0 0.0
214 149
0
3 1
1050.0
0.0
209 150
149
3 1
960.0
0.0
0 151
150
4 1
0.0
1100.0
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0 152
151
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0.0
1100.0
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0 190
190
168
3 0.
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190 154
152
3 1
1100.0
0.0
4.0 259.6 4.5 284.6 5.0 296.9
5.5833 301.0 5.75 300.6 6.0 298.6
10.0 179.1 12. 136.2 15.0 102.0
10. 3200. .0055 20.0 20.0 .04 3.00
.5833 2.6 1.5 9.5 2.0 15.5
2.5 43.8 3.0 96.3 3.5 144.1
4.0 170.8 4.5 187.2 5.0 195.3
5.5833 198. 5.75 197.8 6.0 196.6
10.0 117.8 12. 89.6 15.0 67.1
6.0 250. 0.0045 0.0 0.0 0.013 6.00
4.0 140.0 35.0 315.0 42.0 640.0
50.0 1900.0 61.0 2700.0
20.0 1900. 0.0033 40.0 40.0 0.040 6.00
2.0 158.0 3.0 158.0 4.0 158.0
6.0 158.0 7.0 158.0 8.0 158.0
1.0 1. 0.1000 1.0 1.0 0.100 1.00
4.0 1. 0.0010 2.0 2.0 0.010 9.00
546.0 0.0 ; 1426.0 900.0
4.0 3700. 0.0036 10.0 60.0 0.035 12.00
0.1 30. 0.0059 0.0 0.0 0.013 0.10
36.0 180.0 49.0 566.0 64.0 1500.0
82.0 2600.0
4.0 3000. 0.0041 7.5 7.5 0.035 4.00
140.0 2600. 0.0047 250.0 250.0 0.040 7.00
2.5 40. 0.0022 0.0 0.0 0.035 5.40
600.0 40. 0.0022 300.0 433.0 0.035 6.90
5.0 2080. 0.0051 3.5 8.0 0.035 10.00
0.0 0.0 0.0010 0.0 0.0 0.001 10.00
.5833 22.2 1.5 82.2 2.0 133.3
2.5 378. 3. 830.2 3.5 1242.9
4.0 1473.0 4.5 1614.7 5. 1684.4
5.5833 1707.9 5.75 1705.7 6.0 1695.5
10.0 1016.3 12.0 772.9 15.0 578.8
0.1 1. 0.0010 0.0 0.0 0.010 0.10
24.0 140.0 29.0 566.0 30.7 1000.0
35.0 2100.0
5.0 4200. 0.0067 265.0 265.0 0.040 3.00
50.0 3700. 0.0050 133.0 133.0 0.040 3.00
5.0 3000. 0.0053 190.0 190.0 0.040 2.60
12.0 3950. 0.0010 0.8 0.8 0.026 12.00
4.0 500. 0.0138 1.0 1.0 0.035 15.00
20.0 50. 0.0233 40.0 40.0 0.035 13.00
1000.0 1500. 0.0083 75.0 75.0 0.040 12.00
12.0 1850. 0.0010 0.8 0.8 0.026 12.00
2.0 100.0 3.0 100.0 4.0 100.0
6.0 100.0 7.0 100.0 8.0 100.0
1.0 100. 0.0010 1.0 1.0 0.010 0.01
82.6 0.0 96.4 46.0 120.0 260.0
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12.0 1300. 0.0010 0.7 0.7 0.026 15.00
736.0 1.0 2735.0 2000.0
12.0 1650. 0.0010 0.8 0.8 0.026 12.00
1.0 1. 0.1000 1.0 1.0 0.100 1.00
12.0 2050. 0.0010 0.8 0.8 0.026 19.00
961.0 1.0 2960.0 2000.0
1.0 1. 0.1000 1.0 1.0 0.100 1.00
12.0 1180. 0.0010 0.7 0.7 0.026 15.00
817.0 1.0 2817.0 2000.0
1.0 1. 0.0010 1.0 1.0 0.010 0.01
62.7 0.0 75.8 450.0
1.0 1. 0.0050 1.0 1.0 0.040 15.00
1.0 1. 0.1000 1.0 1.0 0.100 1.00
15.0 2800. 0.0010 0.8 0.8 0.026 19.00
1158.0 1.0 3157.0 2000.0
40.0 3850. 0.0004 1.0 1.0 0.026 12.00
1051.0 1.0 4050.0 3000.0
33.0 3250. 0.0005 1.0 1.0 0.026 13.50
961.0 1.0 3960.0 3000.0
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18.4 1130.0 24.8 2690.0 0.0 0.0
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44.8 1100.0 52.3 1880.0
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8.3 51.0 13.8 970.0
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0 157 155 0 1 40.0 5200. 0.0006 1.0
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187 168
ENDPROGRAM
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SWMM INPUT DATA FOR STORYBOOK
STEWART&SSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521
Consulting Engineers and Surveyors PH. 482-9331 FAX 482-9382
By: P t R Date: Z zz 7 Client: Gary m awe✓
Sheet No. of _
Project: O004
Subject: IS o t•-1 G l (J n n c a i_ 1 1
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STEWART&ASSOCIATES 103 PH. S. ME9331 LDRUM, FORT COLLINS, CO 80521
482-FAX 482-9382
Consulting Engineers and Surveyors
By: Dte: Client: Sheet No. of
Project:
Subject: C6rr7 05i�e C For- basic /OYS 0,07d c4dlaee,,77�--Vreef
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File Name Storybook
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DETENTION
POND A + B
1
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Elev
(ft)
Area
(ac)
Cumulative
Storage
(ac-ft)
3.30
0.00
0.00
4.00
0.06
0.01
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0.25
0.16
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0.52
0.54
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0.77
1.18
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1.03
2.07
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1.22
3.20
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1.41
4.51
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1.49
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1.69
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1.80
1.60
1.40
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0.80 CUD
0.60
0.40
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N
0.00
Series 1 = Surface Area
Series 2 = Capacity
' -
1
EMERGENCY SPILLWAY POND A + B
1
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' RBD INC. ENGINEERING CONSULTANTS
WEIR SECTION FLOW DATA
1
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3.000
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100.0 11.40'
104.0 10.403201
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128.0 11.40
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(feet) (cfs)
10.40 0.00
10.50 1.92
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10.70 10.28
10.80 16.04
10.90 22.71•.
11.00 30.25,K-- eev_ 11-CD
_ 11.10 38.62
11.20 47.79
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11.40 68.49
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STORYBOOK SWMM INPUT FILE
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WATERSHED
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Phase I & II
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STORYBOOK
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Engineering
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• SINCE POND 260 IS A RETENTION POND THE
OUTLET HAS BEEN PLUGGED IN ORDER
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FOR
EXTENDED PERIOD TO GET ACCURATE RESULTS
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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)
STORYBOOK SWMM WITH OUTLET PLUGGED TO
POND A+B IN ORDER TO SIZE EMERGENCY
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* SINCE POND 260 IS A RETENTION POND THE OUTLET HAS BEEN PLUGGED IN ORDER
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ry oo _
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2
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1 2
3
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WATERSHED
0
COOPER
SLOUGH LMMP 4/93
LOVE & ASSOC. (TAKEN FROM IMPLEMENTATION PLAN)
100 YR
RUNOFF EVENT
FOR EXISTING CONDITIONS 1 HOUR
STORM EXTENDED TRIBUTARY
180
0 0
5.0 1
2.0
12
5.0
1.20
1.20
1.50
1.80 2.70
7.81 4.51 3.31 1.80 1.50
1.50
1.20
1
-2
.0300 .013 .12 .062
.25 2.0 .50 .00115
9
42
1700104.7
17.7.0050
.20
10
3
700 44.9
10.8.0036
.50
17
305
2700337.6
0.5.0067
3.0 .60
11
6
2200133.7
33.7.0067
3.3 .20
12
305
2000 89.4
6.7.0050
2.0 .60
13
305
900 56.3
3.0.0050
.60
16
7
825 68.2
0.1.0054
.60
14
8
1400 76.8
27.5.0071
.30 '
15
8
1550142.3
4.2.0617
.60
19
13
1600101.3
5.0.0053
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20
13
2750 29.8
0.1.0250
.50
18
209
3000 95.3
2.0.0110
.60
21
214
2600 31.1
0.1.0077
.30
24
153
3250236.9
1.0.0167
.50
1
r
* Basins 26, 25
and 31 reduced to account for Storybook
Basins 1 and 2�__�/
26
156
1900167.9
20.0.0130
.60
25
156
2550 83.9
2.3.0150
.60
31
133
6000 95.7
5.0.0143
2.4
.56
* Basins 1
and
2 represent Storybook Basins
1
251
319018.31
50.0.0150
.60
2
252
197115.39
50.0.0150
.60
32
17
2200102.6
1.3.0300
2.4
.60
33
134
5000 96.6
0.6.0080
5.0
.50
35
138
2600237.6
0.1.0107
2.0
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34
21
6000141.0
0.1.0133
.60
136
336
4500240.0
1.0.0400
.55
236
199
3000160.0
1.0.0280
.55
199
31
2000 67.3
1.0.0150
.55
37
137
2000114.5
0.5.0154
.60
38
139
2700188.6
1.0.0080
.25
39
141
2000229.0
1.0.0100
.40
40
139
900 70.2
1.0.0160
.53
7
1
1300118.5
5.0.0053
.60
8
1
1500329.5
25.0.0040
.60
101
198
1500283.0
1.0.0070
.60
201
120
1000 80.0
1.0.0070
.40
102
197
2600232.0
1.0.0080
.47
202
105
2600160.0
1.0.0088
.47
103
104
2600144.1
1.0.0160
.36
204
121
1000 61.5
2.0.0110
.90
104
203
2600197.0
2.0.0110
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205
108
2600160.0
1.0.0070
.55
105
102
2600160.0
1.0.0070
.55
106
206
1500101.2
1.0.0070
.97
206
112
1500102.0
1.0.0070
.47
107
109
600 8.3
0.0.0100
4.0
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108
111
2600134.4
5.0.0040
4.0
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109
113
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1.0.0130
2.0
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110
114
2600194.7
2.0.0060
4.0
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111
215
1700 85.0
1.0.0080
2.4
.56
112
117
8000185.5
0.0.0110
2.0
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113
116
2400136.8
1.0.0040
.20
114
101
1400 76.9
1.0.0110
.55
115
315
2600 55.0
1.0.0070
.47
215
107
2600 53.0
1.0.0070
47
116
124
2600194.0
1.0.0130
.97
117
218
5000220.0
2.0.0200
4.0
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22
149
1370 14.2
2.0.0100 .013 .12 .062 .25
1.35
.50 .00115
23
151
2550 58.5
2.0.0100
.50
27
157
4430111.8
65.0.0330
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28
158
3850203.5
40.0.0260
.50
29
159
3530194.4
40.0.0230
.50
0
0
0 1 0 0 1 100.0 500. 0.0060 333.0 83.0 0.040 3.40
0 42 1 0 1 200.0 5200. 0.0038 333.0 83.0 0.040 3.40
I
1
1
1
0 3 42 0 5 3.0 120. 0.0050 0.0 0.0 0.013 4.00
17.0 0. 0.0050 40.0 0.1 0.040 9.50
0 4 3 0 4 4.0 500. 0.0040 0.5 0.5 0.035 4.00
6.0 0. 0.0040 40.0 90.0 0.040 9.00
-1 99 4 20 3 0.0 0.0 .0010 0.0 0.0 .001 10.00
.0833 .0 .5833 3.9 1.5 14.5 2.0 23.5
2.25 37.4 2.5 66.6 3.0 146.3 3.5 219.0
3.75 242.8 4.0 259.6 4.5 284.6 5.0 296.9
5.4167 300.7 5.5833 301.0 5.75 300.6 6.0 298.8
8.0 245.8 10.0 179.1 12. 136.2 15.0 102.0
-1 98 4 20 1 10. 3200. .0055 20.0 20.0 .04 3.00
.0833 .0 .5833 2.6 1.5 9.5 2.0 15.5
2.25 24.6 2.5 43.8 3.0 96.3 3.5 144.1
3.75 144.1 4.0 170.8 4.5 187.2 5.0 195.3
5.4167 197.8 5.5833 198. 5.75 197.8 6.0 196.6
8.0 161.7 10.0 117.8 12. 89.6 15.0 67.1
0 6 4 7 2 6.0 250. 0.0045 0.0 0.0 0.013 6.00
0.0 0.0 4.0 140.0 35.0 315.0, 42.0 640.0
46.0 1100.0 50.0 1900.0 61.0 2700.0
-1 305 2 8 1 20.0 1900. 0.0033 40.0 40.0 0.040 6.00
1.0 158.0 2.0 158.0 3.0 158.0 4.0 158.0
5.0 158.0 6.0 158.0 7.0 158.0 8.0 158.0
0 196 6 0 3 1.0 1. 0.1000 1.0 1.0 0.100 1.00
196 2 0 3 3 4.0 1. 0.0010 2.0 2.0 0.010 9.00
0.0 0.0 546.0 0.0 1426.0 900.0
0 7 6 0 1 4.0 3700. 0.0036 10.0 60.0 0.035 12.00
0 8 7 6 2 0.1 30. 0.0059 0.0 0.0 0.013 0.10
0.0 0.0 36.0 180.0 49.0 566.0 64.0 1500.0
67.3 1900.0 82.0 2600.0
0 12 8 0 4 4.0 3000. 0.0041 7.5 7.5 0.035 4.00
140.0 2600. 0.0047 250.0 250.0 0.040 7.00
0 13 12 0 5 2.5 40. 0.0022 0.0 0.0 0.035 5.40
600.0 40. 0.0022 300.0 433.0 0.035 6.90
0 214 14 0 1 5.0 2080. 0.0051 3.5 8.0 0.035 10.00
-1 97 13 20 3 0.0 0.0 0.0010 0.0 0.0 0.001 10.00
.0833 .0 .5833 22.2 1.5 82.2 2.0 133.3
2.25 212.3 2.5 378. 3. 830.2 3.5 1242.9
3.75 1377.9 4.0 1473.0 4.5 1614.7 5. 1684.4
5.4167 1706.2 5.5833 1707.9 5.75 1705.7 6.0 1695.5
8. 1394.8 10.0 1016.3 12.0 772.9 15.0 578.8
0 14 13 6 2 0.1 1. 0.0010 0.0 0.0 0.010 0.10
0.0 0.0 24.0 140.0 29.0 566.0 30.7 1000.0
34.0 1150.0 35.0 2100.0
0 209 7 0 1 5.0 4200. 0.0067 265.0 265.0 0.040 3.00
0 17 134 0 1 50.0 3700. 0.0050 133.0 133.0 0.040 3.00
0 21 135 0 1 5.0 3000. 0.0053 190.0 190.0 0.040 2.60
0 139 137 0 1 12.0 3950. 0.0010 0.8 0.8 0.026 12.00
0 336 139 0 1 4.0 , 500. 0.0138 1.0 1.0 0.035 15.00
0 199 31 0 1 20.0 50. 0.0233 40.0 40.0 0.035 13.00
0 31 137 0 1 1000.0 1500. 0.0083 75.0 75.0 0.040 12.00
-1 140 139 8 1 12.0 1850. 0.0010 _ 0.8 ._. .0.8 .0.026 12.00
1.0 100.0 2.0 100.0 3.0 100.0 4.0 100.0
5.0 100.0 6.0 100.0 7.0 100.0 8.0 100.0
0 138 121 4 1 1.0 100. 0.0010 1.0 1.0 0.010 0.01
0.0 0.0 82.6 0.0 96.4 46.0 120.0 260.0
0 195 218 0 3 1.0 1. 0.1000 1.0 1.0 0.100 1.00
195 135 134 3 1 12.0 2800. 0.0010 0.7 0.7 0.026 15.00
914.0 0.0 915.0 1.0 2914.0 2000.0
0 194 215 0 3 1.0 1. 0.1000 1.0 1.0 0.100 1.00
194 134 132 3 1 12.0 1300. 0.0010 0.7 0.7 0.026 15.00
735.0 0.0 736.0 1.0 2735.0 2000.0
0 136 135 0 1 12.0 ' 1650. 0.0010 0.8 0.8 0.026 12.00
0 193 138 0 3 1.0 1. 0.1000 1.0 1.0 0.100 1.00
193 137 136 3 1 12.0 2050. 0.0010 0.80.8 0.026 19.00
960.0 0.0 961.0 1.0 2960.0 2000.0
0 192 133 0 3 1.0 1. 0.1000 1.0 1.0 0.100 1.00
192 132 131 3 1 12.0 1180. 0.0010 0.7 0.7 0.026 15.00
816.0 0.0 817.0 1.0 2817.0 2000.0
0 133 131 3 1 1.0 1. 0.0010 1.0 1.0 0.010 0.01
0.0 0.0 62.7 0.0 75.8 450.0
0 141 0 0 3 1.0 1. 0.0050 1.0 1.0 0.040 15.00
0 191 153 0 3 1.0 1. 0.1000 1.0 1.0 0.100 1.00
191 131 154 3 1 15.0 2800. 0.0010 0.8 0.8 0.026 19.00
1157.0 0.0 1158.0 1.0 3157.0 2000.0
214 149 0 3 1 40.0 3850. 0.0004 1.0 1.0 0.026 12.00
1050.0 0.0 1051.0 1.0 4050.0 3000.0
209 150 149 3 1 33.0 3250. 0.0005 1.0 1.0 0.026 13.50
960.0 0.0 961.0 1.0 3960.0 3000.0
0 151 150 4 1 1.0 1. 0.0010 1.0 1.0 0.026 0.01
0.0 1100.0 18.4 1130.0 24.8 2690.0 0.0 0.0
1
0
152
151
3 1
1.0
1.
0.0010
1.0
1.0
0.010
0.01
t
0.0
1100.0
44.8
1100.0
52.3
1880.0
0
153
154
3 3
0.1
1.
0.0010
1.0
1.0
0.010
0.01
0,0
0.0
1*3
51.0
13,8
910.0
0
190
190
154
168
152
0 3
3 1
1.0
28.0
1.
3750.
0.1000
0.0006
1.0
1.0
1.0
1.0
0.100
b.026
1.00
15.00
1100.0
0.0
1101.0
1.0 4100.0
3000.0
0
156
154
3 1
1.0
1.
0.0010
1.0
1:0
0.010
0.01
0.0
0.0
14.7
17.0
23.0
537.0
'
*
*
The
following
lines
represent the
routing
in the Storybook
development.
0
251
250
0 5
3.0
941.
0.030
0.
0.
.013
3.00
10.0
941.
0.030
50.
50.
.035
10.00
0
252
250
0 1
50.0
800.
0.030
50.
50.
.035
10.00
'
0
250
253
11 2
0.1
1000.
.001
0.
0
0.1
0.0
0.0
.010
2.77
0.16
9.3
0.2 59
5.94
1.18
6.37
2.07
7.2
3.20
7.91
4.51
8.57
1*09
1*10
1,01
31,14
6.65
77,92
0
253
254
0 2
2.0
1324.
.004
0.
0.
.013
2.0
0
254
260
0 1
2.0
750.
.002
4.
4.
.060
10.0
*
Retention
pond
from
Storybook connected to
element
132 at
this time.
when
*
outfall
is constructed
SWMM
model
will need
to be
revised
to'show final
'
*
*
destination
of
Storybook runoff.
0
260
132
0 2
0.1
1000.
.001
0.
0.
.013
0.1
0
189
156
0 3
1.0
1.
0.1000
1.0
1.0
0.100
1.00
'
189
1100.0
155
154
3 1
0.0
35.0
1101.0
4400.
0.0006
1.0 3100.0
1.0
1.0
2000.0
0.026
10.00
0
157
155
0 1
40.0
5200.
0.0006
1.0
1.0
0.026
10.00
0
158
157
0 1
40.0
2600.
0.0004
1.0
1.0
0.026
10.00
-1
159
158
8 1
40.0
6500.
0.0004
1.0
1.0
0.026
10.00
1.0
650.0
2.0
650.0
3.0
650.0
4.0
650.0
'
5.0
650.0
6.0
650.0
7.0
650.0
8.0
650.0
0
315
107
0 3
5.0
1.
0.0010
1.0
1.0
0.040
100.00
0
101
102
0 1
2.0
1000.
0.0050
2.0
2.0
0.040
100.00
0
102
202
0 1
4.0
20.
0.0070
2.0
2.0
0.040
100.00
0
103
203
0 1
1.5
2600.
0.0070
2.0
2.0
0.040
100.00
0
0
197
198
105
120
0 1
0 1
10.0
40.0
1500.
0.0070
3.0
3.0
0.035
100.00
2650.
0.0070
10.0
10.0
0.035
100.00
0
203
121
0 1
1.5
2600.
0.0070
2.0
2.0
0.040
100.00
0
202
108
0 1
4.0
2650.
0.0070
2.0
2.0
0.040
100.00
'
0
104
103
3 2
0.1
100.
0.0100
0.0
0.0
0.023
0.01
0.0
0.0
2.0
12.0
2.1
124.0
0
105
106
3 2
0.1
100.
0.0100
0.0
0.0
0.023
0.01
0.0
0.0
2.0
13.0
3.0
300.0
'
0
0
106
206
206
112
0 1
0 1
3.0
3.0
2650.
2650.
0.0070
0.0070
2.0
2.0
2.0
2.0
0.040
0.040
100.00 ,
100.00
0
107
110
4 2
0.1
100.
0.0100
0.0
0.0
0.023
0.01
0.0
-..
0.0-
0.6
.
0.0
9.7--0.0
20.7
`. 176.0
0
108
110
3 2
0.1
100.
0.0100
0.0
0..0
0.023
0.01
0.0
0.0
0.1
4.0
13.9
131.0
'
0
109
110
3 2
3.0
100.
0.0100
0.0
0.0
0.023
9.00
0.0
0.0
1.1
0.0
3.3
7.0
0
110
ill
0 1
2.0
3600.
0.0040
2.0
2.0
0.040
100.00
0
ill
113
0 1
3.0
2600.
0.6070
2.0
2.0
0.040
100.00
0
112
125
5 2
0.1
100.
0.0100
0.0
0.0
0.023
.01
0.0
0.0
0.3
3.0
12.2
15.0
30.4
22.0
42.5
230.0
0
113
116
4 2
0.1
100.
0.0100
0.0
0.0
0.023
0.0
0.0
1.7
10.1
10.5
10.6
30.9
.01
846.0
'
0
114
117
4 2
0.1
100.
0.0100
0.0
0.0
0.023
0.01
0.0
0.0
10.1
14.0
30.6
15.0
39.1
800.0
0
215
117
3 2
0.1
100.
0.1000
0.0
0.0
0.023
0.0
0.0
0.7
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UDSEWER ANALYSIS
a
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STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Civil Eng. Dept, U. of Colorado at Denver
^' Metro Denver Cities/Counties & UDFCD Pool Fund Study
�SER RDB-Fort Collins -Colorado.
.ON DATA 03-04-1999 AT TIME 09:58:23 VERSION=01-17-1997
'*** PROJECT TITLE :STORYBOOK STORM SEWER ALONG CR 11
*** RETURN PERIOD OF FLOOD IS 100 YEARS
'*** SUMMARY OF HYDRAULICS AT MANHOLES
-------------------------------------------------------------------------------
MANHOLE CNTRBTING RAINFALL RAINF L DESIGN GROUND WATER COMMENTS
ID NUMBER AREA C DURATION IN SITY PEAK FLOW ELEVATION ELEVATION
MINUTES NCH/HR CFS - FEET FEET
10.00 0.00
20.00
'
0.00
40.00
50.00
60.00
'
70.00
80.00
90.00
'MEANS
WATER
***
SUMMARY OF
--- - - - - -f--------- - - - - --
------------------ - - - - - -
a
8.98 4
1.00 2
0.87 5.0
8.11 5.65
5.20 5.38
4. 5.32
.60 5.00
.60 5.00
ELEVATION IS LOWER
SEWER HYDRAULICS
0.00
44.01
10.40
10.40
OK
4.90
44.01
13.00
9.95
OK
4.28
4.28
13.45
10.64
OK
4.90
4.28
13.45
10.90
OK
4.90
39.73
18.12
16.67
OK
4.90
25.50
26.50
23.40
OK
90
21.40
26.50
24.40
OK
4.
7.85
39.19
36.61
OK
4.90
7.85
39.19
36.99
OK
THAN GROUND
ELEVATION
'-------NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8
SEWER
MAMHOLE
NUMBER
SEWER
REQUIRED
SUGGESTED
EXISTING
'ID NUMBER
UPSTREAM
DNSTREAM
SHAPE
DIA(RISE)
DIA(RISE)
DIA(RISE) WIDTH
---------------------------------------------------------------------------
ID NO.
ID NO.
(IN) _(FT)
(IN) (FT)
(IN) (FT)
(FT)
100.00
200.00
20.00
30.00
10.00
20.00
ROUND
ROUND
30.01
33.00
36.00
0.00
7.94
18.00
36.00
0.00
300.00
40.00
30.00
ROUND
12.86
18.00
36.00
0.00
400.00
50.00
20.00
ROUND
25.80
27.00
36.00
0.00
500.00
60.00
50.00
ROUND
20.15
21.00
36.00
0.00
600.00
70.00
60.00
ROUND
20.64
21.00
36.00
0.00
700.00
80.00
70.00
ROUND
11.60
18.00
36.00
0.00
800.00
'DIMENSION
90.00
80.00
ROUND
16.14
18.00
36.00
0.00
UNITS FOR ROUND AND ARCH
SEWER
ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE
'REQUIRED DIAMETER WAS DETERMINED BY
IN FEET
SEWER
HYDRAULIC
CAPACITY.
SUGGESTED
DIAMETER WAS
DETERMINED
BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW
SEWER, FLOW
WAS ANALYZED
BY THE
SUGGESTED
SEWER SIZE; OTHERWISE,
'EXISITNG SIZE
WAS USED
-------------------------------------------------------------------------------
SEWER
DESIGN
FLOW
NORMAL
NORAML
CRITIC
CRITIC
FULL
FROUDE
COMMENT
'
ID
FLOW Q
FULL Q
DEPTH
VLCITY
DEPTH
VLCITY
VLCITY
NO.
'_' UMBER
CFS
CFS
FEET
FPS
FEET
FPS
FPS
V100.0
44.0
71.7
1.70
10.67
2.12
8.22
6.23
1.60
V-OK
200.0
4.3
241.4
0.28
13.06
0.69
3.47
0.61
5.30
V-OK
300.0
4.3
66.9
0.51
5.31
0.69
3.47
0.61
1.57
V-OK
400.0
39.7
96.9
1.34
13.03
2.05
7.72
5.62
2.27
V-OK
500.0
25.5
120.2
0.94
13.50
1.64
6.46
3.61
2.89
V-OK
600.0
21.4
94.6
0.97
10.81
1.52
5.95
3.03
2.27
V-OK
700.0
7.8
161.3
0.45
11.80
0.92
4.30
1.11
3.73
V-OK
800.0
7.8
66.9
0.69
6.34
0.92
4.30
1.11
1.60
V-OK
ROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
----- --------- --
SEWER
SLOPE
INVERT ELEVATION
BURIED
DEPTH
COMMENTS
' ID
NUMBER
UPSTREAM DNSTREAM
UPSTREAM
DNSTREAM
----------------------------------------------------------------------
06
(FT)
(FT)
(FT)
(FT)
100.00
1.15
7.67
6.54
2.33
0.86
NO
'
200.00
13.03
9.95
7.67
0.50
2.33
NO
300.00
1.00
9.96
9.95
0.49
0.50
NO
'
400,00
500.00
2.10
3.23
14.62
21.76
7.68
14.61
0.50
1.74
2.32
0.51
NO
NO
600.00
2.00
22.50
21.76
1.00
1.74
NO
700.00
5.82
35.69
22.50
0.50
1.00
NO
y
800.00
1.00
35.70
35.69
0.49
0.50
NO
MEANS BURIED
DEPTH
IS GREATER
THAN REQUIRED SOIL COVER OF
2 FEET
'*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
SEWER
SEWER
SURCHARGED
CROWN ELEVATION
WATER ELEVATION
FLOW
ID.NUMBER
LENGTH
LENGTH
UPSTREAM
DNSTREAM.-.UPSTREAM.--DNSTREAM
CONDITION -
FEET
FEET
FEET
FEET
FEET
FEET
-------------------------------------------------------------------------
100.00
98.29
36.03
10.67
9.54
9.95
10.40
-----
JUMP
200.00
17.50
0.00
12.95
10.67
10.64
9.95
JUMP
'
300.00
400.00
1.00
330.59
0.00
0.00
12.96
17.62
12.95
10.68
10.90
16.67
10.64
9.95
JUMP
500.00
221.36
0.00
24.76
17.61
23.40
16.67
JUMP
JUMP
600.00
37.00
0.00
25.50
24.76
24.40
23.40
JUMP
'
700.00
226.63
0.00
38.69
25.50
36.61
24.40
JUMP
800.00
1.00
0.00
38.70
38.69
36.99
36.61
JUMP
PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
r
'*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
----
----
UPST
---------
MANHOLE
--------------------
-------------------------
--------
-
SEWER
JUNCTURE LOSSES
DOWNST
MANHOLE
SEWER MANHOLE
ENERGY
FRCTION BEND
BEND LATERAL LATERAL
MANHOLE
ENERGY
--
IDNONO.
-
ELEV FT
FT K COEF
-------------------------------
LOSS FT K COEF LOSS- FT-----ID------FT
100.0
20.00
10.56
0.16 0.00
0.00 0.00 0.00
10.00
-
10.40
200.0
300.0
30.00
40.00
10.83
10.90
0.27 0.05
0.07 0.25
0.00 0.00 0.00
0.00 0.00 0.00
20.00
30.00
10.56
10.83
400.0
50.00
17.60
5.91 1.32
0.65 0.25 0.48
20.00
10.56
500.0
60.00
24.05
6.44 0.05
0.01 0.00 0:00-
50.00
17.60
'600.0
70.00
24.55
0.49 0.05
0.01 0.00 0.00
60.00
24.05
700.0
80.00
36.89
12.35 0.05
0.00 0.00 0.00
70.00
24.55
800.0
90.00
37.01
0.11 0.25
0.00 0.00 0.00
80.00
36.89
'
BEND LOSS
=BEND K* FLOWING FULL VHEAD
IN SEWER.
LATERAL
LOSS= OUTFLOW
FULL VHEAD-JCT
LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS
IT IS NEGLIGIBLE
OR POSSIBLE ERROR DUE
TO JUMP.
'FRICTION
LOSS
INCLUDES
SEWER INVERT DROP AT MANHOLE
NOTICE:
VHEAD
DENOTES
THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05
FT WOULD BE INTRODUCED
UNLESS
LATERAL K
FRICTION LOSS
WAS ESTIMATED BY
BACKWATER CURVE COMPUTATIONS.
L
1
STORYBOOK STORM SEWER
STORYBOOK STORM SEWER
ALONG CR 11
ALONG CR 11
2 18 , 20 , 3 2
, 1 , .8 500
300
.2 , Y
j
2 100
4.9 3.8 2.7 2.2
, 1.8 1.4
.89
9
10 10.4 0 1
100 0 0 0
99.01 0 1, .5
0, 0, 0 0,
0
20 , 13 , 100 2
200 400 0
0
44.01 , 0 1 .5
0 0 0 0
0
30 13.45 200 1
300 0 0
0
'
4.28 , 0, 1, .5
0 0 0 0
0
40 , 13.45 300 0
0 , 0 , 0 ,
0
4.28 , 0, 1, .5
0 0 0 0
0
50 18.12 400 1
500 0 0
0
39.73 0 1, .5 ,
0, 0 0 0
0
'
60 , 26.5 500 1
600 0 0
0
25.5 , 0 1 , .5 ,
0 , 0 0 .0
0'
70 , 26.5 600 1
, 700 0 0
0
21.4 0 1, .5
0 0 0 0
0
,
80 39.19 700 1
800 0 0
0
'
7.85 , 0 1 .5
0 0 0 0
0
90 , 39.19 800 0
0 0 0
0
7.85 ,0 , 1 .5
0 0 0 0
0
8
'
100 98.29 1.15 ,
10.67 , .013
0 , 0
1 36 0
200 17.5 13.03
12.95 .013
.05
0 1 36 0
300 1 , 1 12.96
, .013 , .25
0 , 1
36 0
400 330.59 2.1 ,
17.62 , .013
1.32
.25 1 , 36 0
500 221.36 3.23
, 24.76 , .013
.05
0 1 36 0
'
600 37 , 2 25.5
, .013 , .05
0 , 1
36 0
700 226.63 5.82
, 38.69 , .013
.05
0 1 36 0
800 1 1 38.7 ,
.013 .25 0
1
36 0
1 , 36 0
'
700 ,
1
1
1
1
1
No Text
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
,- Developed by Civil Eng. Dept, U. of Colorado at Denver
Metro Denver Cities/Counties & UDFCD Pool Fund Study
�SER:RDB-Fort Collins -Colorado... ... ...... ... ... ... .
ON DATA 03-04-1999 AT TIME 10:38:38 VERSION=01-17-1997
** PROJECT TITLE :STORYBOOK POND OUTFALL STORMSEWER
*** RETURN PERIOD OF FLOOD IS 100 YEARS
*** SUMMARY OF HYDRAULICS AT MANHOLES
-------------------------------------------------------------------------------
MANHOLE
L
CNTRBT NG RAINFALL RAIeNSITY
DESIGN
GROUND
WATER COMMENTS
ID NUMBER
AREA *X
N IN
PEAK FLOW
ELEVATION
ELEVATION
S
INCH/HR
CFS
FEET
FEET
- ------------------------------------------------
10.00
0.0.00
8.80
4999.60
4997.60
OK
20.00
3.8
2.93
8.80
5000.50
4998.93
OK
30.00
40.00
2.5
2.7
3.52
40
8.80
8.80
5008.70
5013.30
5000.85
5002.46
OK
OK
50.00
1.9
4.98.80
5012.30
5004.23
OK
60.00
1.0
4.90
8.80
5010.40
5004.45
OK
70.00
1.00
4.90
8.80
5010.40
5004.75
OK
K MEANS WATER ELEVATION IS LOWER
THAN GROUND ELEVATION
SUMMARY OF SEWER HYDRAULICS
NOTE: THE GIVEN FLOW DEPTH
-TO -SEWER SIZE RATIO= .8
---------------------------------------------------------------------------
SEWER
MAMHOLE NUMBER
SEWER
REQUIRED
SUGGESTED
EXISTING
ID NUMBER
UPSTREAM DNSTREAM
SHAPE
DIA(RISE)
DIA(RISE)
DIA(RISE)
WIDTH
ID NO. ID NO.
(IN) (FT)
(IN) (FT)
(IN) (FT),
(FT)
--------------------------------------------=--------------------------------
100.00
20.00
10.00
ROUND
20.00
21.00
24.00
0.00_.
200.00
30.00 20.00
ROUND
20.00
21.00
24.00
0.00
300.00
400.00
40.00 30.00
50.00 40.00
ROUND
ROUND
20.00
20.00
21.00
21.00
24.00
0.00
24.00
0.00
500.00
60.00 50.00
ROUND
20.00
21.00
24.00
0.00
,DIMENSION
600.00
70.00 60.00
ROUND
16.85
18.00
24.00
0.00
UNITS FOR ROUND AND ARCH
SEWER
ARE IN INCHES
DIMENSION
UNITS FOR BOX SEWER ARE
IN FEET
DIAMETER WAS DETERMINED
BY SEWER HYDRAULIC
CAPACITY.
,REQUIRED
SUGGESTED
DIAMETER WAS DETERMINED
BY COMMERCIALLY
AVAILABLE
SIZE.
FOR A NEW
SEWER, FLOW WAS ANALYZED
BY THE SUGGESTED
SEWER SIZE;
OTHERWISE,
EXISITNG SIZE WAS USED
,-------------------------------------------------------------------------------
SEWER
DESIGN FLOW NORMAL
NORAML
CRITIC
CRITIC
FULL FROUDE
COMMENT
ID
FLOW Q FULL Q DEPTH
VLCITY
DEPTH
VLCITY VLCITY NO.
NUMBER
--------------------------------------------------------------------------
CFS CFS FEET
FPS
FEET
FPS
FPS
-' 100.0
8.8 14.3 1,13
4.80
1.07
5.16
2.80 0.88
V-OK
'
200.0
8.8 14.3 1.13
4.80
1.67
5.16
2.80 0.88
V-OK
300.0
8.8 14.3 1.13
4.80
1.07
5.16
2.80 0.88
V-OK
400.0
8.8 14.3 1.13
4.80
1.07
5.16
2.80 0.88
V-OK
1 500.0 8.8 14.3 1.13 4.80 1.07 5.16 2.80 0.88 V-OK
600.0 8.8 22.7 0.87 6.76 1.07 5.16 2.80 1.47 V-OK
UDE NUMBER=O
INDICATES THAT
A PRESSURED
FLOW OCCURS
,
'SEWER
SLOPE
INVERT ELEVATION
BURIED
DEPTH
COMMENTS
ID NUMBER
UPSTREAM
DNSTREAM UPSTREAM
DNSTREAM
o
(FT)
(FT)
(FT)
(FT)
----
-----------
------------------------------
-----
----------
------
100.00
0.40
4997.80
4997.64
0.70
-0.04
NO--
200.00
0.40
4999.55
4997.78
7.15
0.72
NO
300.00
0.40
5001.32
4999.56
.9.98
7.14
OK
'
400.00
0.40
5003.08
5001.32
7.22
9.98
OK
500.00
0.40
5003.30
5003.08
5.10
7.22
OK
�K
600.00
MEANS BURIED
1.00
DEPTH
5003.31 5003.30 5.09
IS GREATER THAN REQUIRED SOIL
5.10
OK
11
COVER OF
1 FEET
FRO
*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
SEWER SURCHARGED
CROWN ELEVATION
WATER ELEVATION
FLOW
'SEWER
ID NUMBER
LENGTH LENGTH UPSTREAM
DNSTREAM
UPSTREAM DNSTREAM CONDITION
FEET
FEET
FEET
FEET
FEET FEET
-------------------------------------------------------------------------------
'
100.00
40.00
0.00
4999.80
4999.64
4998.93 4997.60
SUBCR
200.00
441.82
0.00
5001.55
4999.78
5000.85 4998.93
SUBCR
300.00
441.00
0.00
5003.32
5001.56
5002.46 5000.85
SUBCR
400.00
441.00
0.00
5005.08
5003.32
5004.23 5002.46
SUBCR
500.00
55.00
0.00
5005.30
5005.08
5004.45 5004.23
SUBCR
600.00
1.00
0.00
5005.31
5005.30
5004.75 5004.45
JUMP
'PRSS'ED=PRESSURED
FLOW;
JUMP=POSSIBLE
HYDRAULIC JUMP; SUBCR=SUBCRITICAL
FLOW
***
SUMMARY OF ENERGY GRADIENT. LINE
ALONG SEWERS
,-------------------------------------------------+------------------------------
UPST MANHOLE
SEWER
_. .
JUNCTURE LOSSES DOWNST MANHOLE
MANHOLE ENERGY
FRCTION
BEND
BEND LATERAL LATERAL MANHOLE
ENERGY
'SEWER
-------------------------------------------------------------------------------
ID NO ID
NO. ELEV FT
FT
K COEF
LOSS FT K
COEF LOSS FT ID
FT
100.0
200.0
20.00 4999.29
30.00 5001.20
1.69
1.75
1.00
1.32
0.00
0.16
0.00 0.00 10.00
0.00 0.00 20.00
4997.60
4999.29
300.0
40.00 5002.82
1.61
0.05
0.01
0.00 0.00 30.00
5001.20
400.0
50.00 5004.58
1.76
0.05
0.01
0.00 0.00 40.00
5002.82
'500.0
60.00 5004.80
0.21
0.10
0.0.1
0.00 0.00 50.00
5004.58
600.0
70.00 5004.88
0.01
0.50
0.06
0.00 0.00 60.00
5004.80
'BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER.
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
' NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
1
STORYBOOK
POND
OUTFALL STORMSEWER
STORYBOOK
POND
OUTFALL STORMSEWER
1 ,
18 , 20 ,
3 , 2 , 1 , .8
500
300
.2 , Y
2 ,
100
4.9
3.8 , 2.7
, 2.2 , 1.8
1.4
.89
7
10
4999.6
0 1 100 0
0
0
'
8.8
0 1
.5 0 0 0
0
0
20
5000.5
100 1 200
0
0
0
8.8
0, 1
.5 0 0, 0
0
0
'
30
8.8
5008.7
0 1 1
200 1 300
.5 0 0 1 0
0
0
0
0
0
40
5013.3
300 1 400
0
0
0
8.8
0, 1
.5 0 0, 0
0
0
50
5012.3
400 1 500
0
0
0
8.8
0 1
.5 0 0, 0
0
0
60
5010.4
500 1 600
0
0
0
8.8
0, 1
.5 0 0 0
0
0
70
5010.4
600 0 0 0
0
0
8.8
0 1
.5 0 0 0
0
0
6
'
100
90 .9
4999.8 .013
1
0
1
29 0
200
441.82
, .4 , 5001.55 ,
.013
,
1.32
0 1 24 0
300
441 , .4
, 5003.32 , .013
.05
0
1 24 0 ,
'
400
500
441 , .4
55 , .9
, 5001,01 , .013
5005.3 .013
.1
.05
0
0 1
1 24 0
24 0
600
1, 1
5005.31 .013
.5
0
1
24 0
0 ,
1 , 24
0
500
55 .4
5005.3 .013
ANALYSIS OF PIPE BETWEEN PONDS' A + B
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TRI A
CHART '1-
IB0 10,000
ISO 8,000 EXAMPLE (I) (23 (31
IS6 6
5,000 D•42 inenve (3.S toot)'
6.
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144 S.
132 o feel
3,000 _ S.
120 (2) 2.1 7.4 :( -
2.000 (3) 2.2 7.7 4.
106
so in test A. ¢ .:: -.. 3.
i 96 ,000
Boo r_
= _
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= 300 �y 1.8 c 1.5
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c N 0 ENTRAN s
o — L PE W 1.0 . ✓
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30 (q atAsra Np .Ith < .!
w MaAN11 ' C .9 - e
33
C ... 20 (2) Groove sad with
W
30 headwall x •e B
pre)eetiug
2 .10
.7 7.
24 6 .7
6 To use wale (2) at (3) project
21 S horizontally to scats („,thee
4 use straight laelinw line through
0 sad 0 scales, or reverse as 16 ..6
3 lllwenlw. ✓jr
1s .-
2
112 HEADWATER DEPTH FOR
HEADWATER SCALES 263 CONCRETE PIPE CULVERTS
REVISED MAY1964 WITH INLET CONTROL
SURE" Op ►11MLIC I "OS .MN *43
Precedng page blank
1
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CHART 4
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INE
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4 .
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de CANNOT EXCEED TOP OF
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CANNOT
I I I I I I I I I I I I I I I I I
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is ti `•:BUREAU'OF"PUBLIC ROADS
JAN• 1964
T
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I 1 I I
CANNOT EXCEED TOP OF
CRITICAL DEPTH
CIRCULAR PIPE
STORYBOOK SWMM WITH OFF -SITE AREA
DRAINING TO RETENTION POND FOR SIZING OF
RETENTION POND EMERGENCY SPILLWAY
.
FORT COLLINS QUADRANGLE
COLORADO—LARIMER CO.
7.5 MINUTE SERIES (TOPOGRAPHIC) 5°00�
1
c1 I1 NTNNE. WI Ll 11 An.105.00'
0' 1497 12130000FEET 1498 1499 Wrttwr/nNAll 7�FEET
40°37'30'
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(;Ilplye I 1 G Porte Iq
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I
I ARIMER ___
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Junctlon e e
THE RN — Ij
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2 3
for
Zsl � 252
O
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Zsl C,o�vdyu,c� �
2
1 1 z
3
9
WATERSHED 1/0
yr Fully Developed Condition(FILE: STORYos.DAT) Phase I 6 II
1
STORYBOOK PUD SWMM ANALYSIS . by Faucett Engineering Services (ahf)-3/3/99
1
120 0 0
1.0 1 1.0 1
24
5.0
0.60
0.96 1.44
1.68 3.00 5.04 9.00 3.72 2.16 1.56
1.20
0.84 0.60
0.48 0.36 0.36 0.24 0.24 0.24 0.24
0.24
* Prepared
0.24 0.12
for:
0.12
City Fort Collins Stormwater
of Utility 6 Stewart s Assoc.
1
-2
.016 .25 .100 .30 .51 .50 .0018
1 251
319018.31 50..015
'
2 252
197115.39 50..015
* This run has
off -site drainage area added to retention pond in order
' to
determine
length of emergency spillway needed to pass this off -site
' area through
the retention pond.
+
3 260
2299105.6 10..017 <- �t-3L-p^$1(_t,1 Q'rt,A��I�
0
3
1
'
1
2 3
0
251 250
0 5 3.0 941. .030 0. 0. .013 3.0
10.0 941. .030 50. 50. .035 10.0
'
0
0
252 250
250 253
0 1 50.0 800. .030 50. 50. .035 10.0
11 2 0.1 1000. .001 0. 0. .013 0.1
0.0
0.0 .010 2.77 0.16 4.32 0.54 5.44
1.18
6.37- 2.07 7.2 3.20 7.91 4.51 8.57
5.09
8.80 6.01 39.44 6.65 77.92
0
253 254
0 2 2.0 1324. .004 0. 0. .013 2.0
0
254 260
0 1 2.0 750. .002 4. 4. .060 10.0
0
260 255
0 2 0.1 1000. .001 0. 0. .013 0.1
' SINCE POND 260 IS A RETENTION POND THE OUTLET HAS BEEN PLUGGED IN ORDER
' TO
DETERMINE THE REQUIRED VOLUME. SWMM MODEL HAS BEEN DELIBERATELY RUN
FOR
EXTENDED PERIOD TO GET ACCURATE RESULTS ON RETENTION REQUIREMENT.
0
6
1
250
251 252
253 259 260
ENDPROGRAM
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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)
80 = Weir Length L in feet
3.1 = Weir Coefficient
Weir Shape Broadcrested
Design Flow 127.2 (cfs)
Depth of
flow (ft)
Flow Over Weir
(cfs)
0.11
9.05
0.20
22.18
0.30
40.75
0.40
62.74
0.50
87.68
0.60
115.26
0.62
121.07
0.64
126.98
0.65
129.96
1.00
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— _—
LEGEND
�n SERVICE
EVISTHIM SEEMS
lown 11"I"
`i
MORRIS m
—�
SE STAINLESS* MKR
STREET
IMM :;: Ma ,
I FIRMS
MSIMM SETS
CREW Aft) WITIS
SEES
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111111M SEE I'm
IT
SCALE - I "=100-
/raM
ne
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2
;q ro 2' 40
;S
TYPICAL CROSS SEC77ON
OPEN GRADED DITCH TO RETENTION POND
N.T.S.
80
5000 5001.5
4:7 4.996.8
„ `•:6" 064. BURIED RIPRAP
SCALE — 1"=100• TYPICAL CROSS SECT70N
°e EMERGENCY SPILLWAY
/ N.T.S.
i
- 8' 8' 8'
I
4:7 4996.8 4,1
I - / 6" OW. BURIED RIPRA TYPICAL CROSS SEC77ON
N.T.S.
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City of Fort Collins, Colorado
LEGEND
I
W I
_
1
O ' I Or 80 = 4 I I I
r
r
O I I I
� 1 1
FUTURE.DEVELOPMENT 1 �
r__ J
I I '
I �
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I
raw 1 1
MUD A41R4W COURT T U R E
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5 AN O.J>t
MOUNTAIN VISTA DRIVE
wrtwc F15 awr-0E-x9r
_ __________________________________--___________________-___ ___-----_______--_-_____--___
------------ ____ __ _______ ___________________________
/ RORn-A_ _ _ _ _ _ _ _ _ _ _ _ _ __e1/&I(AlB.TI®7 ROND "6• V-1/36(Aa84DIB)
wr,wOe cme...r. Na
CONTOUR
SURFACE
,yam r.Ar.
SURFACE
INERlIk .s..
OEP1N
INCREMENT
WLUME
5.W
0
6.0
MW.14
1
0.W
670.66
7.0
10091.41
39W.14
1.0
61
8.0
16222.68
10091.41
LO
13 .33
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19552.91
1022268
1.0
17864.33.0
k10
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1955T91
1.0
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24227.23
22893.14
0.b
9422.82
WLUME PR0NDE0 LrBI
~
CONTOUR
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SURFACE
AREA "8"
OEP1H
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WLUYE
3.30
1
0
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1.0
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6.0
18866.31
10805.38
1.0
14 119 85
ZO
23225.W
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1.0
2120.70
6.0
2858519
23275.W
1.0
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9.0
W665.94
28585.29
1.0
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10.0
38746.W
33665.94
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MINE
USBD /4 Y'�A l6e Raw AHO /L ReIJS
DETENTION POND SUMMARY
KKUNE REOINREO IF 112,000 CF
KKUNE PROMOED - 221,162 CF
100 YEAR RSEL AA 5010.b
RE(£ASE RATE � B.8 Cis
R
24 OF 36
UTILITY PLANIs AMR WROM
an, WIN
aILLATION WIFER 411111�111111111 VIEW MAIN
m
h
YIxlKiulr.M
WLUME PR t0OW 152172.91