HomeMy WebLinkAboutDrainage Reports - 08/24/2000 (2)p )p=TY OF
FORT COLuNs lllA A troved Report o0
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FINAL DRAINAGE & EROSION
CONTROL STUDY
PRESTON CENTER AT WILD WOOD
BUSINESS PARK THIRD FILING
J
J R ENGINEERING
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FINAL DRAINAGE & EROSION
CONTROLSTUDY
PRESTON CENTER AT WILD WOOD
BUSINESS PARK THIRD FILING
Prepared for:
Western Property Advisors, Inc.
Stanford Plaza, Suite 100
3555 Stanford Road
Fort Collins, Colorado 80521
Prepared by:
JR ENGINEERING
2620 E. Prospect Rd., Suite. 190
Fort Collins, Colorado 80525
(970)491-9888
July 2, 1998
Revised April 11,2000
Revised January 17, 2000
June 12, 2000
Job Number 9177.07
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June 12, 2000
Mr. Basil Hamdan
City of Fort Collins Utilities
700 Wood Street
P.O. Box 580
Fort Collins, CO 80522-0580
ft)
J•R ENGINEERING
A Subsidiary of Westrian
RE: Final Drainage and Erosion Control Study for Preston Center at Wild Wood
Business Park Third Filing.
Dear Basil,
We are pleased to submit to you for your review and approval, this Final Drainage and
Erosion Control Study for Preston Center at Wild Wood Business Park Third Filing. All
computations within this report have been completed in compliance with the City of Fort
Collins Storm Drainage Design Criteria. This revised report addresses City of Fort
Collins Stormwater review comments dated May 1, 2000.
We appreciate your time and consideration in reviewing this submittal. Please call if you
have any questions.
Sincerely,
JR ENGINEERING
Prepared by,
Amber Reed, EIT
Design Engineer
2620 East Prospect Road, Suite 190, Fort Collins, CO 80525
970-491-9888 • Fax: 970=491-9984 • w ..jrengineering.com
,PDo RAG/ST"
:G V O
v
3344113
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Checked by,
Robert Almirall, PE
Project Manager
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TABLE OF CONTENTS
PAGE
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TABLE OF CONTENTS ...................................: ...........................................................................
ii
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1. INTRODUCTION.............................................................................................................1
1.1 Project Location.....................................................................................................1
1.2 Site Characteristics.................................................................................................1
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1.3 Soils.......................................................................................................................1
1.4 Purpose and Scope of Report .................................................................................
2
1.5 Design Criteria.......................................................................................................2
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1.6 Master Drainage Basin & Other Drainage Reports ...............................................
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2. HISTORIC DRAINAGE................................................................................................... 2
3. DEVELOPED FLOWS..................................................................................:.................. 3
3.1 Method................................................................................................................... 3
3.2 Exterior Flows........................................................................................................ 3
3.3 Onsite Flows.......................................................................................................... 3
3.4 Proposed Drainage Plan ......................................................................................... 3
3.5 Hydrologic Analysis of the Proposed Drainage Conditions .................................. 5
3.6 Curb Inlet Design................................................................................................... 7
3.7 Storm Sewer Design.............................................................................................. 7
4. DETENTION POND DESIGN......................................................................................... 8
4.1 SWMM Analysis................................................................................................... 8
5. MISCELLANEOUS.........................................................................................................10
5.1 Variances...............................................................................................................10
6. EROSION CONTROL.....................................................................................................10
6.1 Erosion and Sediment Control Measures..............................................................10
6.2 Dust Abatement....................................................................................................10
6.3 Tracking Mud on City Streets...............................................................................11
6.4 Maintenance..........................................................................................................11
6.5 Permanent Stabilization........................................................................................11
6.6 Variances Requested.............................................................................................11
7. REFERENCES.................................................................................................................12
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APPENDIX A
APPENDIX B
APPENDIX C
APPENDIX D
APPENDIX E
APPENDIX F
APPENDIX G
APPENDIX H
APPENDIX I
MAPS AND FIGURES
HYDROLOGIC COMPUTATIONS
CURB OPENING AND SIDEWALK CULVERT CALCULATIONS
INLET CALCULATIONS
PIPE CALCULATIONS
RIPRAP CALCULATIONS
EROSION CONTROL CALCULATIONS
DETENTION POND CALCULATIONS
SWMM MODEL
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1. INTRODUCTION
' 1.1 Project Location
Preston Center is located in the Northeast One -Quarter of Section 5, Township 6 North,
Range 68 West of the Sixth Principal Meridian, in the City of Ft. Collins, Larimer
' County, Colorado. (See Appendix A FIGURE 1 - VICINITY MAP.)
' The project is located on the south side of Harmony Road and the west side of County
Road 9. The site is bounded by proposed Gifford Court on the west property line, by
Harmony Road on the north, by the proposed extension of Timberwood Drive on the
south and by County Road 9 on the east.
1.2 Site Characteristics
Preston Center Third Filing consists of approximately 12.5 acres of land. The land is
' covered with rangeland grasses and weeds and has an existing farmhouse and
outbuildings on the site. The general topography of this site consists of fair to average
' covered rangeland. The slopes range from 1 to 2 percent across the site.
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The Preston Center, currently undeveloped, will be developed as a commercial and retail
property.
1.3 Soils
The soils for this site are Fort Collins loam (35) and Nunn clay loam (74) according to the
"Soil Survey for Larimer County Area, Colorado", prepared by the United States
Department of Agriculture Soil Conservation Service.
The Fort Collins series consists of deep, well drained soils that formed in alluvium. The
characteristics of the soil include slow runoff and slight erosion. The Nunn series
consists of deep, well -drained soils that formed in alluvium. The characteristics of the
soil include medium runoff, moderate water erosion, and slight wind erosion.
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1.4 Purpose and Scope of Report
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This report defines the proposed final drainage plan for Preston Center, including
consideration of all on -site and tributary off -site runoff. The plan includes design of all
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drainage facilities required for this development.
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1.5 Design Criteria
This report was prepared to meet or exceed the submittal requirements established in the
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"City of Fort Collins Storm Drainage Design Criteria and Construction Standards"
(SDDCCS), dated May 1984. Runoff computations were prepared for the 10-year minor
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and 100-yr major storm frequency utilizing the rational method.
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Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual"
1984, developed
(UDFCD), by the Denver Regional Council of Governments, has been
utilized.
1.6 Master Drainage Basin & Other Drainage Reports
This site is included in the McClellands Drainage Basin. The master study for this
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property is the "McClellands Basin Master Drainage Plan" by Greenhorn and O'Mara,
Inc., 1986.
' 2. HISTORIC DRAINAGE
' The site has an irrigation lateral running through the middle of the property that creates a
small ridge. This lateral serves only this site and will be abandoned and removed with
this development. Historic flows from the site drained from the center of the property to
the northeast and southeast. Runoff north of the lateral and runoff from Harmony Road
has historically been intercepted by the irrigation ditch that exists on the south side of
Harmony Road. The flows from the south and east traditionally ran southeast to the ditch
of County Road 9.
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3. DEVELOPED FLOWS
' 3.1 Method
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The Rational Method was used to determine both the 10-year and 100-year flows for the
subbasins indicated in this drainage report. A detailed description of the hydrologic
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analysis is provided in section 3.4 of this report. The resulting 100-year runoff values
were used to define design discharges
at design points identified along streets, low points,
and drainage swales.
Detention is required and is provided using a detention pond located in the southeast
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portion of the site. The allowed release for the ponds is 0.5 cfs/acre for the 100-year
event and 0.2 cfs/acre for the 10-year event in accordance with the McClellands Master
Drainage Plan. This pond has been sized utilizing UDSWMM and the input and output
data are included in Appendix I. The hydrologic analysis was conducted for developed
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flows only.
3.2 Exterior Flows
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The only exterior flows entering the site are from Preston Center First Filing. These
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flows will enter the detention area by a storm pipe and are accounted for in the SWMM
Model. The runoff from Harmony Road will continue to flow into the irrigation ditch as it
historically has done and therefore was not accounted for in off -site flows.
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3.3 Onsite Flows
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Flows within this site will take the form of overlot, street, or conduit flow. The existing
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drainage patterns have been kept as close to the historical drainage as possible and
flows limit
routing to the amount of required drainage structures and facilities. All lots
will be graded to cant' flows away from structures to the streets and proposed detention
pond.
' 3.4 Proposed Drainage Plan
A summary of the drainage patterns within each subbasin and at each design point is
' provided in the following discussion patterns. Discussions of the detailed design of
drainage facilities are included in Sections 3.6 and 3.7.
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' Runoff from Subbasin 101 is conveyed via sheet flow and gutter flow to a double
' Type 16 combination inlet at Design Point 1. The flows are then conveyed to the
detention pond via pipe flow.
' Runoff from Subbasin 102 is conveyed via sheet and gutter flow to a 5' Type `R'
inlet at Design Point 2. From there it joins the flows from Sub -basin 101 and is
' conveyed to the detention pond via pipe flow.
Subbasin 103 includes the parking lot in the northeast portion of the site. The
runoff from this subbasin is conveyed via sheet and gutter flow to a 5' Type `R'
' inlet at Design Point 3. This runoff joins runoff from subbasins 101 and 102 to be
diverted to the detention pond.
Runoff from Subbasin 104 is conveyed via sheet and gutter flow to a 5' curb cut
and sidewalk chase at Design Point 4 that directly discharges into the detention
pond.
' Subbasin 105 includes parking areas, parts of buildings, and landscaped areas.
Runoff from this area is conveyed via sheet and gutter flow to a 4' curb cut and
' sidewalk chase that leads to the detention pond.
Runoff from Subbasin 106 is conveyed via sheet and gutter flow to a 10' Type
"R" inlet at Design Point 6 and piped to the detention pond.
' Subbasin 107 contains the eastern half of Gifford Court. Runoff from this
subbasin is conveyed via sheet and gutter flow to an existing 4' Type `R' inlet at
' design point 7. This flow is carved in a storm pipe to the detention area.
' Subbasin 108 includes the southern half of the hotel and the landscaped area
south of it. This runoff is conveyed via overland and Swale flow to a Type `C'
inlet at Design Point 8, where it joins flows from Subbasins 106 and 107 to be
carried to the detention pond.
Runoff from Subbasin 109 is conveyed via sheet and gutter flow across the
parking lot to a 4' curb opening at Design Point 9 that leads to the detention pond.
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Subbasin 110 contains the detention pond and the area that overland flows into
the detention pond.
Subbasin 111 contains the north area of the site. This area includes the existing
' irrigation ditch. Runoff from this subbasin is conveyed via overland flow and
swale flow to the existing irrigation ditch. The sub -basins imperviousness has
' only slightly changed by the addition of sidewalks. These sidewalks will have
minimal effect on the drainage patterns and flows. From this information the
' assumption that the area is very close to historic and undeveloped and therefore
the basin was not included in any release calculations.
Subbasin 112 contains the area that drains directly to Timberwood Drive. Runoff
from this area is conveyed via sheet flow and gutter flow to an existing inlet at
Design Point 12. This basin and its flows and drainage structure were designed
with the Timberwood Drive plans and have not been altered.
Subbasin 113 contains the historic farm site and cannot, for historic reasons, be
regraded: The existing grading directs the runoff from this subbasin to County
Road 9 and because of the historic significance of this site, this condition will
continue.
3.5 Hydrologic Analysis of the Proposed Drainage Conditions
The Rational Method was used to determine both 10-year and 100-year peak runoff
values for each subbasin. The Rational Method utilizes the SDDCCS equation:
Q = CrCIA
(1)
where Q is the flow in cubic feet per second (cfs), A is the total area of the basin in acres,
Cf is the storm frequency adjustment factor, C is the runoff coefficient, and I is the
' rainfall intensity in inches per hour. The frequency adjustment factor (C) is 1.0 for the
initial 10-year storm and 1.25 for the major 100-year storm.
' The appropriate rainfall intensity information was developed based on rainfall intensity
duration curves in the SDDCCS Manual.
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tIn order to utilize the rainfall intensity curves, the time of concentration is required. The
' following equation was used to determine the time of concentration.
' to=t,+tt (2)
where t. is the time of concentration in minutes, t, is the initial or overland flow time in
' minutes, and tt is the travel time in the channel, pipe, or gutter in minutes. The initial or
overland flow time is calculated with the equation:
' t, = [1.87(1.1 - CCf)LOs]/(S)0s3 (3)
' where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the
average slope of the basin in percent, and C and Cr are as defined previously.
All hydrologic calculations associated with the subbasins are attached in Appendix B of
' this report. Table 3.1 provides a summary of design flows.
' DRAINAGE SUMMARY TABL
Design
Point
Tributary
Sub -basin
Area
(ac)
C (10)
C (100)
tc (10)
(min)
tc (100)
(min)
Q(10)tot
(cfs)
Q(100)tot
(cfs)
1
101
2.26
0.80
1.00
5.1
5.0
8.6
22.5
2
102
0.28
0.74
1 0.92
5.0
5.0
1.0
2.6
3
103
0.74
0.65
0.81
5.0
5.0
2.3
6.0
4
104
1.16
0.80
0.99
5.0
5.0
4.4
11.5
5
105
1.14
0.68
0.85
5.0
5.0
3.8
9.7
6
106
1.02
0.69
0.86
5.0
5.0
3.4
8.8
7
107
0.53
0.63
0.78
8.0
6.3
1.4
3.8
8
108
0.48
0.47
0.59
11.2
9.9
0.8
2.2
9
109
1.40
0.61
0.76
12.3
11.3
3.0
7.9
110
1.43
0.18
0.22
12.2
12.2
0.9
2.3
111
1.56
0.20
0.25
14.6
14.6
1.0
2.6
12
112
1.14
0.65
0.81
5.1
5.1
3.5
9.0
113
0.73
0.29
0.36
9.6
9.2
0.8
2.1
10
Total to Pond
10.45
0.63
0.79
15.1
13.4
20.9
56.2
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3.6 Curb Inlet Design
Inlets were sized using the computer program UDINLET that was developed by James C.
Y. Guo of the University of Colorado at Denver. Computer output files for the inlet
sizing are provided in Appendix D of this report (See Table 3.2 below for sizes). Curb
cuts were sized using the software program Flowmaster developed by Haestad Methods,
Inc. All inlets and curb cuts are designed to convey the 100-year peak flows. All inlet
locations are shown on the Utility Plans for the construction of this project. The
Drainage and Erosion Control Plan and the Storm Sewer Profile sheet show and label the
inlet locations and/or sizes.
TABL 3. SUMMARY ®F STO I1yI. T REOUIREMEN7iS
LOCATION
INLET
SIZE
(feet)
INLET
CONDITION
DESIGN
INTAKE
(cfs)
DP 1
Double Comb.
Sump
22.5
DP 2
5' Type "R"
Sump
2.6
DP 3
5' Type "R"
Sump
6.0
DP 6
10' Type "R"
Sump
8.8
DP 7
Exist. 4'Type "R"
Sump
3.8
DP 8
Type "C" Area
Inlet
Sump
2.2
DP 12
Exist. 10' Type
«R„
Sump
9.0
3.7 Storm Sewer Design
Storm sewer outlet pipes from inlets are sized based on the theoretical capacity of the
inlets during the 100-year storm. All other culverts are sized to convey the peak 100-year
flows calculated using the Rational Method. The computer program StormCAD,
developed by Haestad Methods, Inc., was used for the storm pipe design. StormCAD
considers whether a culvert is under inlet or outlet control and if the flow is uniform,
varied, or pressurized and applies the appropriate equations (Manning's, Kutter's, Hazen -
Williams etc). The output from StormCAD can be found in Appendix E. Final
hydraulic grade lines for storm sewers have been calculated and are shown on the final
utility drawings. Table 3.3 is a summary of the storm sewer system.
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' A flared end section and riprap is required at all storm sewer outfalls. Riprap is sized
according to the pipe size and the flow conditions at the outlet. Guidelines from the
"Urban Storm Drainage Criteria Manual" (UDFCD) were used to design the riprap
' outfalls. All riprap calculations can be found in Appendix F for all storm sewer outfalls.
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ABL ffl SUM Y OF STO SEWEMS�
LOCATION
PIPE
DIAMETER
(inches)
MINIMUM
SLOPE
(%)
DESIGN
DISCHARGE
(cfs)
Existing storm to STMH-2
24" RCP
0.29
10.86
DP 6 to STMH-2
18" RCP
0.80
8.80
STMH-2 to STMH-1
24" RCP
1.07
19.66
STMH-1 to DP 8
27" RCP
0.51
19.66
DP 8 to Pond
27" RCP
0.50
21.86
DP 3 to STMH-4
18" RCP
0.50
6.00
STMH-4 to DP2
18" RCP
0.50
6.00
DP 2 to STMH-3
24" RCP
0.56
8.60
DP 1 to STMH-3
24" RCP
2.55
22.50
STMH-3 to Pond
30" RCP
0.59
31.10
Pond Outlet to STMH-5
21" RCP
0.83
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' 4. DETENTION POND DESIGN
4.1 SWMM Analysis
' Detention is required and will be provided for on the Preston Center site. The detention
for the site is a comprehensive plan that relays storm water from Preston Center First
' Filing to the Third Filing and finally to the Second Filing, Country Ranch. The detention
ponds were sized using UDSWMM. The proposed pond on the Preston Center Third
Filing site is located on the south side of the property. A SWMM schematic is shown in
Appendix I.
' In accordance with the McClellands Basin Master Drainage Plan criteria, the maximum
10-year release rate from the site is 0.2 cfs/acre and the 100-year release is 0.5 cfs/acre.
This pond is accepting flows from the upstream detention pond (pond #302) in Preston
Center First Filing. The tributary area from the Preston Center Third Filing site into the
' detention pond #304 is 10.38 acres. This results in an allowable release rate from the
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Preston Center Third Filing property of 2.08 cfs for the 10-year event and 5.19 cfs for the
' 100-year event. The 10-year release rate of 2.08 cfs from the third filing site plus the
flow through release rate of 2.42 cfs from the Preston Center First Filing site totals an
overall release rate from Pond 304 of 4.50 cfs during the 10-year event. The Preston
' Center First Filing release rate of 4.00 cfs during the 100-year event plus the 5.19 cfs
release from Preston Center Third filing allows an overall release rate from Pond 304 of
' 9.19 cfs during the 100-year event.
' To meet the allowable release rates, orifice plates are required for the 100-year outlet pipe
and the 10-year outlet pipe. Orifice plate sizing and the stage -discharge curve was
t calculated using the orifice equation which states,
Qo = CoA, [2g(h-Ej]"
where Q. = orifice outflow (cfs)
Co = orifice discharge coefficient
g = gravitational acceleration
' Aa = effective area of the orifice (ft')
Ea = geometric center elev of the orifice (ft) or downstream tailwater elev
' h = water surface elevation (ft)
' From the SWMM analysis, the required storage volume for the 10-year event is 0.90
acre-feet. The required storage volume for the 100-year event is 1.70 acre-feet. The
actual storage volumes and release rates from the SWMM analysis is summarized in
' Table 4.2. The final WSEL for the 10-year and 100-year event respectively is 4924.07
feet and 4925.24 feet. The primary spillway in basin 109 across the parking lot has an
' elevation of 4925.40. A secondary spillway exists on the other side of the island in the
parking lot. This secondary spillway has an elevation of 4925.60. The berm for the
' detention pond ranges from a 4925.90 to a 4926.40, maintaining at least a 0.5-foot
freeboard.
4.2 D U � ND SUS ARY
10-YR EVENT
100-YR EVENT
Max. WSEL
4924.07'
4925.24'
Active Storage Volume
0.9 ac-ft
1.7 ac-ft
Required Storage Volume
0.9 ac-ft
1.7 ac-ft
Actual Max. Release Rate
4.2 cfs
9.1cfs
Allowable Release Rate
4.5 cfs
9.2 cfs
Outlet conditions
814/16" dia. Orifice opening
21"pipe w/ 13'/16" dia.
Orifice plate
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MISCELLANEOUS
5.1 Variances
A variance is requested for Section 9.2 of the SDDCCS for the City of Fort Collins.
Section 9.2 of the SDDCCS requires that one foot of freeboard be provided. Due to site
constraints the freeboard provided for this site is 0.5 feet. Therefore, a variance is
requested for section 9.2 of the SDDCCS for a freeboard less than the one -foot
requirement. This design still allows the minimum freeboard for building finished floors
and does not cause safety concerns.
EROSION CONTROL
6.1 Erosion and Sediment Control Measures
Erosion and sedimentation will be controlled on -site by use of inlet filters, silt fences,
straw bale barriers, and gravel construction entrances. (See the Drainage and Erosion
Control Plan in the back pocket for details.) The measures are designed to limit the
overall sediment yield increase due to construction as required by the City of Fort
Collins. A construction schedule showing the overall time frame for construction
activities is contained in Appendix G and also shown on the Erosion Control Plan.
Silt fences or straw bale dikes will be utilized in limited areas adjacent to any stripping
stockpiles that are created during grading. They will also be used to slow runoff around
the perimeter of the site, along the north and east property line of Preston Center. (See
Erosion Control Plan for notes relating to placement of silt fence.)
6.2 Dust Abatement
During the performance of the work required by these specifications or any operations
appurtenant thereto, whether on right-of-way provided by the City or elsewhere, the
contractor shall furnish all labor, equipment, materials, and means required. The
Contractor shall carry out proper efficient measures wherever and as necessary to reduce
dust nuisance, and to prevent dust nuisance, which has originated from his operations
from damaging crops, orchards, cultivated fields, and dwellings, or causing nuisance to
persons. The Contractor will be held liable for any damage resulting from dust
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' originating from his operations under these specifications on right-of-way or elsewhere.
' 6.3 Tracking Mud on City Streets
It is unlawful to track or cause to be tracked mud or other debris onto city streets or
rights -of -way unless so ordered by the Director of Engineering in writing. Wherever
' construction vehicles access routes or intersect paved public roads, provisions must be
made to minimize the transport of sediment (mud) by runoff or vehicles tracking onto the
paved surface. Stabilized construction entrances are required per the detail shown on the
Erosion Control Plan, with base material consisting of 6" coarse aggregate. The
contractor will be responsible for clearing mud tracked onto city streets on a daily basis.
6.4 Maintenance
All temporary and permanent erosion and sediment control practices must be maintained
and repaired as needed to assure continued performance of their intended function. Straw
' bale dikes or silt fences will require periodic replacement. Sediment traps (behind hay
bale barriers) shall be cleaned when accumulated sediments equal about one-half of trap
tstorage capacity. Maintenance is the responsibility of the developer.
' 6.5 Permanent Stabilization
All soils exposed during land disturbing activity (stripping, grading, utility installations,
' stockpiling, filling, etc.) shall be kept in a roughened condition by ripping or disking
along land contours until mulch, vegetation or other permanent erosion control is
installed. No soils in areas outside project street rights of way shall remain exposed by
land disturbing activity for more than thirty (30) days before required temporary or
permanent erosion control (e.g. seed/ mulch, landscaping, etc.) is installed, unless
otherwise approved by the Stormwater Utility. Vegetation shall not be considered
' established until the maintenance period (two growing seasons) and cover requirements,
as stated in the City of Fort Collins Storm Drainage Design Criteria and Construction
Standards, have been met.
6.6 Variances Requested
There are no variances requested for erosion control for Preston Center.
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7. REFERENCES
"Storm
1.
City of Fort Collins, Drainage Design Criteria and Construction
'
Standards", (SDDCCS), dated May 1984.
2.
Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria
'
Manual", Volumes 1 and 2, dated March 1969, and Volume 3 dated September
1992.
'
"McClellands
3.
Basin Master Drainage Plan," by Greenhorn & O'Mara, Inc., 1986
"Final
4.
Drainage and Erosion Control Study for Wild Wood Farm P.U.D., Second
'
Filing," by RBD, Inc. Engineering Consultants, December 15, 1993.
5.
"Final Drainage and Erosion Control Study for Wild Wood Farm P.U.D., Third
'
Filing," by RBD, Inc. Engineering Consultants, March 13, 1995.
' 6. "Preliminary Drainage Study for the Preston Center at Wild Wood," by RBD, Inc.
Engineering Consultants, November 20, 1995.
7. Final Drainage and Erosion Control Study for Timberwood Drive," by JR
' Engineering, Ltd., January, 1998.
8. "Final Drainage and Erosion Control Study for Preston Center Second Filing
' Country Ranch," by JR Engineering, Ltd., January 11, 1999.
' 9. "Final Drainage and Erosion Control Study for Preston Center at Wild Wood
Business Park First Filing," by JR Engineering, Ltd., October 23, 1998.
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APPENDIX A
MAPS AND FIGURES
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FORT COLLI
CITY LIMITS
00
PROJECT
LOCATION
HEWLET PACKARD
HARMONY ROAD
FORT COLLINS CITY LIMITS
MOUNTAIN CREST
HOSPITAL
TIMBERW006
IVE
WILDWOOD TOWNHOMES COR@
Opp TT
INDIGO CIR. N.
PRESTON JR HIGH
INDIGO CT
O
NINEBARK OR.
Of
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INDIGO CIR. S.
U
FORT COLLINS CITY LIMITS
VICINITY MAP
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APPENDIX B
HYDROLOGIC
COMPUTATIONS
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RUNOFF COEFFICIENTS & % IMPERVIOUS
LOCATION: PRESTON CENTER 3rd FILING
PROJECT NO: 9177.07
COMPUTATIONS BY: A. Reed
DATE: I/4100
Recommended Runoff Coefficients from Table 3-3 of City of Fort Collins Design Criteria
Recommended % Impervious from Urban Storm Drainage Criteria Manual
Streets, parking lots (asphalt):
Sidewalks (concrete):
Roofs:
Lawns (flat <2%, sandy soil):
Runoff
%
coefficient
Impervious
C
0.95
100
0.95
96
0.95
90
0.10
0
JR Engineering
2620 E. Prospect Rd., Ste. 190
Fort Collins, CO 8525
SUBBASIN
DESIGNATION
TOTAL
AREA
(ac.)
TOTAL
AREA
(sq.tt)
ROOF
AREA
(sq•n)
PAVED
AREA
(sq.it)
SIDEWALK
AREA
(sq.n)
LANDSCAPE
AREA
(sq.tt)
RUNOFF
COEFF.
(C)
%,
Impervious
101
2.26
98,556
17,381
56,475
7,659
17.041
0.80
81
102
0.28
12,109
1,488
6,513
1,112
2,996
0.74
74
103
0.74
32,187
2,779
16,827
1,253
11,328
0.65
64
104
1.16
50,492
9,658
28,164
3,496
9,174
0.80
80
105
1.14
49,684
8,947
22,128
2,844
15.765
0.68
66
106
1.02
44,559
7,848
19,674
3,509
13,528
0.69
68
107
0.53
23,227
0
11,972
2,450
8,806
0.63
62
108
0.48
20,995
8,950
0
150
11,896
0.47
39
109
1.40
60,880
11,660
22,203
2,513
24.504
0.61
58
110
1.43
62,469
4,336
0
1,509
56.624
0.18
9
111
1.56
67,802
0
0
7,992
59,810
0.20
11
112
1.14
49,797
0
27,705
4,479
17,613
0.65
64
113
0.73
32,000
789
2,763
3,631
24,817
0.29
22
Total to Pond
10.45
455,158
73,046
183,956
26,494
171,662
0.63
60
Total
13.88
604,758
73,835
214,424
42.596
273,902
0.57
53
Equations
- Calculated C coefficients & % Impervious are area weighted
C=E(Ci Ai) /At
Ci = runoff coefficient for specific area, Ai
Ai = areas of surface with runoff coefficient of Ci
n = number of different surfaces to consider
At = total area over which C is applicable; the sum of all Ai's
917707FLOW.XLS
0
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JR Engineering
2620 E. Prospect Rd., Ste. 190
Fort Collins, CO 80525
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 10-Yr Storm)
LOCATION:
PRESTON CENTER 3rd FILING
PROJECT NO:
9177.07
COMPUTATIONS BY:
A. Reed
DATE:
1/4/00
10 yrstorm, Ci=
1.00
DIRECT RUNOFF
CARRY OVER
TOTAL
REMARKS
Design
Point
Tributary
Sub -basin
A
(ac)
C Of
tc
(min)
1
(in/hr)
O (10)
(cfs)
from
Design
Point
O (10)
(cfs)
0(10)tot
(cfs)
1
101
2.26
0.80
5.1
4.75
8.64
8.6
Double Combination Inlet
2
102
0.28
0.74
5.0
4.87
1.00
1.0
10' Type R Inlet
3
103
0.74
0.65
5.0
4.87
2.34
2.3
5' Type R Inlet
4
104
1.16
0.80
5.0
4.78
4.40
4.4
5' Curb Cut
5
105
1.14
0.68
5.0
4.87
3.78
3.8
4' Curb Cut
6
106
1.02
0.69
5.0
4.87
3.45
3.4
Type D Area Inlet
7
107
0.53
0.63
8.0
4.14
1.39
1.4
Existing 4' Type R Inlet
8
108
0.48
0.47
11.2
3.63
0.82
0.8
Type C Area Inlet
9
109
1.40
0.61
12.3
3.48
2.96
3.0
4' Curb Cut
110
1.43
0.18
12.2
3.50
0.90
0.9
111
1.56
0.20
14.6
3.22
1.00
1.0
12
112
1.14 1
0.65
5.1
4.75
3.52 1
3.5 1
Existing 10'Type R Inlet
113
0.73
0.29
9.6
3.86
0.83
0.8
10
Total to Pond
10.45
0.63
15.1
3.17
20.86
20.9 1
Pond Outlet
O=CICIA
0 = peak discharge (cfs)
C = runoff coefficient
Cr = frequency adjustment factor
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99)
A = drainage area (acres) i = 41.44 / If 0. tCy"'
917707FLOW.XLS
JR Engineering
2620 E. Prospect Rd., Ste. 190
Fort Collins, CO 80525
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 1 00-Yr Storm)
LOCATION: PRESTON CENTER 3rd FILING
PROJECT NO: 9177.07
COMPUTATIONS BY: A. Reed
DATE: 1/4/00
100 yr storm, Cf = 1.25
DIRECT RUNOFF
CARRY OVER
TOTAL
REMARKS
Des.
Point
Area
Design.
A
(ac)
C Cf
tc
(min)
i
(in/hr)
Q (100)
(cfs)
from
Design
Point
Q (100)
(cfs)
O(100)tot
(cfs)
1
101
2.26
1.00
5.0
9.95
22.51
22.5
Double Combination Inlet
2
102
0.28
0.92
5.0
9.95
2.56
2.6
10' T pe R Inlet
3
103
0.74
0.81
5.0
9.95
5.98
6.0
5'Type R Inlet
4
104
1.16
0.99
6.0
9.95
11.47
11.5
5' Curb Cut
5
105
1.14
0.85
5.0
9.95
9.65
9.7
4' Curb Cut
6
106
1.02
0.86
5.0
9.95
8.80
8.8
Type D Area Inlet
7
107
0.53
0.78
6.3
9.13
3.82
3.8
Existing 4' Type R Inlet
8
108
0.48
0.59
9.9
7.79
2.20
2.2
Type C Area Inlet
9
109
1.40
0.76
11.3
7.40
7.86
7.9
4' Curb Cut
110
1.43
0.22
12.2
7.15
2.30
2.3
111
1.56
0.25
14.6
6.59
2.57
2.6
12
112
1.14
0.81
5.1
9.70
9.00
9.0 lExisting
10' Type R Inlet
113
0.73
0.36
9.2
8.03
2.14
2.1
10
Total to Pond
10.45
0.79
13.4
6.84
56.25
56.2 IPond
Outlet
Q=CiA
Q = peak discharge (cfs)
C = runoff coefficient
i = rainfall intensity (in/hr) from City of Fort Collins OF curve (4/16199)
A = drainage area (acres) 1= 84.682 f (to+ tc)"
Release Rates
Total area draining to Pond 304 =
24.20
acres
Allowable Release Rate for the 100-yr= 0.5 cis per acre =
12.10
cfs
Allowable Release Rate for the 10-yr= 0.2 cfs per acre =
4.84
cfs
Pond Release Rate for 100-year =
7.39
cfs
Pond Release Rate for 10-year=
3.01
cfs
917707FLOWALS
I
1
1
u
0
1
1
APPENDIX C
CURB OPENING AND
SIDEWALK CULVERT
CALCULATIONS
1
11
1
11
11
n
[1
1
1
11
Curb Cut Calculations
Worksheet for Rectangular Channel
Project Description
Project File
x:\917707\drainage\final 3-00\preston3.fm2
Worksheet
Curb Cut at DP 4
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.013
Channel Slope
0.006600 ft/ft
Bottom Width
5.00 ft
Discharge
11.50 cfs
Results
Depth
0.48
ft
Flow Area
2.39
ft2
Wetted Perimeter
5.96
ft
Top Width
5.00
ft
Critical Depth
0.55
ft
Critical Slope
0.003920 ft/ft
Velocity
4.81
ft/s
Velocity Head
0.36
ft
Specific Energy
0.84
ft
Froude Number
1.23
Flow is supercritical.
04/08/00 FlowMaster v5.15
03:50:02 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Curb Cut Calculations
Worksheet for Rectangular Channel
' Project Description
Project File
x:\917707\drainage\final 3-00\preston3.fm2
Worksheet
Curb Cut for DP 5
Flow Element
Rectangular Channel
Method
Manning's Formula
'
Solve For
Channel Depth
Input Data
'
Mannings Coefficient
0.013
Channel Slope
0.006000 ft/ft
Bottom Width
4.00 ft
'
Discharge
9.70 cfs
'
Results
Depth
0.50
ft
Flow Area
2.01
ftz
Wetted Perimeter
5.01
ft
Top Width
4.00
ft
Critical Depth
0.57
ft
Critical Slope
0.004150 ft/ft
'
Velocity
4.82
ft/s
Velocity Head
0.36
ft
Specific Energy
0.86
ft
'
Froude Number
1.20
Flow is supercritical.
1
'0410atOO FlowMaster v5.15
03:50:29 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
I
Curb Cut Calculations
Worksheet for Rectangular Channel
Project Description
Project File
x:\917707\drainage\final 3-00\preston3.fm2
Worksheet
Curb Cut for DP 9
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mann ings Coefficient
0.013
Channel Slope
0.010000 ft/ft
Bottom Width
4.00 ft
'
Discharge
7.90 cfs
1
[1
t
1
Results
Depth
0.37
ft
Flow Area
1.49
ftz
Wetted Perimeter
4.75
ft
Top Width
4.00
ft
Critical Depth
0.49
ft
Critical Slope
0.004181 ft/ft
Velocity
5.29
ft/s
Velocity Head
0.43
ft
Specific Energy
0.81
ft
Froude Number
1.53
Flow is supercritical.
04/08/00 FlowMaster v5.15
03:55:29 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
I
1
Swale in Sub -basin 108 h—A
Worksheet for Trapezoidal Channel
Project Description
Project File
x:\917707\drainage\final 3-00\preston3.fm2
Worksheet
Swale in basin 108
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
'
Mannings Coefficient
0.060
Channel Slope
0.014000 ft/ft
Left Side Slope
4.000000 H : V
'
Right Side Slope
6.000000 H : V
Bottom Width
0.00 ft
Discharge
2.92 cfs
Results
Depth
0.65
ft
Flow Area
2.13
ft2
Wetted Perimeter
6.66
ft
Top Width
6.53
ft
Critical Depth
0.46
ft
Critical Slope
0.087804
ft/ft
Velocity
1.37
ft/s
Velocity Head
0.03
ft
Specific Energy
0.68
ft
Froude Number
0.42
Flow is subcritical.
tNotes:
Q=Q(100) x 133%
1
06101 /00
' 01:15:30 PM
FlowMaster v5.15
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
I
I
I
APPENDIX D
INLET CALCULATIONS
11
1
1
1
1
------------------------------------------------------------------------------
' UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
CIVIL ENG DEPT. U OF COLORADO AT DENVER
----------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
---------------------------------------------------------------
SER:JR ENGINEERS-DENVER CO ..................................................
ON DATE 04-08-2000 AT TIME 15:12:58
1** PROJECT TITLE: Preston 3rd
' *** COMBINATION INLET: GRATE INLET AND CURB OPENING:
*** GRATE INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 1
INLET HYDRAULICS: IN A SUMP. �✓�
GIVEN INLET DESIGN INFORMATION:
INLET GRATE WIDTH (ft)= 1.87
INLET GRATE LENGTH (ft)= 3.25
INLET GRATE TYPE =Type 16 Grate Inlet
NUMBER OF GRATES = 2.00
' SUMP DEPTH ON GRATE (ft)= 0.17
GRATE OPENING AREA RATIO M = 0.60
IS THE INLET GRATE NEXT TO A CURB ?-- YES
' Note: Sump is the additional depth to flow depth.
STREET GEOMETRIES:
' STREET LONGITUDINAL SLOPE (%) = 0.70
STREET CROSS SLOPE M = 1.20
STREET MANNING N = 0.016
GUTTER DEPRESSION (inch)= 2.00
GUTTER WIDTH (ft)
' STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) = 33.44
GUTTER FLOW DEPTH (ft) = 0.57
FLOW VELOCITY ON STREET (fps)= 3.28
FLOW CROSS SECTION AREA (sq ft)= 6.88
GRATE CLOGGING FACTOR M = 50.00
' CURB OPENNING CLOGGING FACTOR(%)= 20.00
INLET INTERCEPTION CAPACITY:
' FOR 2 GRATE INLETS:
DESIGN DISCHARGE (cfs)= 22.50
IDEAL GRATE INLET CAPACITY (cfs)= 19.47
BY FAA HEC-12 METHOD:
FLOW INTERCEPTED (cfs)= 9.74
BY DENVER UDFCD METHOD:
' FLOW INTERCEPTED (cfs)= 9.74
*** CURB OPENING INLET HYDRAULICS AND SIZING:
' INLET ID NUMBER: 1
I
1
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)= 7.00
HEIGHT OF CURB OPENING (in)= 6.00
INCLINED THROAT ANGLE (degree)= 0.00
LATERAL WIDTH OF DEPRESSION (ft)= 2.00
SUMP DEPTH (ft)= 0.17
Note: The sump depth is additional depth to flow depth.
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)= 16.17
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)=
' *** SUMMARY FOR THE COMBINATION INLET:
THE TOTAL DESIGN PEAK FLOW RATE
(cfs)=
BY FAA HEC-12 METHOD:
'
FLOW INTERCEPTED BY GRATE INLET
(cfs)=
FLOW INTERCEPTED BY CURB OPENING(cfs)=
TOTAL FLOW INTERCEPTED
(cfs)=
'
CARRYOVER FLOW
(cfs)=
BY DENVER UDFCD METHOD:
FLOW INTERCEPTED BY GRATE INLET
(cfs)=
FLOW INTERCEPTED BY CURB OPENING
(cfs)=
'
TOTAL FLOW INTERCEPTED
(cfs)=
CARRYOVER FLOW
(cfs)=
7
1
r-,
12.76
12.76
0.00
12.76
12.76
0.00
22.50
9.74
12.76
22.50
0.00
9.74
12.76
22.50
0.00
III
1
------------------------------------------------------------------------------
' UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
FSER:JR ENGINEERS-DENVER CO ........ .......................................
ON DATE 04-08-2000 AT TIME 15:13:56 4919 r
I** PROJECT TITLE: Preston 3rd
1
11
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 2
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)=
HEIGHT OF CURB OPENING (in)=
INCLINED THROAT ANGLE (degree)=
LATERAL WIDTH OF DEPRESSION (ft)=
SUMP DEPTH (ft)=
Note: The sump depth is additional
STREET GEOMETRIES:
5.00
^�lij�Q-�-1z
06 0
(/
0.00
2.00
0.17
depth
to flow depth.
STREET
LONGITUDINAL
SLOPE (%) =
1.00
STREET
CROSS SLOPE
M =
1.00
STREET
MANNING N
=
0.016
GUTTER
DEPRESSION
(inch)=
2.00
GUTTER
WIDTH
(ft) =
2.00
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) = 13.75
GUTTER FLOW DEPTH (ft) = 0.30
FLOW VELOCITY ON STREET (fps)= 2.33
FLOW CROSS SECTION AREA (sq ft)= 1.11
GRATE CLOGGING FACTOR M = 50.00
CURB OPENNING CLOGGING FACTOR(%)= 20.00
INLET INTERCEPTION CAPACITY:
'
IDEAL INTERCEPTION CAPACITY (cfs)=
BY FAA HEC-12 METHOD: DESIGN FLOW
6.46
(cfs)=
2.60:QtCD
FLOW INTERCEPTED
(cfs)=
2.60
CARRY-OVER FLOW
(cfs)=
0.00
'
BY DENVER UDFCD METHOD: DESIGN FLOW
(cfs)=
2.60
FLOW INTERCEPTED
(cfs)=
2.60
CARRY-OVER FLOW
(cfs)=
0.00
7
�j
------------------------------------------------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
' DEVELOPED BY
CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
---------------------------------------------------------------------------
SER:JR ENGINEERS-DENVER CO .................................................
ON DATE 04-08-2000 AT TIME 15:14:57
t * *
1
1
goo (yr
PROJECT TITLE: Preston 3rd
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 3
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)=
HEIGHT OF CURB OPENING (in)=
INCLINED THROAT ANGLE (degree)=
LATERAL WIDTH OF DEPRESSION (ft)=
SUMP DEPTH (ft)=
Note: The sump depth is additional
STREET GEOMETRIES:
'
STREET
LONGITUDINAL
SLOPE (%) =
STREET
CROSS SLOPE
(%) =
STREET
MANNING N
=
GUTTER
DEPRESSION
(inch)=
'
GUTTER
WIDTH
(ft) =
C
III
t
1
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) =
GUTTER FLOW DEPTH (ft) =
FLOW VELOCITY ON STREET (fps)=
FLOW CROSS SECTION AREA (sq ft)=
GRATE CLOGGING FACTOR M =
CURB OPENNING CLOGGING FACTOR(%)=
5. 00 —%'�pZ
6.00 �/
0.00
2.00
0.17
depth to flow depth.
5.00
3.75
0.016
2.00
2.00
5.89
0.39
7.34
0.82
50.00
20.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)=
BY FAA HEC-12 METHOD: DESIGN FLOW
FLOW INTERCEPTED
CARRY-OVER FLOW
BY DENVER UDFCD METHOD: DESIGN FLOW
FLOW INTERCEPTED
CARRY-OVER FLOW
8.24
(cfs) =
(cfs) =
(cfs) =
(cfs) =
(cfs) =
(cfs) =
6.00
0.00
6.00
6.00
0.00
a'1 , •,
t
------------------------------------------------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
' DEVELOPED BY
CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
---------------------------------------------------------------------------
SER:JR ENGINEERS-DENVER CO .................................................
ON DATE 04-08-2000 AT TIME 15:15:57 in D
t** PROJECT TITLE: Preston 3rd
*** CURB OPENING INLET HYDRAULICS AND SIZING:
' INLET ID NUMBER: 6
' INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)= 10 . 0 0 = rye G
HEIGHT OF CURB OPENING (in)= 6.00 U
' INCLINED THROAT ANGLE (degree)= 0.00
LATERAL WIDTH OF DEPRESSION (ft)= 2.00
SUMP DEPTH (ft)= 0.17
' Note: The sump depth is additional depth to flow depth.
STREET GEOMETRIES:
' STREET LONGITUDINAL SLOPE (%) = 1.00
STREET CROSS ,SLOPE (%) = 0.50
STREET MANNING N = 0.016
' GUTTER DEPRESSION (inch)= 2.00
GUTTER WIDTH (ft) = 2.00
1
1
u
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) = 37.00
GUTTER FLOW DEPTH (ft) = 0.35
FLOW VELOCITY ON STREET (fps)= 2.43
FLOW CROSS SECTION AREA (sq ft)= 3.59
GRATE CLOGGING FACTOR (%)= 50.00
CURB OPENNING CLOGGING FACTOR(°%)= 15.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)=
BY FAA HEC-12 METHOD: DESIGN FLOW
FLOW INTERCEPTED
CARRY-OVER FLOW
BY DENVER UDFCD METHOD: DESIGN FLOW
FLOW INTERCEPTED
CARRY-OVER FLOW
11.79
(cfs) =
8. 80 =Q1a6
(cfs)=
8.80
(cfs) =
0.00
(cfs)=
8.80
(cfs)=
8.80
(cfs) =
0.00
t
1
1
1
1
1
1
i
1
1
1
1
1
1
1
1
i
1
.1
1
0
CDOT Drainage Manual, 1995
an a
OO N p
A
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co
4 00 N
J�!
54
++
00 N .0
3
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�
.-6 tl
0
vd
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e�1 0. d
N
Mr4Y+
O
a o w
%. +1 L
a � >> 8
1-40
� a L
W
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u
4
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tJ M U
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1 1 1
P-
Chapter 13 - Storm Drains
ILI
(:Iaa;)
31W9 Z3711I 410 (103;'t3A0 'dalvm Q c[moa 30 HXMCI
13-A-10
9
O
in
D
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1
------------------------------------------------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
' DEVELOPED BY
CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
----------------------------------------------------------------------------
SER:JR ENGINEERS-DENVER CO .................................................
ON DATE 04-08-2000 AT TIME 15:22:07
** PROJECT TITLE: Preston 3rd
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 12 i e X!'S}A /t)
INLET HYDRAULICS: IN A SUMP.
'
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH
(ft)=
HEIGHT OF CURB OPENING
(in)=
'
INCLINED THROAT ANGLE (degree)=
LATERAL WIDTH OF DEPRESSION
(ft)=
SUMP DEPTH
(ft)=
'
Note: The sump depth is additional
STREET GEOMETRIES:
'
STREET
LONGITUDINAL
SLOPE (%) _
STREET
CROSS SLOPE
(%) _
STREET
MANNING N
=
GUTTER
DEPRESSION
(inch)=
'
GUTTER
WIDTH
(ft) _
1
1
1
STREET FLOW HYDRAULICS:
10.00
6.00
0.00
2.00
0.17
depth to flow depth.
1.20
2.00
0.016
2.00
2.00
WATER SPREAD ON STREET
(ft) =
14.88
GUTTER FLOW DEPTH
(ft) =
0.46
FLOW VELOCITY ON STREET
(fps)=
3.74
FLOW CROSS SECTION AREA
(sq ft)=
2.38
GRATE CLOGGING FACTOR
(%)=
50.00
CURB OPENNING CLOGGING
FACTOR(°%)=
15.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)=
15.80
BY FAA HEC-12 METHOD:
DESIGN FLOW
(cfs)=
9.00
FLOW INTERCEPTED
(Cfs)=
9.00
CARRY-OVER
FLOW (cfs)=
0.00
BY DENVER UDFCD METHOD:
DESIGN FLOW
(cfs)=
9.00
FLOW INTERCEPTED
(Cfs)=
9.00
CARRY-OVER
FLOW (cfs)=
0.00
1
I
1
1
1
1
1
�u
APPENDIX E
PIPE CALCULATIONS
I
1
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0 0 It 0 0
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v V rn 0 0
@) 6 N Oi n
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n 0 n ri
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p = .�..
0)
v v v v v
O O O O O
cqocqcq
p (7 W
0) 0) () W 0)
v v v v v
M v 100 N
p>
0 0 0 0 0
_
vvvvv
a o
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n n 0 Oi )0
N N N N N
(.� v
01 W O) 0) 0)
=
vvvvv
N N
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N V) M co) Cl)
(� W
(31 0) c) m 0)
vvvvvyv
n N 0 a)
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cm N N M 1- 0 0
N cl 7 a
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co co co m covvvvvvv
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M Cl N N cad cM� O
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rn rn N m W Oi N
v v v v v v v
v 0) c N 0
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v v a v v v a
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w
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0 0 0 0 0
m
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0 0 0 0 00 0 0
O O O O O O O
c (p
N N m 0) 0) N O)
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a) lQ
C C C C C c c
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p o= D~ a c
c (D g a) rn O m
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[n OI p O) N p
c C c 2 =
N
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wu)50wm(n0
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to
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Pond 304 outlet
POND 305
Project Title: Preston 3rd Project Engineer: JR ENGINEERING, LTD.
x:\917707\drainage\final 1-06-00\pond-out.stm JR Engineering, Ltd StormCAD v1.5 [158]
01/11/00 02:49:50 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
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APPENDIX F
RIPRAP
CALCULATIONS
I
7
L
1
1
1
1
1
LOCATION: PRESTON3RD
ITEM: RIPRAP CALCULATIONS FOR CIRCULAR CONDUIT OUTLETS
t COMPUTATIONS BY: ALR
SUBMITTED BY: JR ENGINEERING
DATE: 4/8100
' From Urban Strom Drainage Critenal Manual, March 1969
(Referenced figures are attached at the end of this section)
Q = discharge, cis
' D = diameter of circular conduit, ft
Y, = tailwater depth, ft
V = allowable non -eroding velocity in the downstream channel, ft/s
' = 7.0 ft/s for erosion resistant soils
= 5.5 ft/s for erosive soils
From
From
'
Design
Tailwater Allowable
Fig. 5-7
Table 5-1
Type o1
Flow
Diam.
Depth Velocity
0.
YL
Riprap
d6o
LOCATION Pipe
Oro, (cls)
D (1t)
Yt (It) V (ft/s)
DIM
D
Type
(in)
DP 8 to Pond RCP
21.86
2.3
1.64 5.5
6.48
0.73
Type L
9.0
'
DP 1 to Pond RCP
31.1
2.5
2.00 5.5
7.87
0.80
Type L
9.0
11
1
1
d
' 917707RIPRAP.XLS
' LOCATION: PRESTON3RD
ITEM: RIPRAP CALCULATIONS FOR CIRCULAR CONDUIT OUTLETS
'
COMPUTATIONS BY: ALR
SUBMITTED BY: JR ENGINEERING
DATE: 4/8/00
'
From Urban Strom Drainage Criterial Manual, March 1969
(Referenced figures are attached at the end of this section)
Q = discharge, cfs
D = diameter of circular conduit, ft
'
Yt = tailwater depth, ft
V = allowable non -eroding velocity in the downstream channel, ft/s
= 7.0 ft/s for erosion resistant soils
'
= 5.5 ft/s for erosive soils
Figure 5-6
From
Riprap Riprap
Figure 5-9
Min. L
'
Depth Depth Width
Expansion
L = (1/(2tanq))
from
to L/2 L/2 to L of Riprap O
Factor At = ON
•(At(Yt-W)
Figure 5-8, L
Use L
LOCATION (in) (in) (ft) D"
1/(2 tan 0) (it`)
(ft)
(ft)
(ft)
DP 8 to Pond 18.0 13.5 6.75 2.9
6.7 3.97
1.16
6.75
6.75
'
DP 1 to Pond 18.0 13.5 7.5 3.1
6.7 5.65
2.19
7.5
7.50
1
[1
1
1
L'
1
' 917707RIPRAP.XLS
'
DRAINAGE CRITERIA MANUAL
MAJOR DRAINAGE
'
Table 5-1
'
CLASSIFICATION AND GRADATION
OF ORDINARY RIPRAP
Riprap % Smaller Than
Intermediate Rock d50*
'
Designation Given Size
Dimension
By Weight
(Inches) (Inches)
Type VL 70-100
12
'
50-70
9
35-50
6 6**
'
2-10
2
Type L 70-100
15
50-70
12
'
35-50
9 9**
2-10
3
Type M 70-100
21
50-70
18
35-50
12 12
2-10
4
'
Type H 100
30
50-70
24
35-50
18 18
'
2-10
6
Type VH 100
42
'
50-70
33
35-50
24 24
2-10
9
*d50 = Mean particle size
'
** Bury types VL and l with native top soil
from vandalism.
and revegetate to protect
'
5.2 Wire Enclosed Rock
Wire enclosed rock refers to rocks that
are bound together in a
wire basket so that they act as a single
unit. One of the major
'
advantages of wire enclosed rock is that
it provides an alternative in
situations where available rock sizes are
too small for ordinary
'
riprap. Another advantage is the versatility
that results from the
regular geometric shapes of wire enclosed
rock. The rectangular
'
blocks and mats can be fashioned into almost
any shape that can be
1
11-15-82
1
DRAINAGE CRITERIA MANUAL
RIPRAP
1
1
1
1
1
1
1
1*4
r^q
MEN
,
ENEEMEM
MEN
0
W
PAMISPAIM
EMM
E
NA
No
EM!NAFFINi-A
MAE
No
-.49-HAIPP""P
00
.2 A Y /D .6 .8
t
Use Do instead of D whenever flow is supercritical in the barrel.
**Use Type L for a distance. of 3D downstream.
FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR
CONDUIT OUTLET.
11-15-82
URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT
1
1
1
1
1
1
DRAINAGE CRITERIA MANUAL
7
7
G = Expansion Angle
mmmmmmmm
0
0
rA
rA
VJA
SAO '
a
0
SEE
D
mummmmom
m-WEEMENE
•
II
RIPRAP
.1 .2 .3 .4 .5 .6 J X
TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D
FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS
I 1-15-82
URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT
4/8/00
LOCATION: PRESTON 3RD
ITEM: RIPRAP CALCULATIONS FOR OPEN CHANNELS
COMPUTATIONS BY:ALR
'
SUBMITTED BY: JR ENGINEERING
Riprap requirements for a stable channel lining are based on the
equation from Storm Drainage Design Criteria, City of Fort Collins, CO, May 1984
V So'" = 5.8
(d5o) (Se W.
'
where: V = mean channel velocity (fVs)
S = longitudinal channel slope (ft/ft)
S, = specific gravity of rock (minimum S, = 2.50)
'
d5o = rock size in feet for which 50 percent of the riprap by weight is smaller
Determine if riprap is required using Table 8-2
'
Longitudinal Specific
Class of d5o Min. Riprap
Velocity Slope Gravity V !f Froude
Is Riprap Table 8-1 Thickness
LOCATION (ft/s) (ft/ft) of Rock (S, - 1)0'66 Number
F <0.8 ? Table 8-2 (in) (in)
Curb Cut at DP 4 4.81 0.006 2.5 1.54 1.2
FALSE 6 6 10.5
'
Curb Cut at DP 5 4.82 0.006 2.5 1.55 1.2
FALSE 6 6 10.5
Curb Cut at DP 9 5.29 0.01 2.5 1.85 1.5
FALSE 6 6 10.5
1
1
1
1
' 917707RIPRAP.XLS
1
1'
1
1
1
f Ort C_016nS
Table 8-1
CLASSIFICATION AND GpaDATION OF ORDINARY RZpRAp
4 of Total. Weight
QraP Designation
Smaller than the Stone Size
drat
Given Size (in ids)
(Inchi
Class 6tt
70 100 BS
50-70
35
35-50 10
6
2-10 <1
Class 12
70-100 440
50770
275
35-50 85
12
2-10 3
Class 18
100 127550-70
655
35-50 27S
18
2-10 10
Class 24
100 3500
50-70
1700
35-50 655
29
2-10 35
Table 8-2
RSPP.AP R QUnU24 2TTS FOR CEP-MM LI2.m Gstt
VSo•17/(S_1)o.cc.). Rock TVPejy-
0 to 1 44 No Riprap Required
4.1 . to 5.8 . Class 6 Riprap
5.to Class 12 Riprap
7.2 to . Class 18 Riprap
to 8.2 Class 24 Riprap
tUse S,=2.5 unless the source of rock and its densities are known at the time
of design.
ItTable valid only for Froude number of 0.8 or less and side slopes no
steeper than 2h:ly.
I
1
1
1
1
1
1
1
1
1
J
APPENDIX G
EROSION CONTROL
CALCULATIONS
I
JR Engineering, Ltd.
2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525
1
1
1
1
RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT: PRESTON CENTER THIRD FILING STANDARD FORM A
COMPLETED BY: ALR DATE: 11-Apr
DEVELOPED
ERODIBILM
Asb
Lsb
Ssb
At • LI
AI • Si
Lb
Sb
PS
SUBBASBJ(s)
ZONE
(AC)
(FT)
(%)
(Fl)
(%)
(%)
101
MODERATE
2.26
574
2.8
1298.7
6.2
102
0.28
150
1.8
41.7
0.5
103
0.74
232
1.8
171.4
1.3
104
1.16
433
1.5
501.9
1.8
105
1.14
425
1.6
484.8
1.8
106
1.02
219
1.0
224.0
1.1
107
0.53
455
1.3
242.6
0.7
108
0.48
300
1.2
144.6
0.6
109
1.40
416
0.8
581.4
1.1
110
1.43
396
1.8
567.9
2.5
111
1.56
826
2.3
1285.7
3.6
112
1.14
733
1.4
838.0
1.6
113
0.73
668
1.2
490.7
0.9
Total 1
1 13.88
1 1
1
6873.39 1
23.74
1 495
1 1.7
1 79.8%
Ash = Sub -basin area
Lsb = Sub -basin flow path length
Ssb = Sub -basin slope
Lb = Average flow path length = sum(Ai Li)/sum(Ai)
Sb = Average slope = sum(Ai Si)/Sum (Ai)
PS is taken from Table 8-a (Table 5.1, Erosion Control Reference Manual) by interpolation.
' An Erosion Control Plan will be developed to contain PS% of the rainfall sedimentation
that would normally flow off a bare ground site during a 10-year, or less, precipitation event.
1
1
1
1
1
1
' Erosion.xls
' JR Engineering
2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525
1
[1
1
1
1
7-
L
EFFECTIVENESS CALCULATIONS
PROJECT:
PRESTON 3RD
STANDARD FORM B
COMPLETED BY:
ALR
DATE: 11-Apr-00
EROSION CONTROL
C-FACTOR
P-FACTOR
METHOD
VALUE
VALUE
COMMENT
BARE SOIL
1.00
1.00
SMOOTH CONDITION
ROUGHENED GROUND
1.00
0.90
ROADS/WALKS
0.01
1.00
GRAVEL FILTERS
1.00
0.80
PLACED AT INLETS
SILT FENCE
1.00
0.50
SEDIMENTTRAP
1.00
0.50
STRAW MULCH (S = 1-5%)
0.06
1.00
FROM TABLE 8B
STRAW BARRIERS
1.00
0.80
EFF = (I-C*P)* 100
MAJOR
SUB
BASIN AREA
EROSION CONTROL METHODS
BASIN
BASIN
(Ac)
101
2.26
ROADS/WALKS
1.47 Ac.
ROUGHENED GR.
0.40 Ac.
STRAW/MULCH
0.39 Ac.
GRAVEL FILTER
NET C-FACTOR
0.19
NET P-FACTOR
0.79
EFF = (1-C*P)* 100 =
84.8%
102
0.28
ROADSIWALKS
0.18 Ac.
ROUGHENED GR.
0.03 Ac.
STRAW/MULCH
0.07 Ac.
GRAVEL FILTER
NET C-FACTOR
0.14
NET P-FACTOR
0.79
EFF = (1-C*P)* 100 =
88.6%
103
0.74
ROADS/WALKS
0.42 Ac.
ROUGHENED GR.
0.06 Ac.
STRAW/MULCH
0.26 Ac.
GRAVEL FILTER
NET C-FACTOR
0.11
NET P-FACTOR
0.79
EFF = (1-C*P)*100 =
91.0%
104
1.16
ROADSIWALKS
0.73 Ac.
ROUGHENED GR.
0.22 Ac.
STRAW/MULCH
0.21 Ac.
GRAVEL FILTER
NET C-FACTOR
0.21
NET P-FACTOR
0.78
EFF = (1-C*P)* 100 =
83.6%
' 917707EROSION.XLS
I
1
1
1
L_ J
1
11
0
1
[1
J
1
JR Engineering
2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525
PROJECT:
PRESTON 3RD
STANDARD FORM B
COMPLETED BY:
ALR
DATE: 11-Apr-00
EROSION CONTROL
C-FACTOR
P-FACTOR
METHOD
VALUE
VALUE
COMMENT
BARE SOIL
1.00
1.00
SMOOTH CONDITION
ROUGHENED GROUND
1.00
0.90
ROADS/WALKS
0.01
1.00
GRAVEL FILTERS
1.00
0.80
PLACED AT INLETS
SILT FENCE
1.00
0.50
SEDIMENTTRAP
1.00
0.50
STRAW MULCH (S = 1-5%)
0.06
1.00
FROM TABLE 8B
STRAW BARRIERS
1.00
0.80
EFF = (I-C*P)* 100
MAJOR
SUB
BASIN AREA
EROSION CONTROL_ METHODS
BASIN
BASIN
(Ac)
105
1.14
ROADS/WALKS
0.57 Ac.
ROUGHENED GR.
0.21 Ac.
STRAW/MULCH
0.36 Ac.
GRAVEL FILTER
NET C-FACTOR
0.20
NET P-FACTOR
0.79
EFF = (1-C*P)* 100 =
84.0%
106
1.02
ROADS/WALKS
0.53 Ac.
ROUGHENED GR.
0.18 Ac.
STRAW/MULCH
0.31 Ac.
GRAVEL FILTER, SILT
FENCE
NET C-FACTOR
0.20
NET P-FACTOR
0.39
EFF = (1-C*P)* 100 =
92.2%
107
0.53
ROADS/WALKS
0.33 Ac.
ROUGHENED GR.
0.00 Ac.
STRAW/MULCH
0.20 Ac.
SILT FENCE
NET C-FACTOR
0.03
NET P-FACTOR
0.50
EFF = (1-C*P)*100 =
98.6%
108
0.48
ROADSIWALKS
0.00 Ac.
ROUGHENED GR.
0.21 Ac.
STRAW/MULCH
0.27 Ac.
STRAW BALES, GRAVEL FILTER
NET C-FACTOR
0.46
NET P-FACTOR
0.61
EFF = (1-C*P)* 100 =
71.8%
109
1.40
ROADS/WALKS
0.57 Ac.
ROUGHENED GR.
0.27 Ac.
STRAW/MULCH
0.56 Ac.
GRAVEL FILTER
NET C-FACTOR
0.22
NET P-FACTOR
0.78
EFF = (1-C*P)* 100 =
82.8%
917707EROSION.XLS
1
Li
1
1
JR Engineering
2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525
PROJECT:
PRESTON3RD
STANDARD FORM B
COMPLETED BY:
ALR'
DATE: 11-Apr-00
EROSION CONTROL
C-FACTOR
P-FACTOR
METHOD
VALUE
VALUE
COMMENT
BARE SOIL
1.00
1.00
SMOOTH CONDITION
ROUGHENED GROUND
1.00
0.90
ROADS/WALKS
0.01
1.00
GRAVEL FILTERS
1.00
0.80
PLACED AT INLETS
SILT FENCE
1.00
0.50
SEDIMENT TRAP
1.00
0.50
STRAW MULCH (S = 1-5%)
0.06
1.00
FROM TABLE 8B
STRAW BARRIERS
1.00
0.80
EFF = (1-C*P)* 100
MAJOR
SUB
BASIN AREA
EROSION CONTROL METHODS
BASIN
BASIN
(Ac)
110
1.43
ROADS/WALKS
0.03 Ac.
ROUGHENED GR.
0.10 Ac.
STRAW/MULCH
1.30 Ac.
SEDIMENT TRAP
NET C-FACTOR
0.12
NET P-FACTOR
0.50
EFF = (1-C*P)*100 =
93.8%
111
1.56
ROADS/WALKS
0.18 Ac.
ROUGHENED GR.
0.00 Ac.
STRAW/MULCH
1.37 Ac.
SILT FENCE
NET C-FACTOR
0.05
NET P-FACTOR
0.50
EFF = (1-C*P)* 100 =
97.3%
112
1.14
ROADS/WALKS
0.74 Ac.
ROUGHENED OR.
0.00 Ac.
STRAW/MULCH
0.40 Ac.
SILT FENCE
NET C-FACTOR
0.03
NET P-FACTOR
0.50
EFF = (1-C*P)*100 =
98.6%
113
0.73
ROADS/WALKS
0.15 Ac.
ROUGHENED OR.
0.02 Ac.
STRAW/MULCH
0.57 Ac.
SILT FENCE
NET C-FACTOR
0.07
NET P-FACTOR
0.50
EFF = (1-C*P)* 100 =
96.3%
TOTAL AREA =
13.98 ac
'
TOTAL EFF =
89.5% ( E (basin area * eff) / total area
REQUIRED PS =
79.8%
'
Since 89.5% > 79.8%, the proposed plan is o.k.
917707EROSION.XLS
PAGE 23
I
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0 1 c c c c c c r c c c c v c c c c c c c c c c c c v = CO M CJ q= M g moo q q M == q co qqq = q q m
1
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TABLE 5.1
1
1
1
1
1
CONSTRUCTION SEQUENCE
PROJECT: Preston Center Third Filing STANDARD FORM C
COMPLETED BY: ALR DATE: 14Jan-00
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.
MONTH 1 2 1 3 4 1 5 6 7 8 9 1 10 11 1 12
Demolition
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 Tom -
Sand
V:
Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other
Vegetative:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting IN
Sod Installation _
Netti ngs/Mats/Blankets
Other
BUILDING CONSTRUCTION
STRUCTURES: INSTALLED BY: CONTRACTOR MAINTAINED BY: DEVELOPER
VEGETATION/MULCHING CONTRACTOR: TO BE DETERMINED BY BID
DATE SUBMITTED: APPROVED BY LARIMER COUNTY ON:
917707EROSION.XLS,1 /14/00
1
1
1
1
1
1
1
PRESTON CENTER THIRD FILING
EROSION CONTROL COST ESTIMATE
JOB NO. 9177.07
F.ROSTON CONTROT. MRARITRFC
COMPLETED BY: ALR
ITEM
DESCRIPTION
UNITS
I UNIT COST
IQUANTITY
I TOTAL COST
1
TEMPORARY SEED & MULCH
ACRE
$ 655.00
6
$ 4,118.59
2
SILT FENCE
LF
$ 3.00
2,637
$ 7,910.91
3
GRAVEL CONSTRUCTION ENTRANCE
EACH
$ 500.00
2
$ 1,000.00
4
INLET PROTECTION
EACH
$ 250.00
5
$ 1,250.00
5
STRAW BALES
LF
$ 3.25
2
$ 6.50
6
SEDIMENT TRAP
EACH
1 $ 500.00
1
$ 500.00
COST $ 14,786.00
CITY RF.SFFT)INC. COST POP TOTAT CTTR APPA
ITEM
DESCRIPTION
UNITS
I UNIT COST
QUANTITY
I TOTAL COST
1
RESEED/MULCH
ACRE
$ 615.00
13.9.
$ 8,538.25
COST $ 8,538.25
SECURITY DEP(
REQUIRED EROSION CONTROL SECURITY DEPOSIT WITH FACTOR OF 150% $ 22,179.00
I
APPENDIX H
DETENTION POND
CALCULATIONS
I
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DETENTION VOLUME CALCULATIONS
Rational Volumetric (FAA) Method
10-Year Event
LOCATION: P119jEeTNAME Pre -Ste rt'S"'t
PROJECT NO: Pfeject number 9 1-7-1.6-7
COMPUTATIONS BY: year me A., /L,e,cnf
DATE: date 3(13(o 0
Equations: A trib. To pond = 10.38
Developed flow = Qp = CIA C (10) = 0.66
Vol. In = Vi = T C I A = T Qp Developed C A = 8.56
Vol. Out = Vo =K QPo T QPp = 2.08
storage = S = Vi - Vo K = 0.98
Rainfall intensity from City of Fort Collins IDF Curve with updated 1999 rainfall
JR Engineering
acre
acre
cfs (0.2 cfs/acre)
(from fig 2.1)
Storm
Duration, T
(min)
Rainfall
Intensity, I
(in/hr)
Qp
(cfs)
Vol. In
Vi
(ft3)
Vol. Out
Vo
(ft3)
Storage
S
(ft3)
Storage
S
(ac-ft)
5
4.87
41.7
12511
610
11901
0.27
10
3.80
32.6
19534
1221
18313
0.42
20
2.75
23.6
28275
2441
25833
0.59
30
2.19
18.7
33718
3662
30056
0.69
40
1.83
15.7
37629
4883
32746
0.75
50
1.58
13.6
40672
6103
34568
0.79
60
1.40
12.0
43161
7324
35837
0.82
70
1.26
10.8
45269
8545
36724
0.84
80
1.15
9.8
47098
9766
37332
0.86
90
1.05
9.0
48715
10986
37729
0.87
100
0.98
8.4
50167
12207
37960
0.87
110
0.91
7.8
51484
13428
38057
0.87
120
0.85
7.3
52692
14648
38044
0.87
130
0.81
6.9
53808
15869
37939
0.87
140
0.76
6.5
54845
17090
37755
0.87
150
0.72
6.2
55815
18310
37504
0.86
160
0.69
5.9
56726
19531
37195
0.85
170
0.66
5.6
57586
20752
36834
0.85
180
0.63
5.4
58401
21972
36428
0.84
r
equired Storage Volume: 38057 ft3
0.87 acre-ft
917707pnd.xls, FAA- 10yr
DETENTION VOLUME CALCULATIONS
Rational Volumetric (FAA) Method
100-Year Event
LOCATION: Preston Center 3rd
PROJECT NO: 9177.07
COMPUTATIONS BY: A. Reed
DATE: 3/13/00
Equations: Area trib. to pond =
10.38
Developed flow = Qo = CIA C (100) =
0.83
Vol. In = Vi = T C I A = T Qp Developed C A =
8.6
Vol. Out = Vo =K QPo T Release rate, QPo =
5.2
storage = S = Vi - Vo K =
0.98
Area, C value and discharge are only for tributary areas not intercepted by Ponds 301 and 302
Rainfall intensity from City of Fort Collins IDF Curve with updated (3.67") rainfall
JR Engineering
acre
acre
cfs (0.5 cfs/acre)
(from fig 2.1)
Storm
Duration, T
(min)
Rainfall
Intensity, I
(in/hr)
Op
(cfs)
Vol. In
Vi
03)
Vol. Out
Vo
(ft)
Storage
S
(ft3)
Storage
S
(ac-ft)
5
9.95
85.2
25562
1526
24036
0.55
10
7.77
66.5
39905
3052
36853
0.85
20
5.62
48.1
57759
6103
51656
1.19
30
4.47
38.3
68877
9155
59721
1.37
40
3.74
32.0
76864
12207
64657
1.48
50
3.23
27.7
83078
15259
67820
1.56
60
2.86
24.5
88162
18310
69851
1.60
70
2.57
22.0
92465
21362
71103
1.63
80
2.34
20.0
96200
24414
71786
1.65
90
2.15
18.4
99503
27465
72038
1.65
100
1.99
17.1
102467
30517
71950
1.65
110
1.86
15.9
105157
33569
71588
1.64
120
1.75
14.9
107623
36621
71002
1.63
130
1.65
14.1
109901
39672
70228
1.61
140
1.56
13.3
112018
42724
69294
1.59
150
1.48
12.7
113999
45776
68223
1.57
160
1.41
12.1
115859
48828
67032
1.54
170
1.35
11.5
117615
51879
65736
1.51
180
1.29
11.0
119278
54931
64347
1.48
Required Storage Volume: 72038 ft3
1.65 acre-ft
917707pnd.xls, FAA-100yr
Pond 304
Proposed Detention Pond - Stage/Storage
LOCATION: PRESTON CENTER THIRD FILING
PROJECT NO: 9177.07
COMPUTATIONS BY: ALR
SUBMITTED BY: JR ENGINEERING, LTD.
DATE: 3/13/00
V = 1 /3 d (A + B + sgrt(A'B))
where V = volume between contours, ft3
d = depth between contours, ft
A = surface area of contour
Outlet invert
10-yr WSEL
100-yr WSEL
Spill elev
Stage
(ft)
Surface
Area
(ft)
Incremental
Storage
(ac-ft)
Total
Storage
(ac-ft)
4920.3
0
4921
3192
0.02
0.02
4922
11543
0.16
0.18
4923
16416
0.32
0.50
4923.9
20195
0.38
0.87
4924
20615
0.05
0.92
4924.07
21420
0.03
0.95
4925
32115
0.57
1.52
4925.24
34008
0.18
1.70
4925.4
35269
0.13
1.83
4926
40000
0.52
2.35
917707pnd.xls
1
Pond 304
' Detention Pond Outlet Sizing
(10 yr event)
' LOCATION: PRESTON CENTER THIRD FILING
PROJECT NO: 9177.07
COMPUTATIONS BY: ALR
' SUBMITTED BY: JR ENGINEERING, LTD.
DATE: 3/13/00
Submerged Orifice Outlet:
' release rate is described by the orifice equation,
Qa = Cop, sgrt( 29(h-Eo))
where Qo = orifice outflow (cfs)
' Co = orifice discharge coefficient
g = gravitational acceleration = 32.20 ft/s
Ao = effective area of the orifice (ft`)
Eo = geometric center elevation of the orifice (ft)
h = water surface elevation (ft)
Pond 304
Qo = 4.44 cfs (10 yr. Allowable release)
outlet pipe dia = D = 21.0 in
Invert elev. = 4920.30 ft
Eo = 4919.90 ft (d/s HGL in pipe for 10-yr flow and 10-yr WSEL in d/s pond)
h = 4923.90 - 10 yr WSEL
Co = 0.64
solve for effective area of orifice using the orifice equation
Ao = 0.432 ft`
62.2 in`
orifice dia. = d = 8.90 in
' Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering)
d/ D = 0.42
kinematic viscosity, v = 1.22E-05 ft2/s
Reynolds no. = Red = 40/(ndv) = 6.24E+05
Co = (K in figure) = 0.64 check
Use d = 8.9 in = 8 14/16 in.
' Ao = 0.432 h` = 62.21 in`
Q = 4.44 cfs
1
' 917707pnd.xls
Pond 304
' Detention Pond Outlet Sizing
(100 yr event)
'
LOCATION:
PROJECT NO:
PRESTON CENTER THIRD FILING
9177.07
COMPUTATIONS BY:
ALR
SUBMITTED BY:
JR ENGINEERING, LTD.
'
DATE:
3/13/00
Submerged Orifice Outlet:
' release rate is described by the orifice equation,
Qo = CoAo sgrt( 2g(h-Eo))
where Qo = orifice ouff low (cfs)
Co = orifice discharge coefficient
g = gravitational acceleration = 32.20 ft/s
A0 = effective area of the orifice W)
' Eo = geometric center elevation of the orifice (ft)
h = water surface elevation (ft)
11
C�
Pond 304
Qo =
9.19
cfs (100yr allowable release)
outlet pipe dia = D =
21.0
in
Invert elev. =
4920.30
ft
Eo =
4922.00
ft (d/s HGL in pipe reflecting 100yr WSEL in d/s pond)
h =
4925.24
ft - 100 yr WSEL
Co =
0.67
solve for effective area of orifice using the orifice equation
Ao = 0.950 ft`
136.7 in`
orifice dia. = d = 13.19 in
Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering)
d/ D = 0.628
kinematic viscosity, v = 1.22E-05 ftz/s
Reynolds no. = Red = 40/(ndv) = 8.72E+05
Co = (K in figure) = 0.67 check
Use d = 13.19 In 13 3/16
A,, = 0.949 ft' = 136.64 in
Qmax = 9.18 cfs
0.1875
' 917707pnd.xls
280 5 Closed Conduit Flow
lied -
K
—I .M Ins Ine
1.1
0.4
0.
0.
0. to, 102 10
Rea = LQ
Figure 5-21 Flow coefficient K and Rea/K versus the
Reynolds number for orifices, nozzles,
and venturi meters (20, 23)
S�1�NI�NI�NI�NlON
IVA
top scale with the slanted lines to determine K for given values of d, D, Ah and
v. With K, we can then solve for Q from Eq. (5-31).
The literature on orifice flow contains many discussions concerning the
optimum placement of pressure taps on both the upstream and ' downstream
side of the orifice. The data given in Fig. 5-21 are for "corner taps.." That is, on
the upstream side, the pressure readings were taken immediately upstream of
the plate orifice (at the corner of the orifice plate and the pipe wall), and the
downstream tap was at a similar downstream location. However, pressure data
from flange taps (1 in. upstream and 1 in. downstream) and from the taps shown
in Fig. 5-19 all yield virtually the same values for K— the differences are no
greater than the deviations involved in reading Fig. 5-21.•
• For more precise values of K with specific types of taps. see the ASME report on fluid meters (20).
ze A
EX
and
the c
Assu
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eithe!
in pie
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J
7
Pond 304
Emergency Overflow Spillway Sizing
' LOCATION: PRESTON CENTER THIRD FILING
PROJECT NO: 9177.07
COMPUTATIONS BY: ALR
SUBMITTED BY: JR ENGINEERING, LTD.
' DATE: 3/9/00
Equation for flow over weir _ top of berm
Q = CLH32 '0 b
where C = weir coefficient = 2.6 + spill elevallon
�--
H = overflow height p 100 yr WSEL
L =length of the weir
' This pond has a spill elevation 0.2 ft above the maximum water surface elevation in the pond
Spillway will be designed with 0.5 ft flow depth, thus H = 0.5 ft
Size the spillway assuming that the pond outlet is completely clogged.
' Pond 304
Desired Spillway Flow
Q(100) = 53.3 cfs
Primary Spill
Elev = 4925.4 ft
L = 47 ft
HP = 0.5 ft
Secondary Spill
Elev = 4925.6 ft
L = 24 ft
Hs = 0.3 ft
Equivalent Single Spill Length
' Area of Primary flow = 23.5 ft2
Area of Secondary Flow = 7.2 ft'
Equivalent Length = 61.4 ft
Allowable Flow Over Spillway at Depth H
Q = CLH32
= 56.44 cfs
1
Spillway size is sufficient to carry the 100-year flow if the outlet is clogged and overtopping occurs.
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Pond 305
Proposed Detention Pond - Stage/Storage
LOCATION: BRISBEN HOMES
PROJECT NO: 9194.00
COMPUTATIONS BY: J. ZUNG
SUBMITTED BY: JR ENGINEERING, LTD.
DATE: 1/ 19/99
V = 1/3 d (A + B + sgrt(A*B))
where V = volume between contours, ft3
d = depth between contours, ft
A = surface area of contour
pond inv
10-yr WSEL.
100-yr WSEL-
spill elev -
top of berm -
Pond 305*
Stage
(ft)
Surface
Area
(ft)
Incremental
Storage
(ac-ft)
Total
Storage
(ac-ft)
4914.08
1820
0.04
0.00
0.00
4915
5567
0.13
0.07
0.08
4916
7273
0.17
0.15
0.23
4917
9499
0.22
0.19
0.42
4918
11195
0.26
0.24
0.66
4919
12959
0.30
0.28
0.93
4919.9
14701
0.34
0.29
1.22
4920
14895
0.34
0.03
1.25
4921
16903
.0.39
0.36
1.62
4921.9
18923
0.43
0.37
1.99
4922
19148
0.44
0.04
2.03
4922.1
19421
0.45
0.04
2.07
4922.5
20514
0.47
0.18
2.26
4923 1
21879 1
0.50 1
0.24
2.50
4924 1
35172 1
0.81 1
0.65 1
3.15
*reflects new grading as of 1/99
9194pnd305b.xls
Pond 305 Outlet Rating
Rating Table for Circular Channel
Project Description
Project File
x:\919400- bdsben\drainage\pond.fm2
Worksheet
pond 305 outlet
Flow Element
Circular Channel
'
Method
Manning's Formula
Solve For
Channel Depth
1
1
[J
1
1
1
Constant Data
Mannings Coefficient 0.013
Channel Slope 0.003000 ft/ft
Diameter 30.00 in
Input Data
Minimum Maximum Increment
Discharge 2.00 19.00 1.00 cfs
Rating Table
Discharge Depth Velocity
(cfs) (ft) (ft/s)
2.00
0.50
2.83
3.00
0.62
3.18
4.00
0.71
3.46
5.00
0.80
3.68
6.00
0.88
3.87
7.00
0.96
4.04
8.00
1.03
4.19
9.00
1.10
4.32
10.00
1.17
4.44
11.00
1.23
4.55
12.00
1.30
4.65
13.00
1.36
4.74
14.00
1.43
4.83
15.00
1.49
4.90
16.00
1.56
4.97
17.00
1.63
5.03
18.00
1.69
5.09
19.00
1.76
5.13
O6/30198 FlowMaster v5.15
' 10:23:16 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Pond 305
Detention Pond Outlet Sizing
(10 yr event)
LOCATION: BRISBEN HOMES
PROJECT NO: 9194.00
COMPUTATIONS BY: J. ZUNG
SUBMITTED BY: JR ENGINEERING, LTD.
DATE:
Submerged Orifice Outlet:
release rate is described by the orifice equation,
Qo = COA, sgrt( 29(h-E,))
where Qo = orifice outflow (cfs)
Co = orifice discharge coefficient
g = gravitational acceleration = 32.20 ft/s
Ao = effective area of the orifice (W)
Eo = geometric center elevation of the orifice (ft)
h = water surface elevation (ft)
Pond 305
Qo = 7.42
cfs (0.2 cfs/acre per McClelland Master Plan)
outlet pipe dia = D = 18.0
in
Invert elev. = 4914.08
ft (inv. "A" on outlet structure)
Eo = 4915.27
ft (downstream HGL for 10 yr flow - from FlowMaster)
h = 4919.90
ft - 100 yr WSEL
Co = 0.65
solve for effective area of orifice using the orifice equation
A. = 0.661
ft`
= 95.2
in`
orifice dia. = d = 11.01
in
Check orifice discharge coefficient using
Figure 5-21 (Hydraulic Engineering)
d/ D =
0.61
kinematic viscosity, v =
1.22E-05 ft2/s
Reynolds no. = Red =
4Q/(ndv) = 8.44E+05
Co = (K in figure) =
0.65 check
Use d = 11 in
AO = 0.660 h` =
95.03 in
Qmax = 7.41 cfs
9194pnd305b.xls
' Pond 305
' Detention Pond Outlet Sizing
(100 yr event)
' LOCATION: BRISBEN HOMES
PROJECT NO: 9194.00
COMPUTATIONS BY: J. ZUNG
' SUBMITTED BY: JR ENGINEERING, LTD,
DATE: 1/19/99
Submerged Orifice Outlet:
' release rate is described by the orifice equation,
Qo = CoAo sgrt( 2g(h-Eo))
where Qo = orifice outflow (cfs)
Co = orifice discharge coefficient
g = gravitational acceleration = 32.20 ft/s
' A0 = effective area of the orifice (ft`)
Eo = geometric center elevation of the orifice (ft)
h = water surface elevation (ft)
'
Pond 305
QD = 18.54
cfs (0.5 cfs/acre per McClelland Master Plan)
'
outlet pipe dia = D = 30.0
Invert elev. = 4913.84
in
ft (inv. "D" on outlet structure)
Eo = 4915.23
ft (downstream HGL for peak 100 yr flow - from FlowMaster)
'
In = 4922.00
Co = 0.63
ft - 100 yr WSEL
solve for effective area of orifice using the orifice equation
'
A. = 1.409
ft`
= 203.0
in`
orifice dia. = d = 16.08
in
Check orifice discharge coefficient using
Figure 5-21 (Hydraulic Engineering)
d/ D =
0.54
kinematic viscosity, v =
1.22E-05 ft2/s
Reynolds no. = Red =
4Q/(7cdv) = 1.44E+06
Co = (K in figure) =
0.63 check
'
Use d = 16 in
A o = 1.396 ft' =
201.06 in `
Omax = 18.37 cfs
9194pnd305b.xls
Pond 305
Emergency Overflow Spillway Sizing
LOCATION: BRISBEN HOMES
PROJECT NO: 9194.00
COMPUTATIONS BY: J. ZUNG
SUBMITTED BY: JR ENGINEERING, LTD.
DATE: 6/30/98
Equation for flow over weir top of berm
Q = CLH3 b
where C = weir coefficient = 2.6 �A4-: spill elevation
H = overflow height ♦— L —i
L = length of the weir V 100 yr WSEL
The pond has a spill elevation 0.5 ft above the maximum water surface elevation in the pond
Spillways will be designed with 1.0 ft flow depth, thus H = 0.5 ft
Size the spillway assuming that the pond outlet is completely clogged.
Pond 305
Q (100) = 82 cfs
Spill elev = 4922.50 ft
Min top of berm elev.= 4923.00
Weir length required:
L = 89 ft
Use L= 90 ft
v = 1.76 ft/s
100 yr WSEL = 4922.10 ft
9194pnd305b.x1s
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APPENDIX I
SWMM MODEL
I
1
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iu
1
1
1
1
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W...s su 'xa . Wca. X" ro -i mmx wv
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[1
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Preston Center Third
100-Year Storm Event input
File: 9177h4-in.doc
Page I of 3
2
1
1
2
3
4
WATERSHED
PRESTON CENTER
3RD
FILING, JOB
NO
9177.07, file: 9177H.IN,
1/17/00
100-YEAR
Rainfall
Event
180
0 0
1.
1
1.
24
5.
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
0.24
0.12
0.12
*
* subcatchmet data
1
101
301
1745
5.73
62.3
.015
.016
.25
.1
.3
.51
0.5
0.0018
1
102
501
1386
6.05
75.8
.015
.016
.25
.1
.3
.51
0.5
0.0018
1
103
203
1007
.43
99.5
.02
.016
.25
.1
.3
.51
0.5
0.0018
1
104
204
1007
.43
99.5
.02
.016
.25
.1
.3
.51
0.5
0.0018
1
105
504
116
1.14
66.2
.016
.016
.25
.1
.3
.51
0.5
0.0018
1
106
226
2439
1.73
99.5
.01
.016
.25
.1
.3
.51
0.5
0.0018
1
107
227
2853
2.57
64.0
.01
.016
.25
.1
.3
.51
0.5
0.0018
1
108
238
2339
8.59
57.0
.02
.016
.25
.1
.3
.51
0.5
0.0018
1
109
504
311
1.32
65.0
.009
.016
.25
.1
.3
.51
0.5
0.0018
1
110
504
415
1.43
8.6
.015
.016
.25
.1
.3
.51
0.5
0.0018
1
111
210
3281
2.26
80.6
.028
.016
.25
.1
.3
.51
0.5
0.0018
1
112
209
81
0.28
73.7
.018
.016
.25
.1
.3
.51
0.5
0.0018
1
113
208
161
0.74
63.8
.018
.016
.25
.1
.3
.51
0.5
0.0018
1
114
504
168
1.16
79.6
.015
.016
.25
.1
.3
.51
0.5
0.0018
1
116
206
222
1.02
67.6
.01
.016
.25
.1
.3
.51
0.5
0.0018
1
118
207
418
0.48
39.1
.012
.016
.25
.1
.3
.51
0.5
0.0018
*
* ############################
END
OF WATERSHED DATA
#######################
*
0
0
* The following SWMM lines simulate a direct connection (no routing)
*
1 301 302 0 3
* The following SWMM lines simulate a direct connection (no routing)
*
1 501 302 0 3
1
*
* The following
SWMM
line is detention pond
302 - STAGE
STORAGE
*
0 302 202
11 2
0.1
1000. .025
0.
0. 0.013 1.00
0
0
0.06
0.88
0.23
1.42 0.29 1.53
0.59
2.00
1.11
2.39
1.18
2.42 1.95 3.97
2.06
3.98
2.64
4.25
3.20
37.35
*
* Pond 302 outlet - 18" dia. pipe
*
1 202 502 0 2 1.50 74.92 0.003 0. 0. 0.016 1.50
*
* West gutter of Gifford Court
1 203 502 0 4 1.0 500. 0.021 0. 50. 0.016 .5
18. 500. 0.021 0. 10. 0.020 2.
1
I
Preston Center Third
100-Year Storm Event input
File: 9177h4-in.doc
Page 2 of 3
*
* East
gutter of Gifford Court
*
1
204
502 0 4
1.0 500.
0.021 50.
0.
0.016
.5
18. 500.
0.021 10.
0.
0.020
2.
* The
following SWMM
lines simulate a
direct connection
(no routing)
*
1
502
205 0 3
* Pipe
from
Inlet in
Gifford Court to
inlets on south side
of
lots
*
1
205
212 0 2
2.00 27.4
0.003 0.
0.
0.016
2.00
* Pipe
from
drainage
basin 106 to Existing
pipe at STR-4
*
1
206
212 0 2
1.50 101.84
0.0080 0.
0.
0.016
2.25
*
* Pipe
from
existing
pipe junction to
the inlet at drainage basin 108
*
1
212
207 0 2
2.25 331.43
0.0059 0.
0.
0.016
2.25
*
* Pipe
from
Drainage
basin 108 inlet
to detention pond
*
1
207
504 0 2
2.25 126.0
0.005 0.
0.
0.016
2.25
*
* Pipe
from
Drainage
basin 103 inlet
to drainage basin
102
*
1
208
209 0 2
1.75 217.39
0.005 0.
0.
0.016
1.75
*
* Pipe
from
Drainage
basin 102 inlet
to STMH-3
*
1
209
211 0 2
2.00 42.86
0.0056 0.
0.
0.016
2.00
*
* Pipe
from
Drainage
basin 101 inlet
to STMH-3
*
1
*
210
211 0 2
2.00 58.9
0.0255 0.
0.
0.016
2.00
* Pipe
from
STMH-3 to detention pond
*
1
211
504 0 2
2.50 108.6
0.0059 0.
0.
0.016
2.50
* The
following SWMM
lines simulate a
direct connection
(no routing)
*
1
504
304 0 3
* The
following SWMM
line is detention
pond 304 - STAGE
STORAGE
*
0
304
225 12 2
0.1 1000.
.025 0.
0.
0.013
1.00
0
0
0.02 1.13
0.18
2.27
0.50
3.10
0.92
3.78
0.95 7.34
1.52
8.84
1.70
9.18
1.83
9.41
2.00 20.61
2.26
63.53
2.35
82.78
* Pond
*
304 Outlet - 21" dia. pipe
1
225
505 0 2
1.75 263.5
0.0083 0.
0.
0.016
1.75
*
Preston Center Third
100-Year Storm Event input
File: 9177h4-in.doc
Page 3 of 3
* The
following
SWMM
lines simulate a direct
connection
(no
routing)
*
1
505 305
0 3
*
* North gutter
of Timberwood Drive
*
1
226 506
0 4
1.0 1200. 0.010
0.
50.
0.016
.5
25. 1200. 0.010
0.
10.
0.020
2.
*
* South gutter
of Timberwood Drive
*
1
227 506
0 4
1.0 1200. 0.010
50.
0.
0.016
.5
25. 1200. 0.010
10.
0.
0.020
2.
* The
following
SWMM
lines simulate a direct
connection
(no
routing)
*
1
506 228
0 3
*
* 10'
Type "R"
inlet
(Timberwood Drive) - 24"
dia. pipe
*
1
228 305
0 5
4.0 43.5 0.0101
0.
0.
0.016
4.0
6.0 43.5 0.0100
4.
4.
0.035
2.0
*
* South
gutter
Country Ranch parking lot
*
1
238 239
0 4
1.0 200. 0.010
50.
0.
0.016
.5
20. 200. 0.021
10.
0.
0.020
2.
* Swale
on south
side of Country Ranch
*
1
239 507
0 1
5.0 640. 0.010
4.
4.
0.035
3.0
* The
following
SWMM
lines simulate a direct
connection
(no
routing)
*
1
507 305
0 3
*
* The
following
SWMM
line is Country Ranch det. pond 305
*
0
305 240
12 2
0.1 1000. .025
0.
0.
0.013
1.00
0
0
0.08 2.12
0.23
3.74
0.42
4.92
0.66
5.89
0.93 6.74
1.22
7.41
1.62
17.06
1.99
18.24
2.03 18.37
2.26 19.01
2.50
82.73
*
* Pond
305 Outlet - 30" dia. pipe
1
240 508
0 2
2.50 40.0 0.003
0.
0.
0.016
2.50
*
* The
*
following
SWMM
lines simulate a direct
connection
(no
routing)
1
508
0 3
* ############################
*
END OF CONVEYANCE DATA ######################
0
9 1
301 302 502 504 304 228 305 507 240
1
1
1
1
1
Preston Center Third
100-Year Storm Output
File: 9177h4-out.doe
Page 1 of 11
a r,• is v ••,• o • •HD •:•1 I• S' r• r•HD is r.•i� r •�
DEVELOPED BY METCALF + E3DY, ITC.
UNIVERSITY OF FLCRIM
WATER R `E9 R',1n RQUIISE S, III. (SEP EMBER 1970)
UPDATED BY UNIVERSITY OF FICRIM (JUM 1973)
HYIRO[=C aI.T IkU CRMM, CMPS OF RGIN 2S
MIS9a RI RIVER DIVISION, CORPS OF EIUINEERS (S MP EMBEER 1974)
BOYLE EI.ITEERmr=CCRPMATION (DMKH 1985, JULY 1985)
TAPE OR DISK ASSIGNMR 15
JTN(1)
JIN(2)
JIN(3)
JIN(4)
JIN(5)
JIN(6)
JIN(7)
JIN(8)
JIN(9)
JIN(10)
2
1
0
0
0
0
0
0
0
0
JOUT(1)
=(2)
XUT(3)
JOUT(4)
=(5)
JOUT(6)
=(7)
JOUT(8)
JOUT(9)
JOOT(10)
1
2
0
0
0
0
0
0
0
0
DISCRAT(1)
MMT(2)
N3MAT(3)
NSOW(4)
N9CFM(5)
3
4
0
0
0
�•: • it AP 40'. C�
PREMW CENTER 3RD FILIM, JOB NO 9177.07, file: 9177HAN, 1/17/00
100-YEAR Rainfall Event
NUMB OF TIME STEPS 180
IRrEG TiCN TIME INTERVAL (MIIVPES) 1.00
1.0 PEF= OF IMPEWIQ75 AREA HAS ZERO r>ti-rFrmrCN DEPTH
FM 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MD UIFS
RR RAIDG,FGE DIVIDER 1 RADEXL HIS= IN IDUM PER 1UR
.60 .96 1.44 1.68 3.00 5.04 9.00 3.72
1.20 .84 .60 .48 .36 .36 .24 .24
.24 .24 .12 .12
PRESICN CENTER 3RD FII.IDG, JOB M 9177.07, file: 9177H.IN, 1/17/00
100-YEAR Rainfall Event
2.16 1.56
.24 .24
Preston Center Third
100-Year Storm Output
'
File: 9177h4-out.doc
Page 2 of I 1
S;BMM
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100-YEAR Rainfall Fit
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100-YEAR Rainfall Event
1
'
OJERE;*4`K/SLI37-PY1'F
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TOM U143ER CF
(S fIER.S/PIPES,
29
Preston Center Third
100-Year Storm Output
File: 9177h4-out.doc
Page 3 of 11
.0010
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1
PRESZCN MWER 3RD FnJM, JW M 9177.07, file: 9177H.IN, 1/17/00
100-YEAR Rainfall Evart
q�11ti���.H7yl]�1 • �: 1.. S lr.lul�Y li. GPI• ! IYY9: 9].
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202
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11.8
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35.4
1
Preston Center Third
100-Year Storm Output
File: 9177h4-out.doc
Page 4 of 11
PRWICN
CE= 310 FSL=, JCE M
9177.07, file: 9177H.IN, 1/17/00
'
100-YEAR
Rainfall Event
'
HYIROC3tAPH.4
ARE LIS= FCR THE EMOAMU
9 O:NJP.)TNM ELEMESIIS
THE UPPER UJIVEM
IS DISCHARM IN CFS
'
THE LOWER NC =
IS CNE OF THE ECUCWIIM CASES:
( ) L&'iS7IF5 LRPIH ABME IIVVFR1&'f IN FEET
(S) DR,= SIB IN PO -ET FCR TEmn w DAm.
Dmjax
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'
TIME(HR/MIM
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7.4
1
Preston Center Third
100-Year
Storm Output
'
File: 9177h4-out.doc
Page 5 of 11
.51( )
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0
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6.8
3.0
13.4
1.5
2.4
3.0
4.2
25.3
12.7
.65( )
.68( )
.00( )
.29(S)
.22(S)
.16(S)
.00( )
.00( )
..00( )
0
27.
8.3
3.3
17.1
1.6
2.5
3.3
4.8
30.9
15.1
'
.72( )
.72( )
.00( )
.34(S)
.25(S)
.19(S)
.00( )
.00( )
.00( )
0
28.
9.8
3.6
19.4
1.7
2.6
3.7
5.3
36.0
18.0
.78( )
.75( )
.00( )
.39(S)
.30(S)
.22(S)
.00( )
.00( )
.00( )
0
29.
11.4
3.9
20.9
1.8
2.7
4.0
5.6
38.3
21.1
'
.84( )
.79( )
.00( )
.45(S)
.35(S)
.26(S)
.00( )
.00( )
.00( )
0
30.
12.8
4.2
22.0
1.9
2.8
4.2
5.9
40.9
23.9
.89( )
.81( )
.00( )
.51(S)
.40(S)
.31(S)
.00( )
.00( )
.00( )
'
0
31.
14.6
4.5
27.6
2.0
3.0
4.6
6.8
49.4
27.4
.95( )
.85( )
.00( )
.59(S)
.46(S)
.36(S)
.00( )
.00( )
.00( )
0
32.
17.5
4.9
35.9
2.1
3.2
4.9
8.1
61.2
33.2
1.04( )
.88( )
.00( )
.69(S)
.53(S)
.42(S)
.00( )
.00( )
.00( )
'
0
33.
20.9
5.2
40.3
2.2
3.3
5.2
8.8
70.7
40.7
1.14( )
.91( )
.00( )
.81(S)
.62(S)
.50(S)
.00( )
.00( )
.00( )
0
34.
23.9
5.5
42.8
2.3
3.5
5.6
9.3
75.5
47.8
1.22( )
.94( )
.00( )
.93(S)
.72(S)
.59(S)
.00( )
.00( )
.00( )
0
35.
26.5
5.9
44.6
2.4
3.6
6.0
9.7
78.7
53.7
1.29( )
.98( )
.00( )
1.06(S)
.82(S)
.69(S)
.00( )
.00( )
.00( )
0
36.
28.7
6.3
38.7
2.4
4.1
6.3
9.0
75.3
56.4
1.35( )
1.01( )
.00( )
1.17(S)
.92(S)
.80(S)
.00( )
.00( )
.00( )
'
0
37.
25.9
6.6
30.0
2.6
7.5
6.7
7.8
62.5
54.1
1.28( )
1.04( )
.00( )
1.25(S)
1.01(S)
.91(S)
.00( )
.00( )
.00( )
0
38.
25.2
6.9
26.3
2.7
7.7
6.9
7.2
55.1
49.5
1.26( )
1.07( )
.00( )
1.32(S)
1.08(S)
1.01(S)
.00( )
.00( )
.00( )
'
0
39.
23.0
7.1
24.4
2.9
7.8
7.2
6.9
48.7
45.1
1.20( )
1.09( )
.00( )
1.39(S)
1.13(S)
1.11(S)
.00( )
.00( )
.00( )
0
40.
22.3
7.4
23.4
3.0
8.0
7.4
6.7
46.4
41.7
1.18( )
1.10( )
.00( )
1.45(S)
1.19(S)
1.21(S)
.00( )
.00( )
.00( )
'
0
41.
20.4
8.2
21.0
3.1
8.1
9.1
6.4
42.4
38.7
1.13( )
1.17( )
.00( )
1.51(S)
1.24(S)
1.29(S)
.00( )
.00( )
.00( )
0
42.
19.1
10.0
18.0
3.2
8.2
10.9
6.1
37.5
35.6
1.09( )
1.32( )
.00( )
1.56(S)
1.28(S)
1.37(S)
.00( )
.00( )
.00( )
'
0
43.
17.3
11.6
16.2
3.3
8.3
12.5
5.8
34.1
32.5
1.04( )
1.44( )
.00( )
1.60(S)
1.32(S)
1.43(S)
.00( )
.00( )
.00( )
0
44.
16.1
13.1
15.1
3.4
8.4
14.0
5.7
32.3
29.6
1.00( )
1.57( )
.00( )
1.64(S)
1.35(S)
1.49(S)
.00( )
.00( )
.00( )
'
0
45.
14.9
14.5
14.3
3.4
8.5
15.2
5.6
30.8
27.2
.96( )
1.68( )
.00( )
1.67(S)
1.38(S)
1.54(S)
.00( )
.00( )
.00( )
0
46.
13.9
16.5
13.2
3.5
8.6
16.3
5.5
28.9
25.2
.93( )
1.86( )
.00( )
1.71(S)
1.41(S)
1.59(S)
.00( )
.00( )
.00( )
'
0
47.
12.8
16.8
12.0
3.5
8.6
17.1
5.4
26.8
23.3
.89( )
1.89( )
.00( )
1.73(S)
1.44(S)
1.63(S)
.00( )
.00( )
.00( )
0
48.
11.9
17.4
11.1
3.6
8.7
17.2
5.3
25.1
21.5
.86( )
1.95( )
.00( )
1.76(S)
1.46(S)
1.67(S)
.00( )
.00( )
.00( )
'
0
49.
11.1
17.2
10.5
3.7
8.8
17.3
5.2
24.1
20.0
.83( )
1.93( )
.00( )
1.79(S)
1.48(S)
1.70(S)
.00( )
.00( )
.00( )
0
50.
10.4
17.4
10.1
3.7
8.8
17.4
5.2
23.3
18.7
'
0
51.
.81( )
9.7
1.96( )
17.5
.00( )
9.4
1.81(S)
3.7
1.50(S)
8.9
1.73(S)
17.5
.00( )
5.2
.00( )
22.2
.00( )
17.5
.78( )
1.96( )
.00( )
1.83(S)
1.52(S)
1.75(S)
.00( )
.00( )
.00( )
0
52.
9.1
17.6
8.7
3.8
8.9
17.6
5.1
21.0
16.5
0
53.
.75( )
8.5
1.97( )
17.6
.00( )
8.1
1.85(S)
3.8
1.54(S)
8.9
1.78(S)
17.7
.00( )
5.1
.00( )
19.9
.00( )
15.4
1
Preston Center Third
100-Year
Storm Output
File: 9177h4-out.doc
Page 6 of 11
.73( )
1.98( )
.00( )
1.87(S)
1.55(S)
1.80(S)
.00( )
.00( )
.00( )
0
54.
8.0
17.7
7.8
3.8
8.9
17.7
5.0
19.2
14.5
'
.71( )
1.99( )
.00( )
1.88(S)
1.57(S)
1.82(S)
.00( )
.00( )
.00( )
0
55.
7.6
17.8
7.5
3.9
9.0
17.8
5.0
18.7
13.7
.69( )
1.99( )
.00( )
1.90(S)
1.58(S)
1.84(S)
.00( )
.00( )
.00( )
0
56.
7.2
17.8
7.0
3.9
9.0
17.8
5.0
17.9
13.0
'
.67( )
2.00( )
.00( )
1.91(S)
1.59(S)
1.86(S)
.00( )
.00( )
.00( )
0
57.
6.7
17.9
6.3
3.9
9.0
17.9
4.9
16.8
12.2
.65( )
2.00( )
.00( )
1.93(S)
1.60(S)
1.87(S)
.00( )
.00( )
.00( )
0
58.
6.3
17.9
5.9
4.0
9.0
17.9
4.9
15.9
11.5
.63( )
2.01( )
.00( )
1.94(S)
1.61(S)
1.88(S)
.00( )
.00( )
.00( )
0
59.
5.9
17.9
5.6
4.0
9.0
17.9
4.9
15.3
10.7
.61( )
2.01( )
.00( )
1.95(S)
1.62(S)
1.89(S)
.00( )
.00( )
.00( )
1
0.
5.6
18.0
5.3
4.0
9.1
18.0
4.8
14.8
10.1
'
.59( )
2.02( )
.00( )
1.96(S)
1.63(S)
1.90(S)
.00( )
.00( )
.00( )
1
1.
5.3
18.0
4.9
4.0
9.1
18.0
4.8
14.2
9.5
.58( )
2.02( )
.00( )
1.97(S)
1.64(S)
1.91(S)
.00( )
.00( )
.00( )
'
1
2.
5.0
18.0
4.5
4.0
9.1
18.0
4.7
13.4
8.9
.56( )
2.02( )
.00( )
1.97(S)
1.64(S)
1.92(S)
.00( )
.00( )
.00( )
1
3.
4.7
18.0
4.2
4.0
9.1
18.1
4.7
12.7
8.4
.54( )
2.02( )
.00( )
1.98(S)
1.65(S)
1.93(S)
.00( )
.00( )
.00( )
'
1
4.
4.4
18.1
3.9
4.0
9.1
18.1
4.6
12.2
7.9
.53( )
2.03( )
.00( )
1.99(S)
1.65(S)
1.93(S)
.00( )
.00( )
.00( )
1
5.
4.1
18.1
3.7
4.0
9.1
18.1
4.6
11.9
7.4
.51( )
2.03( )
.00( )
1.99(S)
1.66(S)
1.94(S)
.00( )
.00( )
.00( )•
1
6.
3.9
18.1
3.5
4.0
9.1
18.1
4.6
11.4
6.9
.50( )
2.03( )
.00( )
2.00(S)
1.66(S)
1.94(S)
.00( )
.00( )
.00( )
1
7.
3.7
18.1
3.3
4.0
9.1
18.1
4.5
10.9
6.5
.49( )
2.03( )
.00( )
2.00(S)
1.66(S)
1.94(S)
.00( )
.00( )
.00( )
'
1
8.
3.5
18.1
3.1
4.0
9.1
18.1
4.5
10.5
6.1
.47( )
2.03( )
.00( )
2.00(S)
1.67(S)
1.94(S)
.00( )
.00( )
.00( )
1
9.
3.3
18.1
2.9
4.0
9.1
18.1
4.5
10.2
5.8
.46( )
2.03( )
.00( )
2.01(S)
1.67(S)
1.94(S)
.00( )
.00( )
.00( )
'
1
10.
3.1
18.1
2.8
4.0
9.1
18.1
4.5
10.0
5.5
.45( )
2.03( )
.00( )
2.01(S)
1.67(S)
1.94(S)
.00( )
.00( )
.00( )
1
11.
3.0
18.1
2.6
4.0
9.1
18.1
4.5
9.7
5.2
.44( )
2.03( )
.00( )
2.01(S)
1.67(S)
1.94(S)
.00( )
.00( )
.00( )
'
1
12.
2.8
18.1
2.4
4.0
9.1
18.1
4.4
9.3
4.9
.43( )
2.03( )
.00( )
2.01(S)
1.67(S)
1.94(S)
.00( )
.00( )
.00( )
1
13.
2.6
18.1
2.3
4.0
9.1
18.1
4.4
9.0
4.6
.42( )
2.03( )
.00( )
2.01(S)
1.67(S)
1.94(S)
.00( )
.00( )
.00( )
'
1
14.
2.5
18.1
2.2
4.0
9.1
18.1
4.4
8.8
4.4
.40( )
2.03( )
.00( )
2.01(S)
1.67(S)
1.94(S)
.00( )
.00( )
.00( )
1
15.
2.4
18.1
2.1
4.0
9.1
18.1
4.4
8.6
4.1
.40( )
2.03( )
.00( )
2.02(S)
1.67(S)
1.93(S)
.00( )
.00( )
.00( )
'
1
16.
2.3
18.1
2.0
4.0
9.1
18.1
4.4
8.4
3.9
.39( )
2.03( )
.00( )
2.02(S)
1.67(S)
1.93(S)
.00( )
.00( )
.00( )
1
17.
2.2
18.0
2.0
4.0
9.1
18.0
4.3
8.3
3.7
.38( )
2.02( )
00( )
2.02(S)
1.67(S)
1.93(S)
.00( )
.00( )
.00( )
'
1
18.
2.1
18.0
1.9
4.0
9.1
18.0
4.3
8.1
3.6
.37( )
2.02( )
.00( )
2.02(S)
1.67(S)
1.92(S)
.00( )
.00( )
.00( )
1
19.
2.0
18.0
1.9
4.0
9.1
18.0
4.3
8.0
3.4
'
1
20.
.36( )
1.9
2.02( )
18.0
.00( )
1.8
2.02(S)
4.0
1.66(S)
9.1
1.92(S)
18.0
.00( )
4.3
.00( )
7.9
.00( )
3.3
.36( )
2.02( )
.00( )
2.02(S)
1.66(S)
1.91(S)
.00( )
.00( )
.00( )
1
21.
1.9
18.0
1.7
4.0
9.1
18.0
4.3
7.7
3.2
'
1
22.
.35( )
1.8
2.02( )
18.0
.00( )
1.6
2.02(S)
4.0
1.66(S)
9.1
1.91(S)
18.0
.00( )
4.3
.00( )
7.5
.00( )
3.0
.34( )
2.01( )
.()0( )
2.01(S)
1.66(S)
1.90(S)
.00( )
.00( )
.00( )
1
23.
1.7
18.0
1.5
4.0
9.1
18.0
4.3
7.3
2.9
'
1
24.
.34( )
1.6
2.01( )
17.9
.00( )
1.4
2.01(S)
4.0
1.66(S)
9.1
1.90(S)
17.9
.00( )
4.3
.00( )
7.2
.00( )
2.8
Preston Center Third
100-Year
Storm Output
'
File: 9177h4-out.doc
Page 7 of 11
.33( )
2.01( )
.00( )
2.01(S)
1.65(S)
1.89(S)
.00( )
.00( )
.00( )
1
25.
1.6
17.9
1.4
4.0
9.1
17.9
4.3
7.0
2.7
'
.32( )
2.01( )
.00( )
2.01(S)
1.65(S)
1.88(S)
.00( )
.00( )
.00( )
1
26.
1.5
17.9
1.3
4.0
9.1
17.9
4.2
6.9
2.5
.32( )
2.01( )
.00( )
2.01(S)
1.65(S)
1.88(S)
.00( )
.00( )
.00( )
1
27.
1.4
17.9
1.3
4.0
9.1
17.9
4.2
6.8
2.4
'
.31( )
2.00( )
.00( )
2.01(S)
1.64(S)
1.87(S)
.00( )
.00( )
.00( )
1
28.
1.4
17.9
1.2
4.0
9.1
17.8
4.2
6.8
2.3
.30( )
2.00( )
.00( )
2.01(S)
1.64(S)
1.86(S)
.00( )
.00( )
.00( )
1
29.
1.3
17.8
1.2
4.0
9.1
17.8
4.2
6.7
2.3
'
.30( )
2.00( )
.00( )
2.00(S)
1.64(S)
1.86(S)
.00( )
.00( )
.00( )
1
30.
1.3
17.8
1.2
4.0
9.1
17.8
4.2
6.6
2.2
.29( )
2.00( )
.00( )
2.00(S)
1.64(S)
1.85(S)
.00( )
.00( )
.00( )
1
31.
1.2
17.8
1.2
4.0
9.1
17.8
4.2
6.6
2.1
.29( )
1.99( )
.00( )
2.00(S)
1.63(S)
1.84(S)
.00( )
.00( )
.00( )
1
32.
1.2
17.8
1.2
4.0
9.1
17.8
4.2
6.5
2.0
.29( )
1.99( )
.00( )
2.00(S)
1.63(S)
1.83(S)
.00( )
.00( )
.00( )
1
33.
1.2
17.7
1.1
4.0
9.1
17.7
4.2
6.5
2.0
'
28( )
1.99( )
.00( )
2.00(S)
1.62(S)
1.83(S)
.00( )
.00( )
.00( )
1
34.
1.1
17.7
1.1
4.0
9.0
17.7
4.2
6.4
1.9
.28( )
1.99( )
.00( )
1.99(S)
1.62(S)
1.82(S)
.00( )
.00( )
.00( )
1
35.
1.1
17.7
1.1
4.0
9.0
17.7
4.2
6.4
1.9
'
.28( )
1.98( )
.00( )
1.99(S)
1.62(S)
1.81(S)
.00( )
.00( )
.00( )
1
36.
1.1
17.7
1.1
4.0
9.0
17.7
4.2
6.4
1.8
.27( )
1.98( )
.00( )
1.99(S)
1.61(S)
1.80(S)
.00( )
.00( )
.00( )
1
37.
1.1
17.6
1.1
4.0
9.0
17.6
4.2
6.3
1.8
'
.27( )
1.98( )
.00( )
1.99(S)
1.61(S)
1.80(S)
.00( )
.00( )
.00( )
1
38.
1.0
17.6
1.1
4.0
9.0
17.6
4.2
6.3
1.8
.27( )
1.97( )
.00( )
1.99(S)
1.61(S)
1.79(S)
.00( )
.00( )
.00( )
1
39.
1.0
17.6
1.1
4.0
9.0
17.6
4.2
6.3
1.7
'
.27( )
1.97( )
.00( )
1.98(S)
1.60(S)
1.78(S)
.00( )
.00( )
.00( )
1
40.
1.0
17.6
1.1
4.0
9.0
17.6
4.2
6.2
1.7
.26( )
1.97( )
.00( )
1.98(S)
1.60(S)
1.77(S)
.00( )
.00( )
.00( )
1
41.
1.0
17.5
1.0
4.0
9.0
17.5
4.2
6.2
1.7
.26( )
1.97( )
.00( )
1.98(S)
1.59(S)
1.76(S)
.00( )
.00( )
.00( )
1
42.
1.0
17.5
1.0
4.0
9.0
17.5
4.2
6.2
1.6
.26( )
1.96( )
.00( )
1.98(S)
1.59(S)
1.76(S)
.00( )
.00( )
.00( )
1
43.
1.0
17.5
1.0
4.0
9.0
17.5
4.2
6.2
1.6
'
.26( )
1.96( )
.00( )
1.97(S)
1.59(S)
1.75(S)
.00( )
.00( )
.00( )
1
44.
1.0
17.5
1.0
4.0
9.0
17.5
4.2
6.2
1.6
.26( )
1.96( )
.00( )
1.97(S)
1.58(S)
1.74(S)
.00( )
.00( )
.00( )
1
45.
.9
17.4
1.0
4.0
9.0
17.4
4.2
6.1
1.6
'
.26( )
1.95( )
.00( )
1.97(S)
1.58(S)
1.73(S)
.00( )
.00( )
.00( )
1
46.
.9
17.4
1.0
4.0
9.0
17.4
4.2
6.1
1.6
.25( )
1.95( )
.00( )
1.97(S)
1.58(S)
1.72(S)
.00( )
.00( )
.00( )
1
47.
.9
17.4
1.0
4.0
9.0
17.4
4.2
6.1
1.6
'
.25( )
1.95( )
.00( )
1.96(S)
1.57(S)
1.71(S)
.00( )
.00( )
.00( )
1
48.
.9
17.4
1.0
4.0
8.9
17.3
4.2
6.1
1.5
.25( )
1.95( )
.00( )
1.96(S)
1.57(S)
1.71(S)
.00( )
.00( )
.00( )
1
49.
.9
17.3
1.0
4.0
8.9
17.3
4.2
6.1
1.5
'
.25( )
1.94( )
.00( )
1.96(S)
1.56(S)
1.70(S)
.00( )
.00( )
.00( )
1
50.
.9
17.3
1.0
4.0
8.9
17.3
4.2
6.1
1.5
.25( )
1.94( )
.00( )
1.96(S)
1.56(S)
1.69(S)
.00( )
.00( )
.00( )
1
51.
.9
17.3
.9
4.0
8.9
17.3
4.2
6.0
1.5
.25( )
1.94( )
.00( )
1.95(S)
1.56(S)
1.68(S)
.00( )
.00( )
.00( )
1
52.
.9
17.2
.9
4.0
8.9
17.2
4.2
5.8
1.5
.25( )
1.94( )
.00( )
1.95(S)
1.55(S)
1.67(S)
.00( )
.00( )
.00( )
'
1
53.
.8
17.2
.8
4.0
8.9
17.2
4.2
5.7
1.4
.24( )
1.93( )
.00( )
1.95(S)
1.55(S)
1.67(S)
.00( )
.00( )
.00( )
1
54.
.8
17.2
.7
4.0
8.9
17.2
4.1
5.6
1.4
.24( )
1.93( )
.00( )
1.94(S)
1.54(S)
1.66(S)
.00( )
.00( )
.00( )
'
1
55.
.8
17.2
.7
4.0
8.9
17.2
4.1
5.5
1.3
I
1
1
1
Preston Center Third
100-Year
Storm Output
File: 9177h4-out.doc
Page 8 of 11
.24( )
1.93( )
.00( )
1.94(S)
1.54(S)
1.65(S)
.00( )
.00( )
.00( )
1 56.
.8
17.1
.7
4.0
8.9
17.1
4.1
5.5
1.3
.23( )
1.92( )
.00( )
1.94(S)
1.53(S)
1.64(S)
.00( )
.00( )
.00( )
1 57.
.7
17.1
.6
4.0
8.9
17.1
4.1
5.4
1.2
.23( )
1.92( )
.00( )
1.93(S)
1.53(S)
1.63(S)
.00( )
.00( )
.00( )
1 58.
.7
17.1
.6
3.9
8.9
17.1
4.1
5.4
1.2
.22( )
1.92( )
.00( )
1.93(S)
1.52(S)
1.62(S)
.00( )
.00( )
.00( )
1 59.
.7
17.0
.6
3.9
8.9
16.9
4.1
5.3
1.2
.22( )
1.91( )
.00( )
1.93(S)
1.52(S)
1.61(S)
.00( )
.00( )
.00( )
2 0.
.7
16.8
.6
3.9
8.8
16.7
4.1
5.3
1.1
.22( )
1.89( )
.00( )
1.92(S)
1.51(S)
1.61(S)
.00( )
.00( )
.00( )
2 1.
.7
16.6
.5
3.9
8.8
16.5
4.0
5.2
1.1
.21( )
1.87( )
.00( )
1.92(S)
1.51(S)
1.60(S)
.00( )
.00( )
.00( )
2 2.
.6
16.4
.5
3.9
8.8
16.3
4.0
5.0
1.0
.21( )
1.85( )
.00( )
1.92(S)
1.50(S)
1.59(S)
.00( )
.00( )
.00( )
2 3.
.6
16.2
.4
3.9
8.8
16.1
4.0
4.9
1.0
.21( )
1.83( )
.00( )
1.91(S)
1.50(S)
1.58(S)
.00( )
.00( )
.00( )
2 4.
.6
16.0
.4
3.9
8.8
16.0
4.0
4.8
.9
.20( )
1.81( )
.00( )
1.91(S)
1.49(S)
1.57(S)
.00( )
.00( )
.00( )
2 5.
.5
15.8
.3
3.9
8.8
15.8
4.0
4.7
.9
.19( )
1.80( )
.00( )
1.90(S)
1.49(S)
1.57(S)
.00( )
.00( )
.00( )
2 6.
.5
15.6
.3
3.9
8.8
15.6
4.0
4.6
.8
.19( )
1.78( )
.00( )
1.90(S)
1.48(S)
1.56(S)
.00( )
.00( )
.00( )
.2 7.
.5
15.4
.3
3.9
8.7
15.4
3.9
4.6
.8
.18( )
1.76( )
.00( )
1.89(S)
1.48(S)
1.55(S)
.00( )
.00( )
.00( )
2 8.
.4
15.2
.2
3.9
8.7
15.2
3.9
4.5
.1
.18( )
1.75( )
.00( )
1.89(S)
1.47(S)
1.54(S)
.00( )
.00( )
.00( )
2 9.
.4
15.1
.2
3.9
8.7
15.0
3.9
4.5
.7
.17( )
1.73( )
.00( )
1.89(S)
1.46(S)
1.54(S)
.00( )
.00( )
.00( )
2 10.
.4
14.9
.2
3.8
8.7
14.9
3.9
4.4
.6
.17( )
1.72( )
.00( )
1.88(S)
1.46(S)
1.53(S)
.00( )
.00( )
.00( )
2 11.
.4
14.7
.2
3.8
8.7
14.7
3.9
4.4
.6
.16( )
1.70( )
.00( )
1.88(S)
1.45(S)
1.52(S)
.00( )
.00( )
.00( )
2 12.
.3
14.6
.2
3.8
8.7
14.5
3.9
4.3
.5
.16( )
1.69( )
.00( )
1.87(S)
1.45(S)
1.52(S)
.00( )
.00( )
.00( )
2 13.
.3
14.4
.1
3.8
8.6
14.4
3.8
4.3
.5
.15( )
1.67( )
.00( )
1.87(S)
1.44(S)
1.51(S)
.00( )
.00( )
.00( )
2 14.
.3
14.2
.1
3.8
8.6
14.2
3.8
4.2
.5
.15( )
1.66( )
.00( )
1.86(S)
1.43(S)
1.50(S)
.00( )
.00( )
.00( )
2 15.
.3
14.1
.1
3.8
8.6
14.1
3.8
4.2
.5
.15( )
1.65( )
.00( )
1.86(S)
1.43(S)
1.50(S)
.00( )
.00( )
.00( )
2 16.
.3
13.9
.1
3.8
8.6
13.9
3.8
4.2
.4
.14( )
1.63( )
.00( )
1.85(S)
1.42(S)
1.49(S)
.00( )
.00( )
.00( )
2 17.
.3
13.8
.1
3.8
8.6
13.8
3.8
4.1
.4
.14( )
1.62( )
.00( )
1.85(S)
1.42(S)
1.48(S)
.00( )
.00( )
.00( )
2 18.
.2
13.6
.1
3.8
8.6
13.6
3.8
4.1
.4
.13( )
1.61( )
.00( )
1.84(S)
1.41(S)
1.48(S)
.00( )
.00( )
.00( )
2 19.
.2
13.5
.1
3.8
8.5
13.5
3.8
4.1
.4
.13( )
1.60( )
.00( )
1.84(S)
1.400
1.47(S)
.00( )
.00( )
.00( )
2 20.
.2
13.3
.1
3.7
8.5
13.3
3.8
4.1
.3
.13( )
1.59( )
.00( )
1.83(S)
1.40(S)
1.46(S)
.00( )
.00( )
.00( )
2 21.
.2
13.2
.1
3.7
8.5
13.2
3.8
4.0
.3
.12( )
1.58( )
.00( )
1.83(S)
1.39(S)
1.46(S)
.00( )
.00( )
.00( )
2 22.
.2
13.1
.1
3.7
8.5
13.0
3.7
4.0
.3
.12( )
1.56( )
.00( )
1.82(S)
1.39(S)
1.45(S)
.00( )
.00( )
.00( )
2 23.
.2
12.9
.1
3.7
8.5
12.9
3.7
4.0
.3
.12( )
1.55( )
.00( )
1.82(S)
1.38(S)
1.45(S)
.00( )
.00( )
.00( )
2 24.
.2
12.8
.1
3.7
8.5
12.8
3.7
4.0
.3
.12( )
1.54( )
.00( )
1.81(S)
1.37(S)
1.44(S)
.00( )
.00( )
.00( )
2 25.
.2
12.7
.1
3.7
8.5
12.7
3.7
4.0
.2
.11( )
1.53( )
.00( )
1.81(S)
1.37(S)
1.44(S)
.00( )
.00( )
.00( )
2 26.
.2
12.5
.1
3.7
8.4
12.5
3.7
3.9
.2
1
I
1
1
1
1
1
t
1
1
t
1
t
Preston Center Third
100-Year
Storm Output
File: 9177h4-out.doc
Page 9 of 11
.11( )
1.52( )
.00( )
1.80(S)
1.36(S)
1.43(S)
.00( )
.00( )
.00( )
2
27.
.1
12.4
.1
3.7
8.4
12.4
3.7
3.9
.2
.11( )
1.51( )
.00( )
1.80(S)
1.35(S)
1.43(S)
.00( )
.00( )
.00( )
2
28.
.1
12.3
.1
3.7
8.4
12.3
3.7
3.9
.2
.10( )
1.50( )
.00( )
1.79(S)
1.35(S)
1.42(S)
.00( )
.00( )
.00( )
2
29.
.1
12.2
.1
3.7
8.4
12.2
3.7
3.9
.2
.10( )
1.49( )
.00( )
1.79(S)
1.34(S)
1.42(S)
.00( )
.00( )
.00( )
2
30.
.1
12.1
.0
3.6
8.4
12.1
3.7
3.9
.2
.10( )
1.48( )
.00( )
1.78(S)
1.34(S)
1.41(S)
.00( )
.00( )
.00( )
2
31.
.1
12.0
.0
3.6
8.4
11.9
3.6
3.8
.2
.10( )
1.48( )
.00( )
1.78(S)
1.33(S)
1.41(S)
.00( )
.00( )
.00( )
2
32.
.1
11.9
.0
3.6
8.3
11.8
3.6
3.8
.2
.09( )
1.47( )
.00( )
1.77(S)
1.32(S)
1.40(S)
.00( )
.00( )
.00( )
2
33.
.1
11.7
.0
3.6
8.3
11.7
3.6
3.8
.2
.09( )
1.46( )
.00( )
1.77(S)
1.32(S)
1.40(S)
.00( )
.00( )
.00( )
2
34.
.1
11.6
.0
3.6
8.3
11.6
3.6
3.8
.2
.09( )
1.45( )
.00( )
1.76(S)
1.31(S)
1.39(S)
.00( )
.00( )
.00( )
2
35.
.1
11.5
.0
3.6
8.3
11.5
3.6
3.8
.2
.09( )
1.44( )
.00( )
1.76(S)
1.31(S)
1.39(S)
.00( )
.00( )
.00( )
2
36.
.1
11.4
.0
3.6
8.3
11.4
3.6
3.8
.1
.09( )
1.43( )
.00( )
1.75(S)
1.30(S)
1.39(S)
.00( )
.00( )
.00( )
2
37.
.1
11.4
.0
3.6
8.3
11.3
3.6
3.8
.1
.08( )
1.43( )
.00( )
1.75(S)
1.29(S)
1.38(S)
.00( )
.00( )
.00( )
2
38.
.1
11.3
.0
3.6
8.2
11.2
3.6
3.7
.1
.08( )
1.42( )
.00( )
1.74(S)
1.29(S)
1.38(S)
.00( )
.00( )
.00( )
2
39.
.1
11.2
.0
3.6
8.2
11.2
3.6
3.7
.1
.08( )
1.41( )
.00( )
1.74(S)
1.28(S)
1.37(S)
.00( )
.00( )
.00( )
2
40.
.1
11.1
.0
3.6
8.2
11.1
3.6
3.7
.1
.08( )
1.41( )
.00( )
1.74(S)
1.27(S)
1.37(S)
.00( )
.00( )
.00( )
2
41.
.1
11.0
.0
3.5
8.2
11.0
3.5
3.7
.1
.08( )
1.40( )
.00( )
1.73(S)
1.27(S)
1.37(S)
.00( )
.00( )
.00( )
2
42.
.1
10.9
.0
3.5
8.2
10.9
3.5
3.7
.1
.08( )
1.39( )
.00( )
1.73(S)
1.26(S)
1.36(S)
.00( )
.00( )
.00( )
2
43.
.1
10.8
.0
3.5
8.2
10.8
3.5
3.7
.1
.07( )
1.39( )
.00( )
1.72(S)
1.26(S)
1.36(S)
.00( )
.00( )
.00( )
2
44.
.1
10.7
.0
3.5
8.1
10.7
3.5
3.7
.1
.07( )
1.38( )
.00( )
1.72(S)
1.25(S)
1.36(S)
.00( )
.00( )
.00( )
2
45.
.1
10.7
.0
3.5
8.1
10.6
3.5
3.6
.1
.07( )
1.37( )
.00( )
1.71(S)
1.24(S)
1.35(S)
.00( )
.00( )
.00( )
2
46.
.1
10.6
.0
3.5
8.1
10.6
3.5
3.6
.1
.07( )
1.37( )
.00( )
1.71(S)
1.24(S)
1.35(S)
.00( )
.00( )
.00( )
2
47.
.1
10.5
.0
3.5
8.1
10.5
3.5
3.6
.1
.07( )
1.36( )
.00( )
1.70(S)
1.23(S)
1.35(S)
.00( )
.00( )
.00( )
2
48.
.1
10.4
.0
3.5
8.1
10.4
3.5
3.6
.1
.07( )
1.35( )
.00( )
1.70(S)
1.22(S)
1.34(S)
.00( )
.00( )
.00( )
2
49.
.1
10.4
.0
3.5
8.1
10.4
3.5
3.6
.1
.07( )
1.35( )
.00( )
1.69(S)
1.22(S)
1.34(S)
.00( )
.00( )
.00( )
2
50.
.1
10.3
.0
3.5
8.0
10.3
3.5
3.6
.1
.07( )
1.34( )
.00( )
1.69(S)
1.21(S)
1.34(S)
.00( )
.00( )
.00( )
2
51.
.0
10.2
.0
3.4
8.0
10.2
3.5
3.6
.1
.06( )
1.34( )
.00( )
1.68(S)
1.21(S)
1.34(S)
.00( )
.00( )
.00( )
2
52.
.0
10.2
.0
3.4
8.0
10.1
3.4
3.5
.1
.06( )
1.33( )
.00( )
1.68(S)
1.20(S)
1.33(S)
.00( )
.00( )
.00( )
2
53.
.0
10.1
.0
3.4
8.0
10.1
3.4
3.5
.1
.06( )
1.33( )
.00( )
1.67(S)
1.19(S)
1.33(S)
.00( )
.00( )
.00( )
2
54.
.0
10.0
.0
3.4
8.0
10.0
3.4
3.5
.1
.06( )
1.32( )
.00( )
1.67(S)
1.19(S)
1.33(S)
.00( )
.00( )
.00( )
2
55.
.0
10.0
.0
3.4
8.0
10.0
3.4
3.5
.1
.06( )
1.32( )
.00( )
1.66(S)
1.18(S)
1.32(S)
.00( )
.00( )
.00( )
2
56.
.0
9.9
.0
3.4
7.9
9.9
3.4
3.5
.1
.06( )
1.31( )
.00( )
1.66(S)
1.18(S)
1.32(S)
.00( )
.00( )
.00( )
2
57.
.0
9.8
.0
3.4
7.9
9.8
3.4
3.5
.1
1,
1
1
1
.06( )
1.31( )
.00( )
1.650
2 58. .0
9.8
.0
3.4
.06( )
1.30( )
.00( )
1.65(S)
2 59. .0
9.7
.0
3.4
.06( )
1.30( )
.00( )
1.65(S)
3 0. .0
9.7
.0
3.4
.05( )
1.29( )
.00( )
1.64(S)
THE FCLLCWM CWIE'SQ= E1MENM WERE
D(k21M THE SIMILATICN.
THIS 0= LEAD TO ERICPS
IN THE SIIXX 'rCN RESULTS!
207 211
THE FOLL(JWI G OWIE'MCE ELFS= HAVE M 4ERICAL
' STABIL= PFCEIM4 THAT LEAD TO HYERAT LIC
0SCILL ATIMS LORII.• THE STMU=CN.
205 240
1
11
1
1
1
1
t
1
1.17(S) 1.320
7.9
9.8
1.16(S)
1.32(S)
7.9
9.7
1.16(S)
1.31(S)
7.9
9.7
1.15(S)
1.31(S)
PRF = CHW R 310 FMnG, JM M) 9177.07, file: 9177HAN, 1/17/00
100-YEAR Rainfall Event
Preston Center Third
100-Year Storm Output
File: 9177h4-out.doc
Page 10 of 11
.00( )
.00( ) .00( )
3.4
3.5 .1
.00( )
.00( ) .00( )
3.4
3.5 .1
.00( )
.00( ) .00( )
3.4
3.5 .1
.00( )
.00( ) .00( )
• P �D. 1• /• ••N6� 91 2 17 A • I• I 1 P I •• -• M-111
C1'NVEY=
EMF M' P:T1'PE
PEAK
(CT•S)
SPINSE Sly
(FT) (AC -FP)
TIME
(HR/MEM
202:2
4.0
1.1
1
18.
203:4
3.7
.2
0
35.
204:4
3.7
.2
0
35.
205:2
9.6
1.6
0
35.
206:2
7.7
1.2
0
35.
207:2
19.1
2.3 O:S
0
36.
208:2
5.6
1.0
0
35.
209:2
8.1
1.1
0
35.
210:2
20.4
1.2
0
34.
211:2
27.5
2.5 O:S
0
35.
212:2
16.7
1.6
0
35.
225:2
9.1
1.2
1
13.
226:4
11.7
.4
0
35.
227:4
16.3
.4
0
36.
228:5
28.7
1.3
0
36.
238:4
64.3
.7
0
35.
239:1
56.4
1.4
0
36.
240:2
18.1
2.0
1
9.
301:3
44.6
(DIRECT FLOW)
0
35.
302:2
4.0
.1 2.0:D
1
18.
304:2
9.1
.1 1.7:D
1
12.
305:2
18.1
.1 1.9:D
1
9.
501:3
49.8
(DIRECT Hal)
0
35.
502:3
9.7
(DIR= FLal)
0
35.
504:3
78.7
(DIRECT FLOW)
0
35.
505:3
9.1
(DIRELY FLCW)
1
13.
506:3
27.9
(DD2FI.Y FLOW)
0
36.
507:3
56.4
(DIRMT FLAW)
0
36.
508:3
18.1
(DIR= FUW)
1
9.
0
••.9• ] • n • • MOD
[I
Preston Center Third
100-Year Storm Output
File: 9177h4-out.doc
Page 11 of 11
F
I
1
1
1
1
1
1
Preston Center Third
10-Year Storrs Input
File: 9177t4-in.doc
Page 1 of 3
2
1
1
2
3
4
WATERSHED
PRESTON CENTER
THIRD
FILING,FILE:
9177T3.IN,
REVISED
3/9/00
10-YEAR
Rainfall
Event
180
0 0
1.
1 1.
1
25
5.
0.48
0.60
0.72
0.96
2.16 3.12
5.64
2.28 1.12
0.84
0.72
0.60
0.60
0.48
0.36 0.24
0.24
0.12 0.12
0.12
0.12
0.12
0.12
0.12
0.0
*
subcatchmet data
1
101
301
1745
5.73 62.3
.015
.016 .25
.1
.3
.51
0.5
0.0018
1
102
501
1386
6.05 75.8
.015
.016 .25
.1
.3
.51
0.5
0.0018
1
103
203
1007
.43 99.5
.02
.016 .25
.1
.3
.51
0.5
0.0018
1
104
204
1007
.43 99.5
.02
.016 .25
.1
.3
.51
0.5
0.0018
1
105
504
116
1.14 66.2
.016
.016 .25
.1
.3
.51
0.5
0.0018
1
106
226
2439
1.73 99.5
.01
.016 .25
.1
.3
.51
0.5
0.0018
1
107
227
2853
2.57 64.0
.01
.016 .25
.1
.3
.51
0.5
0.0018
1
108
238
2339
8.59 57.0
.02
.016 .25
.1
.3
.51
0.5
0.0018
1
109
504
311
1.32 65.0
.009
.016 .25
.1
.3
.51
0.5
0.0018
1
110
504
415
1.43 8.6
.015
.016 .25
.1
.3
.51
0.5
0.0018
1
111
210
3281
2.26 80.6
.028
.016 .25
.1
.3
.51
0.5
0.0018
1
112
209
81
0.28 73.7
.018
.016 .25
.1
.3
.51
0.5
0.0018
1
113
208
161
0.74 63.8
.018
.016 .25
.1
.3
.51
0.5
0.0018
1
114
504
168
1.16 79.6
.015
.016 .25
.1
.3
.51
0.5
0.0018
1
116
206
222
1.02 67.6
.01
.016 .25
.1
.3
.51
0.5
0.0018
1
118
207
418
0.48 39.1
.012
.016 .25
.1
.3
.51
0.5
0.0018
*
*
############################
END OF WATERSHED DATA
#######################
*
0
0
*
*
The
following
SWMM
lines simulate
a direct connection
(no routing)
*
1
301
302
0 3
*
*
The
following
SWMM
lines simulate
a direct connection
(no routing)
*
1
501
302
0 3
*
The
following
SWMM
line is detention
pond 302 - STAGE
STORAGE
*
0
302
202
11 2
0.1
1000.
.025
0.
0.
0.013
1.00
0
0
0.06
0.88
0.23
1.42
0.29 1.53
0.59
2.00
1.11
2.39
1.18
2.42
1.95 3.97
2.06
3:98
2.64
4.25
3.20
37.35
*
*
Pond
302
outlet - 18"
dia. pipe
1
202
502
0 2
1.50
74.92
0.003
0.
0.
0.016
1.50
*
West
gutter
of
Gifford
Court
1
203
502
0 4
1.0
500.
0.021
0.
50.
0.016
.5
18.
500.
0.021
0.
10.
0.020
2.
1
1
1
Preston Center Third
10-Year Storm Input
File:
9177t4-in.doc
Page 2 of 3
*
* East
gutter of Gifford Court
*
1
204
502 0 4
1.0 500.
0.021
50.
0.
0.016
.5
18. 500.
0.021
10.
0.
0.020
2.
*
* The
following SWMM
lines simulate a
direct connection
(no routing)
*
1
502
205 0 3
*
* Pipe
from
Inlet in
Gifford Court to
inlets on
south side
of
lots
*
1
205
212 0 2
2.00 27.4
0.003
0.
0.
0.016
2.00
* Pipe
from
drainage
basin 106 to Existing
pipe
at STR-4
*
1
206
212 0 2
1.50 101.84
0.0080
0.
0.
0.016
2.25
* Pipe
*
from
existing
pipe junction to
the inlet
at drainage
basin 108
1
212
207 0 2
2.25 331.43
0.0059
0.
0.
0.016
2.25
*
* Pipe
from
Drainage
basin 108 inlet
to detention
pond
*
1
207
504 0 2
2.25 126.0
0.005
0.
0.
0.016
2.25
*
* Pipe
from
Drainage
basin 103 inlet
to drainage
basin
102
*
1
208
209 0 2
1.75 217.39
0.005
0.
0.
0.016
1.75
*
* Pipe
from
Drainage
basin 102 inlet
to STMH-3
* 1
209
211 0 2
2.00 42.86
0.0056
0.
0.
0.016
2.00
*
* Pipe
from
Drainage
basin 101 inlet
to STMH-3
*
1
210
211 0 2
2.00 96.7
0.0155
0.
0.
0.016
2.00
*
* Pipe
from
STMH-3 to detention pond
*
1
211
504 0 2
2.50 108.6
0.0059
0.
0.
0.016
2.50
*
* The
*
following SWMM
lines simulate a
direct connection
(no routing)
1
504
304 0 3
* The
following SWMM
line is detention pond 304
- STAGE
STORAGE
*
0
304
225 12 2
0.1 1000.
.025
0.
0.
0.013
1.00
0
0
0.02 1.13
0.18
2.27
0.50
3.10
0.92
3.78
0.95 7.34
1.52
8.84
1.70
9.18
1.83
9.41
2.00 20.61
2.26
63.53
2.35
82.78
* Pond
*
304 Outlet -
21" dia. pipe
1
225
505 0 2
1.75 263.5
0.0083
0.
0.
0.016
1.75
*
1
1
1
1
Preston Center Third
10-Year
Storm Input
File:
9177t4-in.doc
Page 3 of 3
* The
following
SWMM
lines simulate a direct
connection
(no
routing)
*
1
505 305
0 3
*
* North gutter
of Timberwood Drive
*
1
226 506
0 4
1.0 1200. 0.010
0.
50.
0.016
.5
25. 1200. 0.010
0.
10.
0.020
2.
*
* South gutter
of Timberwood Drive
*
1
227 506
0 4
1.0 1200. 0.010
50.
0.
0.016
.5
25. 1200. 0.010
10.
0.
0.020
2.
* The
following
SWMM
lines simulate a direct
connection
(no
routing)
*
1
506 228
0 3
* 10'
Type "R"
inlet
(Timberwood Drive) - 24"
dia. pipe
*
1
228 305
0 5
4.0 43.5 0.0101
0.
0.
0.016
4.0
6.0 43.5 0.0100
4.
4.
0.035
2.0
*
* South gutter
Country Ranch parking lot
*
1
238 239
0 4
1.0 200. 0.010
50.
0.
0.016
.5
20. 200. 0.021
10.
0.
0.020
2.
* Swale
on south side of Country Ranch
1
239 507
0 1
5.0 640. 0.010
4.
4.
0.035
3.0
* The
following
SWMM
lines simulate a direct
connection
(no
routing)
*
1
507 305
0 3
* The
following
SWMM
line is Country Ranch det.
pond 305
*
0
305 240
12 2
0.1 1000. .025
0.
0.
0.013
1.00
0
0
0.08 2.12
0.23
3.74
0.42
4.92
0.66
5.89
0.93 6.74
1.22
7.41
1.62
17.06
1.99 18.24
2.03 18.37
2.26 19.01
2.50
82.73
* Pond
305 Outlet - 30"
dia. pipe
*
1
240 508
0 2
2.50 40.0 0.003
0.
0.
0.016
2.50
*
* The
following
SWMM
lines simulate a direct
connection
(no
routing)
*
1
508
0 3
*
* ############################
END OF CONVEYANCE DATA ######################
*
0
9 1
301 302 502 504 304 228 305 507 240
1
1
1
1
1
1
1
1
Preston Center Third
10-Year Storm Output
File: 9177t4-out.doc
Page 1 of 10
lair rig is v •..• a • •ra ••i r• a. ,. ,•ra is ••s r •
DEVELOPED BY MEICALF + EMY, UC.
UNIVERSITY OF FLORICA
WUR RE9JINCS FMIINEEERS, Ur. (SEPIEMBER 1970)
UPLIATED BY UNIVERSMY OF F1MIA (JIVE 1973)
HYDROLOGIC EbMNE R= CENTER, CORPS OF EWMEERS
II RIVER DIVISICN, CORPS OF ENMNEERS (SEPIEP7B R 1974)
BOYLE ENME RIIG CXRECRATIIN (M%Ral 1985, JULY 1985)
TAPE OR DISK ASSIMENIIS
JIN(1)
JIN(2)
JIN(3)
JIN(4)
JIN(5)
JIN(6)
JIM(7)
JIN(8)
JIN(9)
JIM(10)
2
1
0
0
0
0
0
0
0
0
JCUP(1)
JCIIr(2)
=(3)
JOL7P(4)
J(IH'(5)
JOUP(6)
=(7)
JU7P(8)
J"(9)
Mjr(10)
1
2
0
0
0
0
0
0
0
0
NS=(1)
NS=(2)
Ng=(3)
NS=(4)
Ng=(5)
3
4
0
0
0
s+* ENIIRY MDE TO RIEQ&F MODE. ***
PIESICN CENIER MM FIIMG,FILE: 917713.IN, REULSED 3/9/00
10-YEAR Rainfall EUalt
UEEK:R OF TIME SIEPS 180
INIEGRAMN TIME INIERVAL (MIDAlES) 1.00
1.0 PER= OF IMPERVIOUS AREA HAS ZERO DETENPICN DEPM
FOR 25 RAIIZML SPEPS, THE TTME INTERVAL IS 5.00 MID]UIES
FOR RAIIJ NII46FR 1 RAINEALLL HLSI RY IN IN= PER HJUR
.48 .60 .72 .96 2.16 3.12
.72 .60 .60 .48 .36 .24
.12 .12 .12 .12 .00
PRESICN CFNIER THIRD FI M,FT1E: 917-M .IN, REVISED 3/9/00
10-YEAR Rainfall EVatt
5.64 2.28 1.12 .84
.24 .12 .12 .12
11
7
J
1
1
1
1
Preston Center Third
10-Year Storm Output
File: 9177t4out.doc
Page 2 of 10
SlkMEA
UJ=
NlBIII-I
AREA
PERMTr
&M
FF-cISMM
FACIM
9JFPCE SIMPM(IN)
DF'IUPM`IIN RKE(IN/1{<2)
GM
N 4ER
KR MWCCE (FT)
(FC)
INPFRV.
(Fr/Fr)
INPERV.
PERV.
I GEE.
PFRV.
MORM
DUMMM
DM RFK1E
NO
101
301
1745.0
5.7
62.3
.0150
.016
.250
.100
.300
.51
.50
.00180
1
102
501
1386.0
6.0
75.8
.0150
.016
.250
.100
.300
.51
.50
.00180
1
103
203
1007.0
.4
99.5
.0200
.016
.250
.100
.300
.51
.50
.00180
1
104
204
1007.0
.4
99.5
.0200
.016
.250
.100
.300
.51
.50
.00180
1
105
504
116.0
1.1
66.2
.0160
.016
.250
.100
.300
.51
.50
.00180
1
106
226
2439.0
1.7
99.5
.0100
.016
.250
.100
.300
.51
.50
.00180
1
107
227
2853.0
2.6
64.0
.0100
.016
.250
.100
.300
.51
.50
.00180
1
108
238
2339.0
8.6
57.0
.0200
.016
.250
.100
.300
.51
.50
.00180
1
109
504
311.0
1.3
65.0
.0090
.016
.250
.100
.300
.51
.50
.00180
1
ll0
504
415.0
1.4
8.6
.0150
.016
.250
.100
.300
.51
.50
.00180
1
111
210
3281.0
2.3
80.6
.0280
.016
.250
.100
.300
.51
.50
.00180
1
112
209
81.0
.3
73.7
.0180
.016
.250
.100
.300
.51
.50
.00180
1
113
208
161.0
.7
63.8
.0180
.016
.250
.100
.300
.51
.50
.00180
1
114
504
168.0
1.2
79.6
.0150
.016
.250
.100
.300
.51
.50
.00180
1
116
206
222.0
1.0
67.6
.0100
.016
.250
.100
.300
.51
.50
.00180
1
U8
207
418.0
.5
39.1
.0120
.016
.250
.100
.300
.51
.50
.00180
1
TUTAL
NLEEER CF
S BMTCMENTS,
16
TUTAL
TRIKJIPRY
AREA (ACRES),
35.36
PREMEN CERIER T = Fl=,FILE: 9177T3.IN, REUISFD 3/9/00
10-YEAR Rainfall Evart
•• � • ia• •- rr • is r •,� � t i�: r - •ry
V'IATFR-S[= ARM (ACRES)
35.360
Tt7rAI, RAINFALL (11JaM)
1.833
1C1rAL IIgTLTRUIGN UN131ES)
.254
TIIM WUIF8F4D QIIFLCW (1 jam)
1.409
MIM SURFACE MUM AT END CF SUEM (IIQ. M)
.170
ERFC'R IN C1iSrlN=, PFid CF RAINFALL
.001
MESICfi CFISIFR TIi1TtLl FI=,F=: 9177T3.IN, RFUJ:SED 3/9/00
10-YEAR Rainfall Evart
4dLDII-I
IN=
= MCPES
CUFRBPN
MCHAKE
GJPIFR
QJrIFR
NY
NP
OR DIPM
LEISIIH
57
i= TO NEU
b9am .>
LEM
JK
N24EER
02ZE `ITCN
(FT)
(Fr)
(Fr/Fr)
L R
N
(Fr)
301
302
0
3
.0
0.
.0010
.0 .0
.001
10.00
1
501
302
0
3
.0
0.
.0010
.0 .0
.001
10.00
1
302
202
11
2
PIPE
.1
1000.
.0250
.0 .0
.013
1.00
0
RFS XIR SIB IN
AME-FFEr VS spmuAY C mcw
.0
.0
.1
.9 .2
1.4
.3
1.5 .6
2.0
1.1 2.4
1.2
2.4
2.0
4.0 2.1
4.0
2.6
4.3 3.2
37.4
202
502
0
2
PIPE
1.5
75.
.0030
.0 .0
.016
1.50
1
203
502
0
4
CH74SFL
1.0
500.
.0210
.0 50.0
.016
.50
1
OJFiEUM
18.0
500.
.0210
.0 10.0
.020
2.00
204
502
0
4
CHAMEL
1.0
500.
.0210
50.0 .0
.016
.50
1
04UEUM
18.0
500.
.0210
10.0 .0
.020
2.00
502
205
0
3
.0
0.
.0010
.0 .0
.001
10.00
1
Preston Center Third
10-Year
Storm
Output
File: 9177t4-out.doc
'
Page 3 of 10
205
212
0
2
PIPE
2.0
27.
.0030
.0
.0
.016
2.00
1
206
212
0
2
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1.5
102.
.0080
.0
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1
'
212
207
207
504
0
0
2
2
PIPE
ICE
2.3
2.3
331.
126.
.0059
.0050
.0
.0
.0
.0
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2.25
2.25
1
1
208
209
0
2
PIPE
1.8
217.
.0050
.0
.0
.016
1.75
1
209
211
0
2
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43.
.0056
.0
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2.00
1
210
211
0
2
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2.0
97.
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.0
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1
21.1
504
0
2
PIPE
2.5
109.
.0059
.0
.0
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2.50
1
'
504
304
0
3
.0
0.
.0010
.0
.0
.001
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1
304
225
12
2
PIPE
.1
1000.
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.0
.0
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1.00
0
Ii amm 9IQYLE IN F{I78-FFEr VS SFIIA QIIFLW
'
.0
1.5
.0
8.8
.0
1.7
1.1
9.2
.2
1.8
2.3
9.4
.5
2.0
3.1
20.6
.9
2.3
3.8
63.5
.9
2.4
7.3
82.8
225
505
0
2
PIPE
1.8
264.
.0083
.0
.0
.016
1.75
1
505
305
0
3
.0
0.
.0010
.0
.0
.001
10.00
1
226
506
0
4
CKV"L
1.0
1200.
.0100
.0
50.0
.016
.50
1
O1FRF104
25.0
1200.
.0100
.0
10.0
.020
2.00
227
506
0
4
CFPNM
1.0
1200.
.0100
50.0
.0
.016
.50
1
CIVEFT
R
25.0
1200.
.0100
10.0
.0
.020
2.00
506
228
0
3
.0
0.
.0010
.0
.0
.001
10.00
1
'
228
305
0
5
PIPE
OJIIZESI.W
4.0
6.0
44.
44.
.0101
.0101
.0
4.0
.0
4.0
.016
.035
4.00
2.00
1
238
239
0
4
QNTZE3,
1.0
200.
-.0100
50.0
.0
.016
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1
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W
20.0
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10.0
.0
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2.00
239
507
0
1
CHARM,
5.0
640.
.0100
4.0
4.0
3.00
1
.035
'
507
305
0
3
.0
0.
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.0
.0
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10.00
1
305
240
12
2
PIPE
1
1000.
0250
'
1.00
0
.0
REMWIR SIB IN ACTT FEET
VS-gpnzwAY c[Imaq
.0
.0
.1
2.1
.2
3.7
.4
4.9
.7
5.9
.9
6.7
'
1.2
7.4
1.6
17.1
2.0
18.2
2.0
18.4
2.3
19.0
2.5
82.7
240
508
0
2
PIPE
2.5
40.
.0030
.0
.0
.016
2.50
1
'
508
0
0
3
.0
0.
.0010
.0
.0
.001
10.00
1
TOTAL UP= CF GUr1FRS/PIPES,
29
PPI= CENM THM FIIJ?>;,FILE:
917743 AN, REVI•M 3/9/00
10-YEAR Rainfall
Event
AFUZ
N. EM Nf
C F SLBZkTC
-A4
NM AND Q7rIFR.S/PIPES
'
QJriFR
IRIFUTARY
CUPIFR/PIPE
MZIEUIAW
3HN'A
202
302
0
0
0
0
0 0
0
0 o
0 0
0
0
0
0
0
0
0
D.A. (PC)
0 11.8
203
.0
0
0
0
0
0 0
0
0 0
103 0
0
0
0
0
0
0
0
0 .4
204
0
0
0
0
0
0 0
0
0 0
104 0
0
0
0
0
0
0
0
0 .4
'
205
502
0
0
0
0
0 0
0
0 0
0 0
0
0
0
0
0
0
0
0 12.6
206
0
0
0
0
0
0 0
0
0 0
116 0
0
0
0
0
0
0
0
0 1.0
207
212
0
0
0
0
0 0
0
0 0
118 0
0
0
0
0
0
0
0
0 14.1
'
208
209
0
208
0
0
0
0
0
0
0
0
0 0
0 0
0
0
0 0
0 0
113 0
112 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0 .7
0 1.0
210
0
0
0
0
0
0 0
0
0 0
111 0
0
0
0
0
0
0
0
0 2.3
211
209
210
0
0
0
0 0
0
0 0
0 0
0
0
0
0
0
0
0
0 3.3
212
205
206
0
0
0
0 0
0
0 0
0 0
0
0
0
0
0
0
0
0 13.7
225
304
0
0
0
0
0 0
0
0 0
0 0
0
0
0
0
0
0
0
0 22.5
'
226
0
0
0
0
0
0 0
0
0 0
106 0
0
0
0
0
0
0
0
0 1.7
227
0
0
0
0
0
0 0
0
0 0
107 0
0
0
0
0
0
0
0
0 2.6
228
506
0
0
0
0
0 0
0
0 0
0 0
0
0
0
0
0
0
0
0 4.3
'
238
239
0
238
0
0
0
0
0
0
0
0
0 0
0 0
0
0
0 0
0 0
108 0
0 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0 8.6
0 8.6
Preston
Center Third
I0-Year Storm Output
File:
9177t4-out.doc
Page 4 of 10
240
305 0 0
0 0
0 0 0
0 0
0
0 0
0 0 0
0 0
0 0 35.4
302
301 501 0
0 0
0 0 0
0 0
0
0 0
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0 0
0 0 11.8
'
304
305
504 0 0
505 228 507
0 0
0 0
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0 0 0
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0 0
0
0
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0 0 0
0 0 0
0 0
0 0
0 0 22.5
0 0 35.4
'
PfWICN
CINDER q= FU-=,FTLE:
91TM.IN, REVISED 3/9/00
10-YEAR
Rainfall Event
'
HYUCG
2APHS
ARE I S M FM
THE FC LIGIMU 9 CAE rr
EMEnrr¢
THE UPPER U14EER
IS DTSMAR E IN CFS
THE LOOM N[I B t
IS CNE CF
UE FCLLavM CA'ES:
( ) LT.IQ71Ea^ DEPTH AFXh7E M7FFQ IN FIEF
(S) LZ'IUM SILRPI.;E IN PC -FT
(I) LENMES GUMER INFI W IN
FM LEIRMCN IYM. DL4]-1WE INSI 3 SPILLWAY C JM.CW.
CTS FROM SPECIFIED DFUM H17ROGRAPH
(D) LffiCM DMaWKE IN CES
DIVE17im FR24 THLS C;7=
(0) LffiQ7I84 SICIUGE IN PC -FT
FM -q-YCRV= CiJITIIt
'
TIM(HR/MIM
228
240
301
302
304
305
502
504
507
0
1.
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0
2.
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0
3.
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0
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0
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0
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0
7.
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0
9.
.0
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10.
.01( )
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.0
.00( )
.0
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.0
.00( )
.0
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.02( )
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.00(S)
.00( )
.00( )
.00( )
.00( )
.00( )
0
11.
.0
.0
.0
.0
.0
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.00( )
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.00( )
'
0
12.
.0
.0
.1
.0
.0
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.0
.1
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.00(S)
.00( )
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.00( )
0
13.
.0
.0
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.0
.1
0
.1
.6
.0
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'
0
14.
.1
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.8
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.1
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1.4
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0
15.
.2
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2.0
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.00( )
.00( )
0
16.
.3
.0
1.7
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2.5
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0
17.
.5
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2.1
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3.3
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'
0
18.
.7
.1
2.5
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4.0
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0
19.
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2.8
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1.1
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1.0
4.5
1.1
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.01(S)
.00( )
.00( )
.00( )
I
1
1
1
[1
1
Preston Center Third
10-Year
Storm Output
File: 9177t4-out.doc
Page 5 of 10
0 20.
1.1
.3
3.0
.6
1.2
.3
1.1
5.1
1.6
.27( )
.21( )
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.04(S)
.02(S)
.01(S)
.00( )
.00(
) .00( )
0 21.
1.3
.4
3.9
.7
1.2
.4
1.4
6.5
2.1
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.26( )
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.03(S)
.02(S)
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) .00( )
0 22.
1.7
.6
5.3
.9
1.3
.6
1.8
9.0
2.8
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.04(S)
.02(S)
.00( )
.00(
) .00( )
0 23.
2.2
.8
6.3
1.0
1.4
.8
2.2
11.1
3.8
.38( )
.35( )
.00( )
.08(S)
.05(S)
.03(S)
.00( )
.00(
) .00( )
0 24.
2.7
1.0
6.9
1.0
1.5
1.1
2.4
12.3
4.9
.42( )
.40( )
.00( )
.10(S)
.07(S)
.04(S)
.00( )
.00(
) .00( )
0 25.
3.2
1.2
7.3
1.1
1.6
1.4
2.6
13.3
6.0
.46( )
.44( )
.00( )
.12(S)
.08(S)
.05(S)
.00( )
.00(
) .00( )
0 26.
3.7
1.6
8.2
1.2
1.7
1.8
2.9
15.1
7.2
.49( )
.50( )
.00( )
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.10(S)
.07(S)
.00( )
.00(
) .00( )
0 27.
4.5
2.0
9.6
1.2
1.9
2.2
3.2
17.7
8.4
.53( )
.55( )
.00( )
.17(S)
.12(S)
.08(S)
.00( )
.00(
) .00( )
0 28.
5.2
2.3
10.4
1.3
2.0
2.4
3.5
19.5
9.8
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.15(S)
.10(S)
.00( )
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) .00( )
0 29.
5.8
2.6
10.9
1.4
2.2
2.6
3.8
20.9
11.1
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.17(S)
.12(S)
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) .00( )
0 30.
6.5
2.8
11.4
1.5
2.3
2.8
3.9
22.4
12.3
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.26(S)
.20(S)
.15(S)
.00( )
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) .00( )
0 31.
7.5
3.1
14.3
1.6
2.4
3.1
4.4
27.0
13.8
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.23(S)
.17(S)
.00( )
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) .00( )
0 32.
9.0
3.4
18.8
1.7
2.5
3.5
5.2
33.6
16.3
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.27(S)
.20(S)
.00( )
.00(
) .00( )
0 33.
10.8
3.8
21.6
1.7
2.6
3.8
5.7
39.9
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.32(S)
.24(S)
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) .00( )
0 34.
12.6
4.1
23.4
1.9
2.8
4.1
6.1
42.8
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.37(S)
.28(S)
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) .00( )
0 35.
14.3
4.3
24.7
2.0
2.9
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) .00( )
0 36.
16.0
4.7
21.8
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3.1
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) .00( )
0 37.
14.8
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) .00( )
0 38.
14.6
5.3
15.1
2.1
3.2
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27.3
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) .00( )
0 39.
13.6
5.5
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25.3
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.00( )
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) .00( )
0 40.
13.2
5.7
13.4
2.2
3.3
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4.6
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23.6
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.65(S)
.61(S)
.00( )
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) .00( )
0 41.
12.3
5.8
11.9
2.2
3.4
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4.3
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22.0
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.65(S)
.00( )
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) .00( )
0 42.
11.5
6.0
10.0
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3.4
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4.0
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20.2
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.70(S)
.00( )
.00(
) .00( )
0 43.
10.5
6.1
8.9
2.2
3.5
6.1
3.8
19.2
18.4
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1.00( )
.00( )
.87(S)
.72(S)
.73(S)
.00( )
.00(
) .00( )
0 44.
9.8
6.2
8.1
2.2
3.5
6.2
3.7
17.8
16.7
.78( )
1.01( )
.00( )
.89(S)
.74(S)
.77(S)
.00( )
.00(
) .00( )
0 45.
9.0
6.3
7.6
2.3
3.5
6.3
3.5
16.7
15.3
.75( )
1.02( )
.00( )
.91(S)
.76(S)
.80(S)
.00( )
.00(
) .00( )
0 46.
8.4
6.4
7.0
2.3
3.6
6.4
3.4
15.6
14.0
.72( )
1.02( )
.00( )
.93(S)
.78(S)
.83(S)
.00( )
.00(
) .00( )
0 47.
7.7
6.5
6.4
2.3
3.6
6.5
3.3
14.5
13.0
.70( )
1.03( )
.00( )
.94(S)
.80(S)
.85(S)
.00( )
.00(
) .00( )
0 48.
7.2
6.6
5.9
2.3
3.6
6.6
3.3
13.6
12.0
.67( )
1.04( )
.00( )
.96(S)
.81(S)
.88(S)
.00( )
.00(
) .00( )
0 49.
6.7
6.6
5.6
2.3
3.6
6.6
3.2
13.1
11.1
.65( )
1.04( )
.00( )
.97(S)
.82(S)
.90(S)
.00( )
.00(
) .00( )
0 50.
6.2
6.7
5.3
2.3
3.7
6.7
3.2
12.6
10.3
.63( )
1.05( )
.00( )
.98(S)
.84(S)
.92(S)
.00( )
.00(
) .00( )
0 51.
5.8
6.8
5.1
2.3
3.7
6.8
3.1
12.1
9.7
Preston Center Third
10-Year Storm Output
File:
9177t4-out.doc
'
Page 6 of 10
.61( )
1.05( )
.00( )
.99(S)
.85(S)
.93(S)
.00( )
.00( )
.00( )
0
52.
5.5
6.8
4.8
2.3
3.7
6.8
3.1
11.5
9.1
.59( )
1.06( )
.00( )
1.00(S)
.86(S)
.95(S)
.00( )
.00( )
.00( )
'
0
53.
5.1
6.8
4.5
2.3
3.7
6.8
3.1
11.1
8.6
.57( )
1.06( )
.00( )
1.01(S)
.87(S)
.97(S)
.00( )
.00( )
.00( )
0
54.
4.9
6.9
4.3
2.3
3.7
6.9
3.1
10.8
8.1
.56( )
1.06( )
.00( )
1.02(S)
.88(S)
.98(S)
.00( )
.00( )
.00( )
0
55.
4.6
6.9
4.2
2.3
3.7
6.9
3.0
10.5
7.7
.54( )
1.06( )
.00( )
1.03(S)
.89(S)
.99(S)
.00( )
.00( )
.00( )
0
56.
4.4
6.9
4.0
2.4
3.8
6.9
3.0
10.1
7.3
.53( )
1.07( )
.00( )
1.04(S)
.90(S)
1.01(S)
.00( )
.00( )
.00( )
'
0
57.
4.1
6.9
3.8
2.4
3.8
7.0
3.0
9.7
7.0
.51( )
1.07( )
.00( )
1.05(S)
.91(S)
1.02(S)
.00( )
.00( )
.00( )
0
58.
3.9
7.0
3.6
2.4
3.8
7.0
3.0
9.4
6.6
.50( )
1.07( )
.00( )
1.06(S)
.91(S)
1.03(S)
.00( )
.00( )
.00( )
'
0
59.
3.7
7.0
3.4
2.4
3.9
7.0
3.0
9.2
6.3
.49( )
1.07( )
.00( )
1.06(S)
.92(S)
1.04(S)
.00( )
.00( )
.00( )
1
0.
3.6
7.0
3.3
2.4
4.6
7.0
2.9
9.0
6.0
.48( )
1.08( )
.00( )
1.07(S)
.93(S)
1.05(S)
.00( )
.00( )
.00( )
'
1
1.
3.4
7.0
3.2
2.4
5.3
7.0
2.9
8.8
5.8
.47( )
1.08( )
.00( )
1.07(S)
.93(S)
1.06(S)
.00( )
.00( )
.00( )
1
2.
3.3
7.1
3.2
2.4
5.8
7.1
2.9
8.6
5.6
.46( )
1.08( )
.00( )
1.08(S)
.94(S)
1.07(S)
.00( )
.00( )
.00( )
'
1
3.
3.1
7.1
3.1
2.4
6.2
7.1
2.9
8.5
5.4
.45( )
1.08( )
.00( )
1.09(S)
.94(S)
1.080
.00( )
.00( )
.00( )
1
4.
3.0
7.1
3.0
2.4
6.5
7.1
2.9
8.4
5.2
.44( )
1.08( )
.00( )
1.09(S)
.94(S)
1.09(S)
.00( )
.00( )
.00( )
1
5.
2.9
7.1
3.0
2.4
6.8
7.1
2.9
8.3
5.0
.44( )
1.09( )
.00( )
1.10(S)
.95(S)
1.10(S)
.00( )
.00( )
.00( )
1
6.
2.9
7.2
2.9
2.4
7.0
7.2
2.9
8.1
4.9
.43( )
1.09( )
.00( )
1.10(S)
.95(S)
1.11(S)
.00( )
.00( )
.00( )
1
7.
2.8
7.2
2.7
2.4
7.1
7.2
2.9
7.8
4.7
.42( )
1.09( )
.00( )
1.11(S)
.95(S)
1.12(S)
.00( )
.00( )
.00( )
1
8.
2.7
7.2
2.6
2.4
7.2
7.2
2.9
7.6
4.6
.42( )
1.09( )
.00( )
1.11(S)
.95(S)
1.13(S)
.00( )
.00( )
.00( )
'
1
9.
2.6
7.2
2.5
2.4
7.3
7.2
2.9
7.4
4.4
.41( )
1.09( )
.00( )
1.12(S)
.95(S)
1.140
.00( )
.00( )
.00( )
1
10.
2.5
7.2
2.4
2.4
7.3
7.3
2.9
7.3
4.2
.40( )
1.10( )
.00( )
1.12(S)
.95(S)
1.15(S)
.00( )
.00( )
.00( )
'
1
11.
2.4
7.3
2.3
2.4
7.2
7.3
2.9
7.1
4.1
.40( )
1.10( )
.00( )
1.12(S)
.95(S)
1.15(S)
.00( )
.00( )
.00( )
1
12.
2.3
7.3
2.1
2.4
7.2
7.3
2.8
6.8
3.9
.39( )
1.10( )
.00( )
1.13(S)
.95(S)
1.160
.00( )
.00( )
.00( )
'
1
13.
2.2
7.3
2.0
2.4
7.1
7.3
2.8
6.6
3.8
.38( )
1.10( )
.00( )
1.13(S)
.95(S)
1.17(S)
.00( )
.00( )
.00( )
1
14.
2.1
7.3
1.9
2.4
7.0
7.3
2.8
6.4
3.6
.37( )
1.10( )
.00( )
1.13(S)
.95(S)
1.180
.00( )
.00( )
.00( )
'
1
15.
2.0
7.3
1.9
2.4
6.9
7.3
2.8
6.3
3.4
.37( )
1.10( )
.00( )
1.13(S)
.95(S)
1.19(S)
.00( )
.00( )
.00( )
1
16.
2.0
7.4
1.8
2.4
6.8
7.4
2.8
6.1
3.3
.36( )
1.10( )
.00( )
1.13(S)
.95(S)
1.19(S)
.00( )
.00( )
.00( )
'
1
17.
1.9
7.4
1.6
2.4
6.7
7.4
2.7
5.9
3.1
.35( )
1.11( )
.00( )
1.140
.94(S)
1.20(S)
.00( )
.00( )
.00( )
1
18.
1.8
7.4
1.5
2.4
6.5
7.4
2.7
5.6
3.0
.34( )
1.11( )
.00( )
1.14(S)
.94(S)
1.21(S)
.00( )
.00( )
.00( )
'
1
19.
1.7
7.4
1.4
2.4
6.4
7.4
2.7
5.5
2.8
.34( )
1.11( )
.00( )
1.14(S)
.94(S)
1.21(S)
.00( )
.00( )
.00( )
1
20.
1.6
7.4
1.4
2.4
6.2
7.4
2.7
5.4
2.7
.33( )
1.11( )
.00( )
1.14(S)
.94(S)
1.22(S)
.00( )
.00( )
:00( )
'
1
21.
1.5
7.4
1.3
2.4
6.1
7.4
2.7
5.2
2.6
.32( )
1.11( )
.00( )
1.14(S)
.94(S)
1.22(S)
.00( )
.00( )
.00( )
1
22.
1.5
7.5
1.3
2.4_
5.9
7.5
2.7
5.1
2.5
.32( )
1.12( )
.00( )
1.14(S)
.94(S)
1.22(S)
.00( )
.00( )
.00( )
Preston Center Third
10-Year Storm Output
File:
9177t4-out.doc
'
Page 7 of 10
1
23.
1.4
7.6
1.2
2.4
5.8
7.6
2.7
5.1
2.3
.31( )
1.12( )
.00( )
1.14(S)
.94(S)
1.23(S)
.00( )
.00( )
.00( )
'
1
24.
1.4
.30( )
7.6
1.13( )
1.2
.00( )
2.4
1.14(S)
5.7
.94(S)
7.6
1.23(S)
2.7
.00( )
5.0
.00( )
2.2
.00( )
1
25.
1.3
7.7
1.2
2.4
5.6
7.7
2.6
4.9
2.2
.30( )
1.13( )
.00( )
1.14(S)
.94(S)
1.23(S)
.00( )
.00( )
.00( )
'
1
26.
1.3
.29( )
7.7
1.14( )
1.1
.00( )
2.4
1.14(S)
5.5
.93(S)
7.7
1.23(S)
2.6
.00( )
4.8
.00( )
2.1
.00(.)
1
27.
1.2
7.8
1.0
2.4
5.4
7.8
2.6
4.6
2.0
.29( )
1.14( )
.00( )
1.14(S)
.93(S)
1.23(S)
.00( )
.00( )
.00( )
1
28.
1.2
.28( )
7.8
1.14( )
.9
.00( )
2.4
1.14(S)
5.2
.93(S)
7.8
1.24(S)
2.6
.00( )
4.5
.00( )
1.9
.00( )
1
29.
1.1
7.8
.9
2.4
5.1
7.8
2.6
4.4
1.8
.27( )
1.14( )
.00( )
1.14(S)
.93(S)
1.24(S)
.00( )
.00( )
.00( )
1
30.
1.1
7.8
.8
2.4
5.0
7.8
2.6
4.3
1.7
.27( )
1.14( )
.00( )
1.14(S)
.93(S)
1.24(S)
.00( )
.00( )
.00( )
1
31.
1.0
7.8
.8
2.4
4.9
7.8
2.6
4.2
1.6
.26( )
1.14( )
.00( )
1.14(S)
.93(S)
1.24(S)
.00( )
.00( )
.00( )
1
32.
1.0
7.8
.7
2.4
4.8
7.8
2.6
4.1
1.6
.26( )
1-14( )
.00( )
1.14(S)
.93(S)
1.24(S)
.00( )
.00( )
.00( )
1
33.
.9
7.8
.7
2.4
4.6
7.8
2.6
4.0
1.5
.25( )
1.14( )
.00( )
1.14(S)
.93(S)
1.24(S)
.00( )
.00( )
.00( )
1
34.
.9
7.8
.7
2.4
4.5
7.8
2.6
4.0
1.4
'
.25( )
1.14( )
.00( )
1.14(S)
.93(S)
1.23(S)
.00( )
.00( )
.00( )
1
35.
.8
7.7
.7
2.4
4.5
7.7
2.5
3.9
1.4
.24( )
1.14( )
.00( )
1.130
.93(S)
1.23(S)
.00( )
.00( )
.00( )
1
36.
.8
7.7
.7
2.4
4.4
7.7
2.5
3.9
1.3
.24( )
1.13( )
.00( )
1.13(S)
.92(S)
1.23(S)
.00( )
.00( )
.00( )
1
37.
.8
7.7
.6
2.4
4.3
7.7
2.5
3.8
1.3
.23( )
1.13( )
.00( )
1.13(S)
.92(S)
1.23(S)
.00( )
.00( )
.00( )
1
38.
.7
7.6
.6
2.4
4.2
7.6
2.5
3.8
1.2
.23( )
1.13( )
.00( )
1.13(S)
.92(S)
1.23(S)
.00( )
.00( )
.00( )
1
39.
.7
7.6
.6
2.4
4.2
7.6
2.5
3.8
1.2
.22( )
1.12( )
.00( )
1.13(S)
.92(S)
1.23(S)
.00( )
.00( )
.00( )
1
40.
.7
7.5
.6
2.4
4.1
7.5
2.5
3.8
1.1
'
.22( )
1.12( )
.00( )
1.13(S)
.92(S)
1.22(S)
.00( )
.00( )
.00( )
1
41.
.7
7.5
.6
2.4
4.0
7.5
2.5
3.7
1.1
.22( )
1.11( )
.00( )
1.13(S)
.92(S)
1.22(S)
.00( )
.00( )
.00( )
1
42.
.7
7.4
.6
2.4
4.0
7.4
2.5
3.7
1.1
'
.21( )
1.11( )
.00( )
1.12(S)
.92(S)
1.22(S)
.00( )
.00( )
.00( )
1
43.
.6
7.4
..6
2.4
3.9
7.4
2.5
3.7
1.0
.21( )
1.11( )
.00( )
1.12(S)
.92(S)
1.22(S)
.00( )
.00( )
.00( )
1
44.
.6
7.4
.6
2.4
3.9
7.4
2.5
3.7
1.0
.21( )
1.11( )
.00( )
1.12(S)
.92(S)
1.21(S)
.00( )
.00( )
.00( )
1
45.
.6
7.4
.6
2.4
3.9
7.4
2.5
3.6
1.0
.21( )
1.11( )
.00( )
1.12(S)
.92(S)
1.21(S)
.00( )
.00( )
.00( )
1
46.
.6
7.4
.6
2.4
3.8
7.4
2.5
3.6
1.0
'
.20( )
1.11( )
.00( )
1.12(S)
.92(S)
1.21(S)
.00( )
.00( )
.00( )
1
47.
.6
7.4
.6
2.4
3.8
7.4
2.5
3.6
.9
.20( )
1.11( )
.00( )
1.12(S)
.92(S)
1.21(S)
.00( )
.00( )
.00( )
1
48.
.6
7.4
.5
2.4
3.8
7.4
2.5
3.6
.9
'
.20( )
1.11( )
.00( )
1.11(S)
.92(S)
1.20(S)
.00( )
.00( )
.00( )
1
49.
.6
7.4
.5
2.4
3.8
7.4
2.5
3.6
.9
.20( )
1.11( )
.00( )
1.11(S)
.92(S)
1.20(S)
.00( )
.00( )
.00( )
1
50.
.5
7.4
.5
2.4
3.8
7.4
2.5
3.6
.9
.20( )
1.11( )
.00( )
1.11(S)
.92(S)
1.20(S)
.00( )
.00( )
.00( )
1
51.
.5
7.4
.5
2.4
3.8
7.4
2.5
3.6
.9
.19( )
1.11( )
.00( )
1.11(S)
.92(S)
1.19(S)
.00( )
.00( )
.00( )
1
52.
.5
7.4
.5
2.4
3.8
7.4
2.5
3.5
.9
'
.19( )
1.10( )
.00( )
1.11(S)
.92(S)
1.19(S)
.00( )
.00( )
.00( )
1
53.
.5
7.4
.5
2.4
3.8
7.4
2.5
3.5
.9
.19( )
1.10( )
.00( )
1.11(S)
.92(S)
1.19(S)
.00( )
.00( )
.00( )
'
1
54.
.5
7.3
.5
2.4
3.8
7.3
2.5
3.5
.8
t
1
1 55.
1 56.
1 57.
1 58.
1 59.
2 0.
2 1.
2 2.
2 3.
2 4.
2 5.
2 6.
2 7.
2 8.
2 9.
2 10.
2 11.
2 12.
2 13.
2 14.
2 15.
2 16.
2 17.
2 18.
2 19.
2 20.
2 21.
2 22.
2 23.
2 24.
2 25.
.19( )
1.10( )
.00( )
1.10(S)
.92(S)
.5
7.3
.5
2.4
3.8
.19( )
1.10( )
.00( )
1.10(S)
.92(S)
.5
7.3
.5
2.4
3.8
.19( )
1.10( )
.00( )
1.10(S)
.92(S)
.5
7.3
.5
2.4
3.8
.19( )
1.10( )
.00( )
1.10(S)
.92(S)
.5
7.3
.5
2.4
3.8
.19( )
1.10( )
.00( )
1.10(S)
.92(S)
.5
7.3
.5
2.4
3.8
.19( )
1.10( )
.00( )
1.09(S)
.92(S)
.5
7.3
.5
2.4
3.8
.18( )
1.10( )
.00( )
1.09(S)
.92(S)
.5
7.3
.5
2.4
3.8
.18( )
1.10( )
.00( )
1.09(S)
.91(S)
.5
7.3
.4
2.4
3.8
.18( )
1.10( )
.00( )
1.09(S)
.91(S)
.4
7.3
.4
2.4
3.8
.18( )
1.10( )
.00( )
1.09(S)
.91(S)
.4
7.3
.3
2.4
3.8
.17( )
1.10( )
.00( )
1.08(S)
.91(S)
.4
7.3
.3
2.4
3.8
.17( )
1.10( )
.00( )
1.08(S)
.91(S)
.4
7.3
.3
2.4
3.8
.17( )
1.10( )
.00( )
1.08(S)
.91(S)
.4
7.2
.2
2.4
3.8
.16( )
1.10( )
.00( )
1.08(S)
.91(S)
.3
7.2
.2
2.4
3.8
.16( )
1.09( )
.00( )
1.07(S)
.91(S)
.3
7.2
.2
2.4
3.8
.15( )
1.09( )
.00( )
1.07(S)
.91(S)
.3
7.2
.2
2.4
3.8
.15( )
1.09( )
.00( )
1.07(S)
.91(S)
.3
7.2
.2
2.4
3.8
.15( )
1.09( )
.00( )
1.07(S)
.90(S)
.3
7.2
.1
2.4
3.8
.14( )
1.09( )
.00( )
1.06(S)
.90(S)
.3
7.2
.1
2.4
3.8
.14( )
1.09( )
.00( )
1.06(S)
.90(S)
.2
7.2
.1
2.4
3.8
.14( )
1.09( )
.00( )
1.06(S)
.90(S)
.2
7.2
.1
2.4
3.8
.13( )
1.09( )
.00( )
1.05(S)
.90(S)
.2
7.2
.1
2.4
3.8
.13( )
1.09( )
.00( )
1.05(S)
.90(S)
.2
7.2
.1
2.4
3.8
.13( )
1.09( )
.00( )
1.05(S)
.90(S)
.2
7.2
.1
2.4
3.8
.12( )
1.09( )
.00( )
1.05(S)
.89(S)
.2
7.1
.1
2.4
3.7
.12( )
1.09( )
.00( )
1.04(S)
.89(S)
.2
7.1
.1
2.4
3.7
.12( )
1.09( )
.00( )
1.04(S)
.89(S)
.2
7.1
.1
2.3
3.7
.11( )
1.08( )
.00( )
1.04(S)
.89(S)
.2
7.1
.1
2.3
3.7
.11( )
1.08( )
.00( )
1.030
.89(S)
.2
7.1
.1
2.3
3.7
.11( )
1.08( )
.00( )
1.03(S)
.89(S)
.1
7.1
.1
2.3
3.7
.11( )
1.08( )
.00( )
1.03(S)
.89(S)
.1
7.1
.1 _
2.3
3.7
.10( )
1.08( )
.00( )
1.03(S)
88(S)
1.19(S) .00( )
7.3 2.5
1.18(S) .00( )
7.3 2.5
1.18(S) .00( )
7.3 2.5
1.18(S) .00( )
7.3 2.5
1.17(S) .00( )
7.3 2.5
1.17(S) .00( )
7.3 2.5
1.17(S) .00( )
7.3 2.5
1.16(S) .00( )
7.3 2.5
1.16(S) .00( )
7.3 2.5
1.16(S) .00( )
7.3 2.5
1.15(S) .00( )
7.3 2.5
1.15(S) .00( )
7.3 2.4
1.15(S) .00( )
7.2 2.4
1.14(S) .00( )
7.2 2.4
1.14(S) .00( )
7.2 2.4
1.14(S) .00( )
7.2 2.4
1.13(S) .00( )
7.2 2.4
1.13(S) .00( )
7.2 2.4
1.13(S) .00( )
7.2 2.4
1.12(S) .00( )
7.2 2.4
1.12(S) .00( )
7.2 2.4
1.12(S) .00( )
7.2 2.4
1.11(S) .00( )
7.2 2.4
1.11(S) .00( )
7.2 2.4
1.10(S) .00( )
7.1 2.4
1.10(S) 00( )
7.1 2.4
1.10(S) .00( )
7.1 2.4
1.09(S) .00( )
7.1 2.4
1.09(S) .00( )
7.1 2.4
1.08(S) .00( )
7.1 2.4
1.08(S) .00( )
7.1 2.4
1.08(S) .00( )
Preston Center Third
10-Year Storm Output
File: 9177t4-out.doc
Page 8 of 10
.00( ) .00( )
3.5 .8
.00( ) .00( )
3.5 .8
.00( ) .00( )
3.5 .8
.00( ) .00( )
3.5 .8
.00( ) .00( )
3.5 .8
.00( ) .00( )
3.5 .8
.00( ) .00( )
3.4 .8
.00( ) .00( )
3.3 .8
.00( ) .00( )
3.2 .7
.00( ) .00( )
3.1 .7
.00( ) .00( )
3.1 .7
.00( ) .00( )
3.0 .7
.00( ) .00( )
3.0 .6
.00( ) .00( )
2.9 .6
.00( ) .00( )
2.9 .6
.00( ) .00( )
2.8 .5
.00( ) .00( )
2.8 .5
.00( ) .00( )
2.8 .5
.00( ) .00( )
2.7 .4
.00( ) .00( )
2.7 .4
.00( ) .00( )
2.7 .4
.00( ) .00( )
2.7 .4
.00( ) .00( )
2.7 .3
.00( ) .00( )
2.6 .3
.00( ) .00( )
2.6 .3
.00( ) .00( )
2.6 .3
.00( ) .00( )
2.6 .3
.00( ) .00( )
2.6 .3
.00( ) .00( )
2.6 .2
.00( ) .00( )
2.6 .2
.00( ) .00( )
2.5 .2
.00( ) .00( )
1
Preston Center Third
10-Year Storm Output
File:
9177t4-out.doc
Page 9 of 10
2
26.
.1
7.1
.1
2.3
3.7
7.1
2.3
2.5
.2
.10( )
1.08( )
.00( )
1.02(S)
.88(S)
1.07(S)
.00( )
.00( )
.00( )
2
27.
.1
.10( )
7.1
1.08( )
.1
.00( )
2.3
1.02(S)
3.7
.88(S)
7.1
1.07(S)
2.3
.00( )
2.5
.00( )
.2
.00( )
2
28,
.1
7.1
.0
2.3
3.7
7.1
2.3
2.5
.2
.10( )
1.08( )
.00( )
1.02(S)
.88(S)
1.06(S)
.00( )
.00( )
.00( )
2
29.
.1
.09( )
7.1
1.08( )
.0
.00( )
2.3
1.01(S)
3.7
.88(S)
7.1
1.06(S)
2.3
.00( )
2.5
.00( )
.2
.00( )
2
30.
.1
7.6
.0
2.3
3.7
7.0
2.3
2.5
.2
.09( )
1.08( )
.00( )
1.01(S)
.88(S)
1.05(S)
.00( )
.00( )
.00( )
2
31.
.1
7.0
.0
2.3
3.7
7.0
2.3
2.5
.2
'
.09( )
1.08( )
.00( )
1.01(S)
.87(S)
1.05(S)
.00( )
.00( )
.00( )
2
32.
.1
7.0
.0
2.3
3.7
7.0
2.3
2.5
-2
.09( )
1.08( )
.00( )
1.00(S)
.87(S)
1.05(S)
.00( )
.00( )
.00( )
2
33.
.1
7.0
.0
2.3
3.7
7.0
2.3
2.5
.1
'
.09( )
1.08( ),
.00( )
1.00(S)
.87(S)
1.04(S)
.00( )
.00( )
.00( )
2
34.
1
7.0
.0
2.3
3.7
7.0
2.3
2.5
.1
.08( )
1.07( )
.00( )
1.00(S)
87(S)
1.04(S)
.00( )
.00( )
.00( )
2
35.
.1
7.0
.0
2.3
3.7
7.0
2.3
2.5
.1
t
.08( )
1.07( )
.00( )
.99(S)
.87(S)
1.03(S)
.00( )
.00( )
.00( )
2
36.
.1
7.0
.0
2.3
3.7
7.0
2.3
2.5
.1
.08( )
1.07( )
.00( )
.99(S)
.86(S)
1.03(S)
.00( )
.00( )
.00( )
2
37.
.1
7.0
.0
2.3
3.7
7.0
2.3
2.4
.1
.08( )
1.07( )
.00( )
.99(S)
.86(S)
1.02(S)
.00( )
-00( )
.00( )
2
38.
.1
7.0
.0
2.3
3.7
7.0
2.3
2.4
.1
.08( )
1.07( )
.00( )
.99(S)
.86(S)
1.02(S)
.00( )
.00( )
.00( )
2
39.
.1
7.0
.0
2.3
3.7
7.0
2.3
2.4
.1
.08( )
1.07( )
.00( )
.98(S)
.86(S)
1.02(S)
.00( )
.00( )
.00( )
2
40.
.1
6.9
.0
2.3
3.7
6.9
2.3
2.4
.1
.07( )
1.07( )
.00( )
-98(S)
.86(S)
1.01(S)
.00( )
.00( )
.00( )
2
41.
.1
6.9
.0
2.3
3.7
6.9
2.3
2.4
.1
.07( )
1.07( )
.00( )
.98(S)
.86(S)
1.01(S)
.00( )
.00( )
.00( )
2
42.
.1
6.9
.0
2.3
3.7
6.9
2.3
2.4
.1
.07( )
1.07( )
.00( )
.97(S)
.85(S)
1.00(S)
.00( )
.00( )
.00( )
2
43.
.1
6.9
.0
2.3
3.7
6.9
2.3
2.4
.1
.07( )
1.07( )
.00( )
.97(S)
.85(S)
1.00(S)
.00( )
.00( )
.00( )
2
44.
.1
6.9
.0
2.3
3.7
6.9
2.3
2.4
.1
.07( )
1.07( )
.00( )
.97(S)
.85(S)
1.00(S)
.00( )
.00( )
.00( )
2
45.
.1
6.9
.0
2.3
3.7
6.9
2.3
2.4
.1
.07( )
1.07( )
.00( )
.96(S)
.85(S)
.99(S)
.00( )
.00( )
.00( )
2
46.
.1
6.9
.0
2.3
3.7
6.9
2.3
2.4
.1
.07( )
1.06( )
.00( )
.96(S)
.85(S)
.99(S)
.00( )
.00( )
-00( )
2
47.
.1
6.9
.0
2.3
3.7
6.9
2.3
2.4
.1
.06( )
1.06( )
.00( )
.96(S)
.85(S)
.98(S)
.00( )
.00( )
.00( )
2
48.
.0
6.9
.0
2.3
3.7
6.9
2.3
2.4
.1
.06( )
1.06( )
.00( )
.95(S)
.84(S)
.98(S)
.00( )
.00( )
.00( )
2
49.
.0
6.9
.0
2.3
3.7
6.9
2.3
2.4
.1
'
.06( )
1.06( )
.00( )
.95(S)
.84(S)
.97(S)
.00( )
.00( )
.00( )
2
50.
.0
6.8
.0
2.3
3.7
6.8
2.3
2.4
.1
.06( )
1.06( )
.00( )
.95(S)
.84(S)
.97(S)
.00( )
.00( )
.00( )
2
51.
.0
6.8
.0
2.3
3.7
6.8
2.3
2.4
.1
.06( )
1.06( )
.00( )
.94(S)
.84(S)
.97(S)
.00( )
.00( )
.00( )
2
52.
.0
6.8
.0
2.3
3.7
6.8
2.3
2.4
.1
.06( )
1.06( )
.00( )
.94(S)
.84(S)
.96(S)
.00( )
.00( )
.00( )
2
53.
.0
6.8
.0
2.3
3.7
6.8
2.3
2.4
.1
'
.06( )
1.06( )
.00( )
.94(S)
.83(S)
.96(S)
.00( )
.00( )
.00( )
2
54.
.0
6.8
.0
2.3
3.7
6.8
2.3
2.4
.1
.06( )
1.06( )
.00( )
.94(S)
.83(S)
.95(S)
.00( )
.00( )
.00( )
2
55.
.0
6.8
.0
2.3
3.6
6.8
2.3
2.3
.1
.06( )
1.06( )
.00( )
.93(S)
.83(S)
.95(S)
.00( )
.00( )
.00( )
2
56.
.0
6.8
.0
2.3
3.6
6.8
2.3
2.3
.1
.06( )
1.06( )
.00( )
.93(S)
.83(S)
.94(S)
.00( )
.00( )
.00( )
'
2
57.
.0
6.8
.0
2.3
3.6
6.8
2.3
2.3
.1
tPreston
Center Third
10-Year Storm Output
File:
9177t4-out.doc
Page 10 of 10
.05( ) 1.05( ) .00( )
.93(S)
.83(S)
.94(S)
.00( )
.00( )
.00( )
2 58. .0 6.8 .0
2.3
3.6
6.8
2.3
2.3
.1
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2 59. .0 6.8 .0
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2.3
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3.6
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2.3
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MINES
1. Mal RARE NN w11£T METAL ON SHEET Ig
2. n1 AREAS NOT 10 RECLYE PAVIWNT ANY MSNBBEO EW Y MAN JO BAYS
WALL BE 4EOEB AND MHAwED.
J. LINE UDNIION PONDS SPLI BE. CC{19 CREO AS THE FIRST S E a OYEROT
GRADING AND SEEDED Sol Y.
e. ALL TATE 12 RIIWAP S1ALL R UHCFRLAEH
BY 6- BE TYPE II BED G.
The city of Fmt Came Slmm"tw HENRY "mim mrkl Fywb mast be "Bell OI
Iww 24 hours pre to my camNrelkn an this site.
All vpM1M perimeter hot Ducal shdl be Fisher" pile to any land disturbing o
(Stackoillog. at,IppIgk growing, etc). All other rmul'M erosion control rural arm
be Inatolled at the dar,oprias 6ne In the construction women tie bdkaled F the
approved pralacl a,imall construction plus and mml'.n antra .root.
Pe-dlawmmce ygelmh, al be pmtwtAl and .embed .harem possale. Ral
m mawmona of existing agelmlm Anne be Ilhal to Are or" regi far FmrMwle
cone4Umon operations mow In Me Nubet practical cmbd of lmie.
All ,On e,pmed NrFy landMIuAr" OUNIy IetdppM3. 9rodFg. utility InemlloNme,
slMpPingk filing. alc) shill be kill Jr rmlhmed crndilion by rlpplw ar dicing dug
land cartoons until mdM, wgslalkn or other pmmanmrl ere,lan cmhd la Inetalkaj He
Ades b was outside Contact .beet rllhlo of coy seep immn eaumd by land disill
omMy To, mom than Rmty (Jo) dap before ,soused ,empmmy Or Pmmanml ratio,
mlyd (e. a. ed/mulcq landscaping. at,1 Ie Faunae, laths olhw.lee mpraaM by the
Sfe
tmm.atse BODY
Due g
property Nall be ,are, and mabtonm at dl Tube dv'al constructconstructionmnwlw
to Tenant .Ind-eauew modm. All land dbtul acf,tm, all be Yonual lMy
eemmlmued .hm frolw duet sisal PFm^'Iv, oa dmmmmel by the City of
Font come ErgaeerFg Bwmtment.
All lmnpmvy (structure) mobil coned mwfuref shop be Iny.oed and repohM or
rmma ru but s neroaf y after each runoff halt a rider to an
sure c 0.vM
r that Intel I..Ran, All eb,l elMmler ovaaull those m
poneri rwL.eeay surfaces, N„l b Inn amd and dbpmed of F a meaner and locogm m as
1 to their asieeeA b my dr FamsaY _
m (IT) f< hiphl AN eel AladmPw M be
pmec tlw Lvnilesedr,ld .apart by m oughentg, batwing and Pwenelm listlmemg. Any Bail AtaCLpAe �mmening it,, W Mp Ndl be seeded and mulNed.
City Grai a prohibit, the I ... king. dappen4 or depeumg Of e,Me or my other
malarial um City atreeb by or hmn my mhicle. Any bMmlml deposited meta lol
Neel be aeued ImmmimMY by the cO lac
�000000
00
IIIII•.
WALE A -A CROS"ECTION
EMERGENCY OVERFLOW -SPILLWAY
N.T.S
IDS 6 Rim - eg2J.g0
E�m�l RNOMIY S{LLNAY
MMVfrY SAl'MY - faEe�
Warn Lab Reservoir Cmmm2
ARn1ThlY nmNnH w
�LJ 6S
D.85' S - IAi
B - ass FT
LEGEND
QOE51(21 PUNT
BASIN CRITERIA
RUNOGG COEFFICIENT
AREA IN ACRES
ROW DIRECTION
■ M M M ■ BASIN BOUNDARY
E%IS11NG PIPES
PROPOS
EINLET NID PIPE
'
FLARED END SECTION
all
SIDEWALK WLVERT
OOOM0444
EROSION BALES
Ml
PROPOSED INLET LOCATION
—
— — —
EmS1MC 8' CgeTWR
--------
EmSRNC I' CONIWR
PROPOSED B' CIXITQUR
PROPOSED 1' CONIQUR
F
x
*-
SILT FENCE
IP
INLET Pfl07EC11011
O-
CCNBTRUCIICN ENTRANCE
ST
SEgMENT TRAP
�IJ AREA OF INUNDATION
OPOND DEPTH MARKER
NOTE:
EROSION CONTROL DETAILS CAN BE GWNO ON
SHEETS IB AND 17.
80 3(1 0 60 120
SCALE: Its - 80'
City of Fort Collins. Colorado
UTILITY PUN APPROVAL
APPRO £O
P1Y fnakaw
CHECKED BY:
tinter ! hAleAaly Ulllty
CHECKED BY:
Mvmml. unley
CHECKED BY: —
Pvb ! RvamNan
CHECKED BY: —
imlPo Engineer
CHECKED BY: —
in
S
II
q
b
Q
¢
gUA
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SHEET 10 OF 20
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