HomeMy WebLinkAboutDrainage Reports - 05/20/20101
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City of Ft. Collins roved Plans
Approved 13y
Date ) —0—Icy
FINAL DRAINAGE AND EROSION
CONTROL REPORT
LINCOLN CENTER
ADDITIONS AND RENOVATION
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FINAL DRAINAGE AND EROSION
CONTROL REPORT
I' LINCOLN CENTER
ADDITIONS AND RENOVATION
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FINAL DRAINAGE AND EROSION
CONTROL REPORT
LINCOLN CENTER
ADDITIONS AND RENOVATION
Prepared for:
City of Fort Collins
700 Wood Street
Fort Collins, CO 80216
Prepared by:
North Star Design
700 Automation Drive, Unit I
Windsor, Colorado 80550
(970)686-6939
May 7, 2010
Job Number 203-36
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North Star
;nft., design, inc.
May 7, 2010
Wes Lamarque
City of Fort Collins Stormwater
700 Wood Street
Fort Collins, CO 80522
RE: Final Drainage and Erosion Control Report for Lincoln Center Additions and
Renovation project.
Dear Wes,
I am pleased to submit for your review and approval, this Final Drainage & Erosion Control
Report for the Lincoln Center Additions and Renovation project. I certify that this report for the
drainage design of the Lincoln Center Additions and Expansion was prepared in accordance with
the criteria in the City of Fort Collins Storm Drainage Manual.
I appreciate your time and consideration in reviewing this submittal. Please call if you have any
questions.
Prepared by:
Troy Si
Project
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Project Manager
700 Automation Drive, Unit I Windsor, Colorado 80550
970-686-6939 Phone • 970-686-1 1 88 Fax
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TABLE OF CONTENTS
TABLE OF CONTENTS............................................................................................................... iii
1.
GENERAL LOCATION AND DESCRIPTION
1.1 Location...................................................................................................................
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1.2 Description of Property ............................................................................................
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2.
DRAINAGE BASINS AND SUB -BASINS
2.1 Major Basin Description..........................................................................................4
2.2 Sub -Basin Description.............................................................................................5
3.
DRAINAGE DESIGN CRITERIA
3.1 Regulations..............................................................................................................5
3.2 Development Criteria Reference and Constraints....................................................5
3.3 Hydrologic Criteria..................................................................................................6
3.4 Hydraulic Criteria.....................................................................:..............................6
4.
DRAINAGE FACILITY DESIGN
4.1 General Concept.............................................................::........................................7
4.2 Specific Flow Routing.............................................................................................7
5.
4.3 Drainage Summary ...................................................................................................9
EROSION CONTROL
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5.1 General Concept....................................................................................................10
5.2 Specific Details......................................................................................................I
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6.
CONCLUSIONS
6.1 Compliance with Standards..................................................................................I
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6.2 Drainage Concept...................................................................................................12
7. REFERENCES..................................................................................................................13
APPENDICES
A
Vicinity Map
B
Hydrologic Computations
C
Hydraulic Calculations
D
Water Quality and Detention Pond Calculations
E
Figures and Tables
F
Floodplain Information
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1. GENERAL LOCATION AND DESCRIPTION
1.1. Location
The Lincoln Center Additions and Renovations project, hereafter referred to as the
Lincoln Center, is located in Old Town Fort Collins. This project is located in the
southeast quarter of Section 11, Township 7 North, Range 69 West of the Sixth -Principal
Meridian, in the City of Fort Collins, Larimer County, Colorado. See the location map in
Appendix A.
This project is bounded on the north by West Magnolia Street, on the east by the South
Meldrum Street, on the south by West Mulberry Street, and on the west by South
Sherwood Street.
1 1.2. Description of Property
The project consists of approximately 3.7 acres of land. The project site consists of the
existing Lincoln Center building, associated drives, walks and landscaping. Access to the
existing Lincoln Center parking lot is from Meldrum Street and Mulberry Street.
1 Additional parking for the Lincoln Center is provided by on -street parking on the adjacent
streets.
The property is used for commercial uses that primarily entail theater productions and
' community entertainment; this building is non-residential and per Chapter 10 of the City
Code this structure is not considered a "critical facility".
Currently there is a small portion of the existing Lincoln Center building located within
1' the 100 year High Risk Floodplain boundaries of the Old Town Basin, the remaining
portion of the site is located within the 100 year Moderate Risk floodplain. The City of
Fort Collins floodplain regulations states that if any portion of the building is within the
High Risk Floodplain then the entire structure is within the High Risk Floodplain and
�i subject to Chapter 10 of the City Code. Per Chapter 10 of the City code, new additions to
the the Lincoln Center building must be elevated, floodproofed or removed from the High
Risk Floodplain. A CLOMR report has been provided to the City of Fort Collins
Floodplain Administrators to revise the limits of the existing floodplain and by making
adjustments to the existing topography by pacing fill and revising the hydraulic HEC-
RAS model to show that the High Risk Floodplain does not touch the existing building or
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ithe proposed additions. Immediately upon completion of the proposed fill and prior to
1 building construction an asbuilt survey will be completed and a LOMR will be provided
to finalize the floodplain map revision. The study area for this project spans between S.
Sherwood Street and S. Meldrum Street along W. Mulberry Street. A master drainage
' hydraulic study has been completed for this area and is documented in the "Technical
Documentation for the Baseline Hydraulic Modeling of the Old Town Basin" prepared by
Anderson Consulting Engineers, Inc. dated July 15, 2003. With the floodplain CLOMR
report the HEC-RAS model, for Mulberry Street Reach 5 between cross -sections 3724
and 3505, is being modified.
It is proposed by this project to place fill in the High Risk Floodplain and to show the
resulting impacts in the above mentioned HEC-RAS model. Once modeled, the High
Risk floodplain lines will be adjusted to reflect the proposed fill. With the proposed fill,
the High Risk Floodplain boundaries will move away from the entire building footprint,
which includes the existing Lincoln Center and the proposed building additions. Once
the fill is placed and the LOMR approved then the existing Lincoln Center building and
proposed additions will not be located within the High Risk Floodplain. Removal of the
existing building and proposed additions from the High Risk Floodplain releases the
1 Lincoln Center from the requirements of Chapter 10 of the City Code.
The foundation for the proposed addition is a spread footing as shown on construction
plan sheet C5.2. The minimum opening elevation for the entire structure ranges from
4998.00 to 4998.60. Within the building there exists an orchestra pit where the lowest
floor elevation is 4995.20, the lowest flow elevation is below the base flood elevation.
During a 100 year flooding event the existing structure continues to be located in the
Moderate Risk Floodplain and therefore the building may become inundated by
floodwater. If floodwaters enter the building then the lowest floor elevation may become
inundated by internal flooding. A dry area has been created near the southeast corner of
the building where the addition is being proposed. All elevations given in this report and
in the construction plans are based on the 1929 NGVD unadjusted datum. See grading
1 sheets C2.0 and C2.1 for specific location and elevation at each of the building entry
points.
Stormwater from the Old Town Basin is ultimately routed to the Poudre River in the
existing streets and storm pipes in historic flow routes. The floodplain and floodway
located within the project area are located within the City of Fort Collins Regulated Old
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Town Basin and the City of Fort Collins uses Chapter 10 of the City Code to manage the
floodplain. The location of the proposed development is located on the Federal
Emergency Management Agency (FEMA) Flood Insurance Rate Map number
08069C0979G dated June 17, 2008. FEMA does not have a defined floodplain within the
study area.
Existing vegetation on this site consists of mature trees, established grasses and other
landscaping. Stormwater runoff currently sheet flows to the adjacent streets and is
conveyed in the curb and gutter to the existing storm inlets and ultimately conveyed to the
Poudre River. The existing slopes onsite are approximately 1% to 5% to the adjacent
streets.
Currently water quality and detention measures have not been provided for this
development. The City of Fort Collins Master Plan for the Old Town Basin states that
lots are allowed to construct up to 5,000 sq.ft of additional impervious area before the
City requires water quality and detention. With this project, it is proposed to construct
approximately 11,390 sq.ft of additional impervious area. Since there, is a greater than
5,000 sq.ft of impervious area being constructed, water quality and detention is required
for only the new impervious area. With this project it is required to detain for
approximately 6,390 sq.ft of additional imperviousness (11,390 - 5,000 = 6,390 sq.ft).
The proposed detention pond will be located in the northeast corner of the site and will be
incorporated into the proposed landscaping. The site has many mature trees that are
required by the City Forester to be maintained and protected during construction. There
are several existing trees that will be removed due to the proposed additions, beetle kill
and disease.
The site has been divided into 7 drainage basins to define the area that will drain to the
proposed detention pond and to calculate the additional impervious area being
constructed with this project. Detention volume is based on detaining the 100 year storm
event and releasing into the existing storm sewer at the 2 year historic runoff rate. The
detention volume has been calculated using the FAA method as described in the City of
Fort Collins Drainage Criteria manual. Due to site constrains detention will be provided
for basins 2, 3, 4 and 5. Per the Old Town Basin master plan states that 5,000 sq.ft of
additional impervious area is allowed to be released undetained. It has been calculated
that in Basins 1, 6 and 7 that there will be an additional 5,072 sq.ft of additional
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impervious area being constructed and no detention will be provided for these basins.
1 Water quality is required for Basins 2, 3, 4 and 5. Water quality for Basins 2, 3 and 4 will
be provided by the use of bioswales along the north property line. Water quality for
basin 5 will be provided by the conveyance of runoff through the grass buffer and then
further enhanced by the sump in the outlet structure which acts as a sediment trap. The
' bioswale, grass buffer and sediment trap will provide water quality for the entire north
portion of the building which includes the majority of the proposed improvements.
11 2. DRAINAGE BASINS AND SUB -BASINS
2.1. Major Basin Description
There is a City of Fort Collins master plan for the Old Town Drainage Basin which states
that water quality and detention is required for developments that construct greater than
5,000 sq.ft of impervious area. The detention pond has been designed to detain the 100
year developed storm with a release rate equal to the 2 year historic runoff rate. Since
this development is proposing to construct an additional 11,390 sq.ft of impervious area
then water quality and detention is only required for all impervious area above the 5,000
is being
sq.ft allowance, however with this development it proposed to provide some
detention and water quality for a portion of the existing land. Along the north side of the
building the 100 year runoff rate will be detained and attenuated to the 2 year historic
runoff rate. Drainage patterns for the overall site have been improved with the proposed
improvements that are constructed with this project.
The site is not located within the FEMA designated 100 year floodplain. A portion of the
FEMA floodplain is shown on the FIRMette that is located in Appendix D of this report.
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2.2. Sub -basin Description
This northern portion of the site drains overland to the bioswales where runoff is filtered
through a sand / peat moss mixture and collected in a perforated pipe. Stormwater is then
conveyed to the proposed detention pond. As designed, the outlet structure will allow
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collected runoff from the bioswale to surcharge into the detention pond while the flow
control plate in the outlet structure controls the release rate to the 2 year historic runoff.
See Section 4 of this report for specific details for each sub -basin.
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1 3. DRAINAGE DESIGN CRITERIA
1 3.1. Regulations
Drainage for this site has been designed to meet or exceed the "City of Fort Collins Storm
Drainage Design Criteria Manual" specifications, the City of Fort Collins Old Town
Basin Master Plan and Chapter 10 of the City of Fort Collins Code. Where applicable,
the criteria established in the "Urban Storm Drainage Criteria Manual" (UDFCD), 2001
has been used.
This development is required by Chapter 10 of the City Code to obtain a floodplain use
' permit for all structures and site development within the High Risk 100 year floodplain.
3.2. Development Criteria Reference and Constraints
Stormwater runoff from this site has been routed to conform to the requirements of the
City Stormwater Department. Detention is required for this site and is being provided for
the northern portion of the development. Runoff for the remaining site is allowed to drain
in historic flow routes. Water quality facilities are required for the additional
1 improvements and are being provided by the grass buffer, the proposed bioswales located
along the north property line and the sediment trap located within the outlet structure.
The grass buffer will slow runoff and promote settling of the suspended sediment. The
bioswale will filter stormwater through a sand/peat moss mixture prior to conveying
runoff to the underground storm pipe. The 2.0' sediment trap within the outlet structure
will allow any collected sediment within the north portion of the site to settle out prior to
being released in the existing storm system.
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Due to site constraints, a variance is requested to allow the detention pond to have 0.10'
1 of freeboard from the calculated 100 year local drainage water surface elevation to the top
of berm elevation instead of the IN that is typically required. The existing building and
proposed additions are located a minimum of 1.40' above the 100 year local drainage
water surface elevation. The detention pond has been designed to detain the 100 year
storm site runoff without overtopping the banks. If the detention pond reaches capacity,
' then any additional stonnwater will overtop the pond embankment and will flow to the
adjacent streets in historic flow routes. The spillway for the pond shall be along the entire
length of the pond embankment along the north, which has been measured to be 330
linear feet. If the entire 100 year runoff is allowed to overtop the bank then the flow
depth has been calculated to be 0.03' deep with a velocity less than 0.50 foot per second.
Since the pond is not anticipated to overtop and overtopping flow depth and velocity is
very small, the established vegetation and landscaping will provide sufficient erosion
Icontrol measures and no additional armoring will be provided.
3.3. Hydrologic Criteria
Runoff computations were prepared for the 2 year and 10 year minor and 100 year major
storm frequency utilizing the Rational Method. All hydrologic calculations associated
with the basins are included in Appendix B of this report. Water quality has been
provided by utilizing methods recommended in the "Urban Storm Drainage Criteria
Manual". See Appendix D for water quality calculations.
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3.4. Hydraulic Criteria
All hydraulic calculations within this report have been prepared in accordance with the
City of Fort Collins Drainage Criteria, Urban Area Drainage Criteria Manual and are
included in Appendix C.
This project is in compliance to the Chapter 10 of the City Code adopted by the City of
Fort Collins. Immediately upon completion of the proposed fill and prior to building
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construction an asbuilt survey will be completed and a LOMR will be provided to finalize
the floodplain map revision.
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1 4. DRAINAGE FACILITY DESIGN
' 4.1. General Concept
All of the runoff from this site historically sheet flows to the adjacent streets and is
' intercepted by the existing inlets located near the northeast corner of this site. With the
construction of these proposed improvements onsite stormwater will be detained and then
' released to existing flow routes. Historic flow routes will be maintained to the greatest
extent possible.
' 4.2. Specific Flow Routing
' A summary of the drainage patterns within each basin is provided in the following
paragraphs.
Basin 1 is located along the west side of the site. This basin includes sidewalks, a portion
of the existing landscaping. Runoff from this basin will sheet flow west to the existing
parking lot. Water quality for this basin will be provided by runoff flowing through a
grass buffer prior to being conveyed to the existing parking lot. Due to site constraints
detention is not provided for this basin. It has been calculated that this basin will
contribute an additional 770 sq.ft of additional impervious area to the existing streets.
Basin 2 is located in the northwest portion the site. This basin includes roof area for a
portion of the existing building and the west side addition. Water quality is provided for
' this basin by routing runoff to the sediment trap located in the outlet structure. Runoff
entering the sediment trap is slowed so that suspended sediment may have a chance to
' settle out prior to runoff being conveyed to the existing storm sewer. In the event the
drain basin becomes clogged or reaches capacity then runoff will surcharge the bioswale
inlets and ultimately overtop the detention pond banks and sheet flow to the existing curb
and gutter in West Magnolia Street. From there, runoff is conveyed east to the existing
storm inlets in historic flow routes.
' Basin 3 is located in the northwest portion the site. This basin includes a portion of the
existing building and associated landscaping. Runoff from this basin sheet flows north to
' the proposed bioswale. Water quality is provided for this basin by routing runoff to the
bioswale and being conveyed through the sediment trap in the outlet structure. Runoff
' entering the bioswale will infiltrate into the ground and will be intercepted in the
proposed storm pipe and conveyed underground to the proposed sediment trap. In the
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event the drain basin becomes clogged or reaches capacity, runoff will overtop the
' detention pond bank and will sheet flow to the existing curb and gutter in West Magnolia
Street. From there, runoff is conveyed east to the existing storm inlets in historic flow
routes.
' Basin 4 is located in the north central portion the site. This basin includes a portion of
' the existing building, a proposed addition, the outdoor theater and associated landscaping.
Runoff from this basin sheet flows north to the proposed bioswale. Water quality is
provided for this basin by routing runoff to the bioswale and being conveyed through the
sediment trap in the outlet structure. Runoff entering the bioswale will infiltrate into the
ground and will be intercepted in the proposed storm pipe and conveyed underground to
' the proposed sediment trap. In the event the drain basin becomes clogged or reaches
capacity, runoff will overtop the detention pond banks and will sheet flow to the existing
curb and gutter in West Magnolia Street. From there, runoff is conveyed east to the
existing stonn inlets in historic flow routes.
Drainage for the outdoor theater is provided by several drain basins located on either side
of the stairs leading to the stage. The inlets are located in sumps and it is anticipated that
during a heavy storm event there may be some minor ponding over the drain basins. All
captured runoff is conveyed to the proposed sediment trap that is located in the detention
pond outlet structure.
Basin 5 is located in the northeast portion the site. This basin includes a portion of the
existing building, a portion of the proposed addition and associated landscaping. Runoff
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from this basin sheet flows north to the proposed detention pond. Water quality for this
basin is provided by runoff being conveyed through the grass buffer and then further
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enhanced by the sediment trap that has been designed into the outlet structure.
The detention pond will detain runoff to provide the required detention. In the event the
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detention pond reaches capacity, runoff will overtop the detention pond banks and will
sheet flow to the existing curb and gutter in West Magnolia Street. From there, runoff is
conveyed to the east to the existing storm inlets in historic flow routes. Due to site
constraints the detention pond has been designed to have 0.10' of freeboard.
The sediment trap provides water quality for basins 2, 3, 4 and 5. This sediment trap is
located within the outlet structure and will allow sediment settle out prior to stonnwater
being conveyed to the existing storm sewer system.
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' Basin 6 is located in the northeast portion the site. This basin includes a portion of the
existing building, a portion of the proposed addition and associated landscaping. Runoff
from this basin sheet flows east to Meldrum Street. Water quality for this basin is
provided by directing a portion of the roof drainage to the sediment trap and the
' remaining runoff shall be conveyed to the proposed tree wells and through the existing
grass buffer. Once the tree wells reach capacity then runoff will overtop the well and
' sheet flow through the grass buffer to the existing curb and gutter in Meldrum Street.
From there, runoff is conveyed to the north to the existing storm inlets in historic flow
routes. Runoff collected within the tree wells will infiltrate into the ground. Due to site
constraints detention is not provided for this basin. It has been calculated that this basin
will contribute an additional 2,255 sq.ft of additional impervious area to the existing
streets.
Basin 7 is located along the southeast side of the site. This basin includes a portion of the
' existing building, a portion of the proposed addition and associated landscaping. Runoff
from this basin will sheet flow south to the existing parking lot. Additional water quality
measures are not being proposed for this basin and runoff is allowed to flow in historic
routes. Water quality for the overall site is enhanced due to additional water quality
' measures being provided along the north side of the building. Due to site constraints
detention is nou provided for this basin. It has been calculated that this basin will
contribute an additional 2,047 sq.ft of additional impervious area to the existing streets.
4.3. Drainage Summary
' Drainage for this site was designed to conform to the City of Fort Collins stormwater and
floodplain requirements. Water quality is provided for the north portion of the site which
includes basins 2, 3, .4 and 5. Water quality is provided by routing runoff through the
grass buffers, the bioswales and the sediment trap. Runoff that is within the drainage
basins and that has entered the perforated pipe located under the bioswale will be routed
' to the proposed sediment trap that is located within the outlet structure. Within the outlet
structure there is a flow control plate which will restrict the release rate to the existing
' storm system to the 2 year historic flow rate. During a heavy storm event, collected
runoff from the bioswale will be greater than the controlled release rate, therefore the
collected runoff from the bioswale will surcharge the outlet structure and stormwater will
be detained in the proposed detention pond. The outlet pipe for the proposed detention
pond is connected to an existing inlet in Meldrum Street which is located on the
southwest corner of the intersection of Magnolia Street and Meldrum Street.
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' For this development, the High Risk Floodplain will be revised with the City of Fort
Collins LOMR process to show that the existing building and the proposed additions are
solely located within the created Dry area and the Moderate Risk Flood zone. Since the
existing structure lies within the Moderate Risk Flood zone then the requirements stated
' in Chapter 10 of the City Code are not required and therefore floodproofing is not
required. If in the future it is required to floodproof the building, it will have to be
' protected 0.5' above the Base Flood Elevation (BFE). This minimum floodproofing
elevation is called the Regulatory Flood Protection Elevations (RFPE). Currently the
' RFPE for this building is at an elevation of 4999.50. It also should be noted that the City
has future plan to increase the size of the existing storm sewer to convey the 100 year
storm event from the Old Town Basin to the Poudre River. Currently this capital
' improvement project is only planned and there is no estimated time of construction.
Drainage facilities located outside of the right-of-way (including the grass buffer, the
bioswale, proposed storm drain systems, and the detention pond outlet structure) will be
maintained by the owners of the property. It is anticipated that sediment will collect
' within the sump located within the outlet structure, collected sediment will need to be
periodically cleaned. During construction the outlet structure shall be visually inspected
at a minimum of once a week for collected sediment and cleaned if the depth of sediment
is greater than 6 inches. After construction and once the vegetation is considered
established, then the outlet structure shall be visually inspected once a month until a
maintenance schedule can be created. The maximum allowable time between visual
inspections shall be 6 months and the maximum allowable depth of sediment
' accumulation is 1.0 foot.
5. EROSION CONTROL
5.1. General Concept
This site lies within the Moderate Rainfall and Wind Erodibility Zone per the City of Fort
' Collins. Potential also exists for tracking of mud onto existing streets which could then
wash into existing storm systems. See drainage and erosion control plan for measures
taken control the movement of sediment off site to the public streets and existing storm
sewer system.
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i5.2. Specific Details
' To limit the amount of silt leaving the site, several erosion control measures shall be
implemented during construction. All inlets (existing and proposed) shall be protected
with gravel filters or wattles, wattles will be placed in the existing curb and gutter used
where appropriate and silt fence shall be installed along the north property line and along
' a portion of the east and west property lines. The outlet structure will have a 2.0' sump
constructed and will act as a sediment trap during and after construction. Due to the
existing project site conditions, all construction traffic will be on paved surfaces and
' therefore a vehicle tracking pad is not being proposed, however if vehicles access public
roads and there is a potential for mud tracking, then a vehicle tracking pad will be
' required at the access location and mud will be removed from the street on a daily basis.
During demolition and site construction, all disturbed areas are to be kept in a roughened
condition and watered to reduce wind erosion. If the area remains bare for longer than 30
days and is not being worked on, temporary vegetation is required and shall be planted to
help reduce the potential for soil movement. The detention pond and outlet structure shall
be used to collect sediment during construction and prior to final seeding of the detention
' pond, collected sediment shall be removed and the pond shall be graded to final design
elevations.
6. CONCLUSIONS
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6.1. Compliance with Standards
All computations that have been completed within this report are in compliance with the
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City of Fort Collins Erosion Control Reference Manual for Construction Sites and the
City of Fort Collins Storm Drainage Design Criteria Manual.
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10 City Code by City
This project is in compliance to the Chapter of the adopted the of
Fort Collins.
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6.2. Drainage Concept
The proposed drainage concepts presented in this report, and on the construction plans,
adequately provide for stormwater quality treatment for the proposed improvement.
Conveyance elements have been designed to convey required flows to the proposed
detention pond and to require minimal future maintenance.
If, at the time of construction, groundwater is encountered, a Colorado Department of
Health Construction Dewatering Permit will be required.
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7. REFERENCES
1. City of Fort Collins, "Storm Drainage Criteria Manual", (SDCM), dated March
1999.
2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria
Manual", Volumes 1 and 2, dated June 2001, and Volume 3 dated September
2001.
3. "Technical Documentation for the Baseline Hydraulic Modeling of the Old Town
Basin". Prepared by Anderson Consulting Engineers, Inc dated July 15, 2003,
project number COFC 14.1.
4. City of Fort Collins Floodplain maps. Supplied by the City of Fort Collins,
printed on October 19, 2009
5. Chapter 10 of the City of Fort Collins Municipal Code, published by "Colorado
Code Publishing Company", dated 1987.
Reference hnp://www.colo6ode.com/fcmuni/ftemuni IO.pdf
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APPENDIX A
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VICINITY MAP
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DATE: 11/11/2009
SCALE: N.T.S.
DESIGNED BY: TDS
JOB NO.: 203-36
MAGNOLIA ST
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MULBERRY ST
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LINCOLN CENTER
EXPANSION
VICINITY MAP
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MYRTLE ST
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SHEET 1 OF 1
North Star
"I--- design, inc.
700 Automation Drive, Unit I
Windsor, Colorado 80550
Phone: 970-686-6939
Fax: 970-686-1188
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APPENDIX B
HYDROLOGIC COMPUTATIONS
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TWOONA,
t4
ICO YEAR
BOUNDARY
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APPENDIX C
HYDRAULIC CALCULATIONS
1
C
Cross Section for Perforated Pipe
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.010
Channel Slope 0,45
Normal Depth 3.90 in
Diameter 4.00 in
Discharge 0,18 cfs "�KkmJLM CO�Pgc(iy
Cross Section Image
V: i N
H1
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (08.11.00.03]
11/9/2009 3:14:02 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
Cross Section for PVC pipe
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.010
Channel Slope 0.45 %
Normal Depth 17.70 in
Diameter 18.00 in
Discharge 9.64 cis
Cross Section Image
V:1 N
H 1
Bentley Systems, Inc. Haeslad Methods Solution Center Bentley FlowMaster [08.11.00.03]
1 Ili 212009 3:22:14 PM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
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I
II
II
II
Cross Section for Outlet pipe
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 2.15 %
Normal Depth 3.51 in _
Diameter 15.00 in Z14�f'a-
Discharge 1.14 cfs — �✓11 r[Cif qS`
K. 0111
.A 'r ,may "ONO
V 1
H. 1
Bentley Systems, tnc. Haestad Methods Solution Center Bentley FlowMaster (08.11.00.03]
11/12/2009 3:24:35 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
II
Cross Section for bioswale
' Project Description
Friction Method Manning Formula
Solve For Discharge
' Input Data
Roughness Coefficient 0.045
Channel Slope 0.50 %
Normal Depth 6.00 in
Left Side Slope 6.00 f lft (H:V) (] �
Right Side Slope 6.00 ft/ft (H:V) 'S .�;¢ Cn Pl C ' - I
Bottom Width 2.00 ft C3 W
' Discharge 267 cis J ���� l
STO 2Y�
Cross Section Image,
T
' 6 00 in
1
1
1
' 11/9/2009 3:40:51 PM
V.4 L
H 1
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA .1-203-755A666 Page 1 of 1
1
APPENDIX D
WATER QUALITY AND DETENTION POND CALCULATIONS
10
LOCATION:
PROJECT NO:
COMPUTATIONS BY:
SUBMITTED BY:
DATE:
Equations:
MINIMUM DETENTION VOLUME REQUIRED
FAA METHOD
Lincoln Center
203-36
TDS
North Star Design, Inc
11/12/2009
Qp = CiA
V; = T*CiA = T*Qu
Vo =m*QPo*(60*T)
S=V; -Vo
Rainfall intensity from Larimer County Area l IDF Curve
A trib. To pond =
1.04
C100 =
0.67
Developed C*A =
0.70
QPo =
1.14
tc =
5
acre
acre
cfs t ZKrL d
mint
Rita S�-
Storm
Duration, T
(min)
Rainfall
Intensity, i
(in/hr)
Qo
(CIS)
Vol. In
V;
(ft)
Outflow
Adjustment
Factor, m
Vol. Out
V.
(ft)
Storage
S
(ft)
Storage
S
(ac-ft)
5
9.95
6.9
2080
1.00
342
1738
0.040
10
7.72
5.4
3228
0.75
513
2715
0.062
20
5.60
3.9
4682
0.63
855
3827
0.088
30
4.52
3.1
5669
0.58
1197
4472
0.103
40
3.74
2.6
6254
0.56
1539
4715
0.108
50
3.23
2.3
6752
0.55
1881
4871
0.112
60
2.86
2.0
7174
0.54
2223
4951
0.114
70
2.62
1.8
7668
0.54
2565
5103
0.117
80
2.38
1.7
7960
0.53
2907
5053
0.116
90
2.22
1.5
8353
0.53
3249
5104
0.117
100
2.05
1.4
8571
0.53
3591
4980
0.114
110
1.93
1.3
8876
0.52
3933
4943
0.113
120
1.80
1.3
9031
0.52
4275
4756
0.109
130
1.60
1.1
8696
0.52
4617
4079
0.094
140
1.40
1.0
8194
0.52
4959
3235
0.074
150
1.20
0.8
7525
0.52
5301
2224
0.051
160
1.15
0.8
7693
0.52
5643
2050
0.047
170
1.10
0.8
7818
0.51
5985
1833
0.042
180
1.05
0.7
7902
0.51
6327
1575
0.036
Required Storage Volume: 5104 ft3
0.117 acre-ft
1
1
1
1
1
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1
1
1
1
1
1
1
1
1
1
Northstar Design, Inc
700 Automation Drive, Unit I
Windsor CO, 80550
(970) 686-6939
Proposed Water Quality - Stage/Storage
LOCATION: Lincoln Center
PROJECT NO: 203-36
COMPUTATIONS BY: TDS
SUBMITTED BY: North Star Design
DATE: 11/12/2009
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
REQ. 100 YR DETENTION VOL. = 5104 ft3
Stage
(ft)
Surface
Area
(ft')
Incremental
Storage
(ft)
Total
Storage
(ft)
underground
storage
760
4995.15
0
4995.20
50
1
761
4995.30
125
8
769
4995.40
580
32
802
4996.00
2524
863
1664
4996.50
5530
1965
3629
4996.73
7114
1475
5104
4996.80
7562
485
5589
Volume in pipe
Diam.
18
in
Length
422
ft
Volume in pipe
746
ft3
Volume in outlet structure
inlet size
2.0
ft
Depth
3.5
ft
Volume in structur
14
ft3
Total underground storage provided
760
ft3
Detention
Stage -Storage
--100 year WSEL
-- Top of Berm
(assumes square inlet)
1
1
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1
100yr ORIFICE PLATE SIZING
Detention Pond Outlet Sizing
(100 yr event)
LOCATION: Lincoln Center
PROJECT'NO: 203-36
COMPUTATIONS BY: TDS
SUBMITTED BY: North Star Design, Inc
DATE: 11 / 12/2009
Submerged Orifice Outlet:
release rate is described by the orifice equation,
Qa = C.A. sgrt( 2g(h-E,))
where Qo
= orifice outflow (cfs)
Co
= orifice discharge coefficient
g
= gravitational acceleration = 32.2 ft/s
Ao
= effective area of the orifice (ftZ)
Eo
= greater of geometric center elevation of the orifice or d/s HGL (ft)
h
= water surface elevation (ft)
Qo
= 1.14 cfs
outlet pipe dia = D
= 15.0 in
Invert elev.
= 4992.17 ft
Eo
= 4992.35 ft
h
= 4996.73 ft - 100 yr WSEL .
Co
= 0.65
solve for effective area of orifice using the orifice equation
Ao = 0.104 ftZ
15.0 in
orifice dia. = d = 4.38 in
Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering)
d / D = 0.29
kinematic viscosity, u = 1.22E-05 ft2/s
Reynolds no. = Red = 4Q/(pdu) = 3.26E+05
Co = (K in figure) = 0.65 check
Used=
Aa =
Q max
Detention
4.40 in
0.106 ft' =
1.15 cfs
15.21 in 2
1
1
1
1
1
1
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1
1
1
i
Lincoln Center
Emergency Overflow Spillway Sizing
LOCATION: Lincoln Center
PROJECT NO: 203-36
COMPUTATIONS BY: TDS
SUBMITTED BY: North Star Design, Inc
DATE: 11 / 18/2009
Equation for flow over weir
Q = CLH3i2
where C = weir coefficient = 3.1
H = overflow height
L = length of the weir
top of berrn
4 F spill elevation
p 100 yr WSEL
Spillways will be designed with 0.50 It flow depth, thus H = 0.034 ft
Size the spillway assuming that the pond outlet is completely clogged.
North Detention & Water Quality Pond
Q (100) = 6.50 cfs
Spill elev = 4996.80 It 100 yr WSEL = 4996.80 ft
Min top of berm elev.= 4996.83 ft
Act. Top of berm elev.= 4996.83
Weir length required:
L = 330.0 ft
Use L = 330.0 ft
v = 0.49 ft/s
Detention
e
Design Procedure Form: Grass Buffer (GB)
1
1
1
t
1
Designer:
Company:
Date:
Project:
Location:
Troy Spraker
North Star Design, Inc.
January 14, 2010
Lincoln Center Additions and Renovations
Basin 1
1.
2-Year Design Discharge (Total)
Q2 =
0.1 ds
2.
Tributary Catchment Flow
A) Minimum Width (Normal to runoff Flow path): Lp = Q2 / 0.05
LG=
-➢Meet
B) Tributary Area in Square Feet (A,)
A,=
2.567 square feet
3.
Design Width Along Direction of Flow (Use A or B)
A) Sheet Flow Control Upstream
i) Length of Flow Path Over Upstream Impervious Surface
L, =
feet
ii) Design Width of Buffer: Wp = 0.2 * Li (10' minimum)
Wo
"^ ` 1 feet
B) Concentrated (Non -Sheet) Flow Control Upstream
(requires a level spreader in step 5 below)
i) Length of Flow Level Spreader
L, =
feet
ii) Design Width of Buffer: We = 0.15 * A / L, (10' minimum)
We
r.t feet
4.
Design Slope (not to exceed 4%)
S =
%
5.
Flow Distribution (Check the type used or describe "Other")
Slotted Curbing
Modular Block Porous Pavement
Note: If Method B was Used In Step 3,
#=Level
Spreader
Level Spreader Must Be Checked Here
Other:
6.
Vegetation (Check the type used or describe "Other")
Irrigated Turf Grass
Non -Irrigated Turf Grass
Note: Irrigated Turf Grass Is Required in Semi -Arid Climates
Other:
7.
Outflow Collection (Check the type used or describe "Other")
Grass Lined Swale
Street Gutter
Storm Sewer Inlet
Underdrain Used
Other:
Notes:
BMP_basin 1.xls, GB
1/14/2010, 5:30 PM
Design_ Procedure Form: Grass:BUffer (GB),
Designer:
Company:
Date:
Project:
Location:
1
tNotes:
' BMP_basin 2.xls, GB 1/15/2010, 9:21 AM
Troy Spraker
North Star Design, Inc.
January 15, 2010 J
Lincoln Center Additions and Renovations
Basin 2
1.
2-Year Design Discharge (Total)
Q2=
0.3 cfs
2.
Tributary Catchment Flow
A) Minimum Width (Normal to runoff flow path): Lo = Q210.05
Lc =
5" ,.;J feet
B) Tributary Area in Square Feet (A,)
A,=
4,355 square feet
3.
Design Width Along Direction of Flow (Use A or B)
A)Sheet Flow Control Upstream
i) Length of Flow Path Over Upstream Impervious Surface
Li =
feet
ii) Design Width of Buffer: Wo = 0.2 " Li (10' minimum)
Wo
: feet
B) Concentrated (Non -Sheet) Flow Control Upstream
(requires a level spreader in step 5 below)
i) Length of Flow Level Spreader
L,
feet
ii) Design Width of Buffer: Wo = 0.15' A,/, Lt (10' minimum)
Wo
::feet
4.
Design Slope (not to exceed 4%)
S =
%
5.
Flow Distribution (Check the type used or describe "Other")
Slotted Curbing
Modular Block Porous Pavement
Note: If Method B was Used In Step 3,
Level Spreader
Level Spreader Must Be Checked Here
Other:
6. Vegetation (Check the type used or describe "Other")
Irrigated Turf Grass
Non -Irrigated Turf Grass
Note: Irrigated Turf Grass Is Required in Semi -Arid Climates
Other:
7.
Outflow Collection (Check the type used or describe "Other")
Grass Lined Swale
Street Gutter
Storm Sewer Inlet
Underdrain Used
Other:
1
1
1
1
1
1
1
1
1
f
1
1
1
1
1
f
1
Design Procedure Form Grass Buffer (GB)
Designer: Troy Spraker
Company: North Star Design, Inc.
Date: January 15, 2010
Project: Lincoln Center Additions and Renovations
Location: Basin 3
1. 2-Year Design Discharge (Total)
QZ =
0.2 cfs
2. Tributary Catchment Flow
A) Minimum Width (Normal to runoff Flow path): Lo = Q2 10.05
Lo =
-,c`€ 4:.` feet
B) Tributary Area in Square Feet (A,)
A,=
7,900 square feet
3. Design Width Along Direction of Flow (Use A or B)
A) Sheet Flow Control Upstream
i) Length of Flow Path Over Upstream Impervious Surface
Li =
feet
ii) Design Width of Buffer: Wo = 0.2' Li (10' minimum)
Wp =
feet
B) Concentrated (Non -Sheet) Flow Control Upstream
(requires a level spreader in step 5 below)
i) Length of Flow Level Spreader
L, =
feet
ii) Design Width of Buffer: Wo = 0.15' A,/ L, (10' minimum)
We
4. Design Slope (not to exceed 4%)
S =
%
5. Flow Distribution (Check the type used or describe "Other')
Slotted Curbing
Modular Block Porous Pavement
Note: If Method B was Used In Step 3,
:: : %,? Level Spreader
Level Spreader Must Be Checked Here
Other:
6. Vegetation (Check the type used or describe "Other')
Irrigated Turf Grass
Non -Irrigated Turf Grass
Note: Irrigated Turf Grass Is Required in Semi -Arid Climates
Other:
7. Outflow Collection (Check the type used or describe "Other')
Grass Lined Swale
Street Gutter
Storm Sewer Inlet
Underdrain Used
Other:
BMP_basin 3.xls, GB
1/15/2010, 9:23 AM
Design Procedure Form Grass Buffer (GB)
Designer:
Troy Spraker
Company:
Date:
North Star Design, Inc.
January 15, 2010
Project:
Lincoln Center Additions and Renovations
Location:
Basin 4
1.
2-Year Design Discharge (Total)
02 =
0.6 cfs
2.
Tributary Catchment Flow
A) Minimum Width (Normal to runoff Flow path): Lo = Q2l 0.05
LG =
F W ;12a ``? feet
B) Tributary Area in Square Feet (A,)
A,=
16,600 square feet
3.
Design Width Along Direction of Flow (Use A or B)
A) Sheet Flow Control Upstream
i) Length of Flow Path Over Upstream Impervious Surface
Li
feet
ii) Design Width of Buffer: Wo = 0.2' Li (10' minimum)
Wo
. tL, ;" o"; Ifeet
B) Concentrated (Non -Sheet) Flow Control Upstream
(requires a level spreader in step 5 below)
i) Length of Flow Level Spreader
Lt
feet
ii) Design Width of Buffer: We = 0.15' All Lt (10' minimum)
Wo
�,; , �,:=,Meet
4.
Design Slope (not to exceed 4%)
S =
%
5.
Flow Distribution (Check the type used or describe "Other")
Slotted Curbing
Modular Block Porous Pavement
Note: If Method 8 was Used In Step 3,
;` Level Spreader
Level Spreader Must Be Checked Here
Other:
6.
Vegetation (Check the type used or describe "Other")
Irrigated Turf Grass
Non -Irrigated Turf Grass
Note: Irrigated Turf Grass Is Required in Semi -Arid Climates
Other:
7.
Outflow Collection (Check the type used or describe "Other")
Grass Lined Swale
Street Gutter
Storm Sewer Inlet
Underdrain Used
Other:
Notes:
BMP_basin 4.xls, GB
1/15/2010, 9:26 AM
Design Procedure Form' Grass Buffer (GB)
1
1
1
1
t
1
1
1
1
1
1
1
1
1
1
1
Designer:
Troy Spraker
Company:
North Star Design, Inc.
Date:
January 15, 2010
Project:
Lincoln Center Additions and Renovations
Location:
Basin 5
1. 2-Year Design Discharge (Total)
QZ =
0.5 cfs
2. Tributary Catchment Flow
A) Minimum Width (Normal to runoff Flow path): Lo = Qz / 0.05
Lo
x "�9s a"feet
B) Tributary Area in Square Feet (A,)
A,=
16,595 square feet
3. Design Width Along Direction of Flow (Use A or B)
A) Sheet Flow Control Upstream
i) Length of Flow Path Over Upstream Impervious Surface
Li =
feet
ii) Design Width of Buffer: We = 0.2 ' L (10' minimum)
Wofeet
B) Concentrated (Non -Sheet) Flow Control Upstream
(requires a level spreader in step 5 below)
i) Length of Flow Level Spreader
L,
feet
ii) Design Width of Buffer: We = 0.15*Ail L, (10' minimum)
We
'Mfeet
4. Design Slope (not to exceed 4%)
S =
%
5. Flow Distribution (Check the type used or describe "Other")
Slotted Curbing
Modular Block Porous Pavement
Note: If Method B was Used In Step 3,
Level Spreader
Level Spreader Must Be Checked Here
Other:
6. Vegetation (Check the type used or describe "Other")
Irrigated Turf Grass
Non -Irrigated Turf Grass
Note: Irrigated Turf Grass Is Required in Semi -Arid Climates
Other:
T Outflow Collection (Check the type used or describe "Other')
Grass Lined Swale
Street Gutter
Storm Sewer Inlet
Underdrain Used
Other:
crate
BMP_basin 5.xls, GB
l
1/15/2010, 9:25 AM
..;Design Procedure Form: Grass ;Buffer (GB) 4
Designer: Troy Spraker
Company: North Star Design, Inc.
Date: January 15, 2010
Project: Lincoln Center Additions and Renovations
Location: Basin 6
i
1. 2-Year Design Discharge (Total)
Qz=
0.5 cfs
2. Tributary Catchment Flow
A Minimum Width Normal to runoff Flow path):
( p ) Lo = Q2 / 0.05
Lo
`.:R; eet
B) Tributary Area in Square Feet (A,)
A,=
15,314 square feet
3. Design Width Along Direction of Flow (Use A or B)
A) Sheet Flow Control Upstream
i) Length of Flow Path Over Upstream Impervious Surface
Li =
feet
ii) Design Width of Buffer: Wo=0.2' Li (10' minimum)
Wo =
feet
B) Concentrated (Non -Sheet) Flow Control Upstream
(requires a level spreader in step 5 below)
i) Length of Flow Level Spreader
L,
feet
ii) Design Width of Buffer: Wo = 0.15 *Al L, (10' minimum)
Wo
feet
4. Design Slope (not to exceed 4%)
S =
%
5. Flow Distribution (Check the type used or describe "Other")
Slotted Curbing
Modular Block Porous Pavement
Note: If Method B was Used In Step 3,
��..,;_,t; Level Spreader
Level Spreader Must Be Checked Here
Other:
6. Vegetation (Check the type used or describe "Other")
Irrigated Turf Grass
Non -Irrigated Turf Grass
Note: Irrigated Turf Grass Is Required in Semi -Arid Climates
Other:
7. Outflow Collection (Check the type used or describe "Other")
Grass Lined Swale
Street Gutter
Storm Sewer Inlet
Underdrain Used
Other:
Notes:
BMP_basin 6.xls, GB
1 /15/2010, 9:27 AM
I
' APPENDIX E
' FIGURES AND TABLES ,
I
I
I
E
0
LU _GjO
-
04
0
M.-MMUM
..........
gg,
"In "'o
11.14 j . �k,' 4'--p
P, 1 g1tS 11 f g;
co
.Vvi
rr
wa il
.2
(0
;JAX
D.
"Mr
Oil
AR f%
Rk
14
CLYr x2rrz9iq
ERAVI .4x Ez
0
A:� (L 54
qq g T11
AMI
_124
llffi
;YK
C) O C 0 C) 0 0 CD 0 0 C) C>
CD CD (D 0 C) C) C) CD CD C) C> CD
o 6 06 ti 6 t6 .4 C15 N C;
(j4/Ul) Aj!SU84uj
City of Fort Collins
Rainfall Intensity -Duration -Frequency Table
for using the Rational Method
(5 minutes - 30 minutes)
Figure 3-1a
Duration
(minutes)
2-year
Intensity
in/hr
i 0-year
Intensity
in/hr
100-year
Intensity
in/hr
5.00
2.85
4.87
9.95
6.00
2.67
4.56
9.31
7.00
2.52
4.31
8.80
8.00
2.40
4.10
8.38
9.00
2.30
3.93
8.03
10.00
2.21
3.78
7.72
11.00
2.13
3.63
7.42
12.00
2.05
3.50
7.16
13.00
1.98
3.39
6.92
14.00
1.92
3.29
6.71
15.00
1.87
3.19
6.52
16.00
1.81
3.08
6.30
17.00
1.75
2.99
6.10
18.00
1.70
2.90
5.92
19.00
1.65
2.82
5.75
20.00
1.61
2.74
5.60
21.00
1.56
2.67
5.46
22.00
1.53
2.61
5.32
23.00
1.49
2.55
5.20
24.00
1.46
2.49
5.09
25.00
1.43
2.44
4.98
26.00
1.40
2.39
4.87
27.00
1.37
2.34
4.78
28.00
1.34
2.29
4.69
29.00
1.32
2.25
4.60
30.00
1.30
2.21
4.52
1
City'of Fort Collins
Rainfall Intensity -Duration -Frequency Table
'
for using the Rational Method
(31 minutes - 60 minutes)
Figure 3-1b
1
1
1
1
1
1
Duration
(minutes)
2-year
Intensity
in/hr)
10-year
Intensity
in/hr
100-year
Intensity
in/hr
31.00
1.27
2.16
4.42
32.00
1.24
2.12
4.33
33.00
1.22
2.08
4.24
34.00
1.19
2.04
4.16
35.00
1.17
2.00
4.08
36.00
1.15
1.96
4.01
37.00
1.13
1.93
3.93
38.00
1.11
1.89
3.87
39.00
1.09
1.86
3.80
40.00
1.07
1.83
3.74
41.00
1.05
1.80
3.68
42.00
1.04
1.77
3.62
43.00
1.02
1.74
3.56
44.00
1.01
1.72
3.51
45.00
0.99
1.69
3.46
46.00
0.98
1.67
3.41
47.00
0.96
1.64
3.36
48.00
0.95
1.62
3.31
49.00
0.94
1.60
3.27
50.00
0.92
1.58
3.23
51.00
0.91
1.56
3.18
52.00
0.90
1.54
3.14
53.00
0.89
1.52
3.10
54.00
0.88
1.50
3.07
55.00
0.87
1.48
3.03
56.00
0.86
1.47
2.99
57.00
0.85
1.45
2.96
58.00
0.84
1.43
2.92
59.00
0.83
1.42
2.89
60.00
0.82
1.40
2.86
1
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FLOODPLAIN INFORMATION
F
TECHNICAL DOCUMENTATION
for the
BASELINE HYDRAULIC MODELING
OF THE OLD TOWN BASIN
PREPARED FOR:
City of Fort Collins Utilities
700 Wood Street
Fort Collins, CO 80521
PREPARED BY.
Anderson Consulting Engineers, Inc.
772 Whalers Way, Suite 200
Fort Collins, CO 80525
(ACE Project No. C0FC14.1)
July 15, 2003
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ELVATIONS AND HIGH VELOCITY FLOOD�WATERB.� THERE IS A CHANCE THAjT LARGE FLOODS WILL OCCUR THAT ARE GREATENTHAN
THEELEVEL OF PROTECTION PROIVIDED BY THE LEVEE. CONIMUNITIEG SHOULD ISSUE EVACUATION PLANS AND ENCOURAGE PROPERTY
ZI WNERS BEHIND HESE STRUCTURESi6 UR'CRAS FCd061NSURANCEEVE41FTHOSTRUC-TURE-IS-CURRENTLYSHOWN A w
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MAP NUMBER
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MAP REVISED
JUNE 17, 2008
Federal Emergency D1anagement Agency
LOCATED OLD tY
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3
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dock. For the latest product information about National Flood Insurance
flood maps check the FEMA Flood Map Store at www.msc.fema.gov
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NOTES
1 ALL TEMPORARY AND PERMANENT ERDSM AND SEDIMENTASON1nQ PRACTICES SHALL BE MAINTAINED AND
REPAIR O DURING THE C Sp UCnnM PHASE NEEDED TO ASSURE CONTINUED PERFORMANCE N
THEIR INTENDED NNCn W. ES PERIODIC RE LLLL¢YENT AND ALL "MT ACCUMULATED
BEHIND M MUST BE MO1CO AND DIYOSED OF PROPERLY. TES MUST BE INSPECTED BY ME
OR COWERS REPRE4HTAOVE FOLLOWING EACH HEAVY PRECIPITATOR OR GROW FELT EVENT THAT RESULTS
IN Moody
Y LDG IN OF GUY OF EMT COLONS HIM AND INCARNATE MAN 1M WEAR
PROJECT TO PLACE IILL IN TM
THISSAPPROVED
FLOOD rMNW l0 M5°Yflaf THE FLPLAIANPBOl1 AND ME PILL Is IN
PLACE, M MN OM Is ao LUN HOWE,RM. THE
IIMNO wu REMAIN MR Al RISK RL PUIN. DURING A 1M TEAM Sn M MERE IS
A.Aa MOOEGY
SELL CHANCE THE BUILDING MAY11FL
S. ME BAY FLOOD ELEVATOR OF YET BUIWING IS 49990 R-Ralf THE REGULATORY FLOYD PROTECTION
ELEVATION IS 49N 5 PT-11i FOR ANY NEW ADDITIONS THAT ME CONSTRUCTED ON STRUCTURES LOCATED MMw
THE HIM RISK FLOW BOUNDARY.
A ME OMESHAALLL OMAIN A FLOWPUIN U„ PMMT FOR ALL STRUCTURES AND SIZE WORA WITHINE
Np K. SGEWALKS, CURB A, GUTTER , SCARING
INCLUDDES10S6
PRIOR TO CONMTUCIIMED
MO�ANIY OTTER BY CHAPTER CITY
EERO IS IA100 YEAR UESONAToRWTILOCATED SIT WORK. WIIMW
City of Fort Collins. Colorado
CMSMUCTM. MD OTHER DEL4LMMERT MUST
UTILITY PLAN APPROVAL
MEET THE REQUIREMENTS M CHAPTER 10 M THE
CITY CODE.
APPROVED:
IN O E A LOON REPORT AND LOUR FOR ADgnp1AL
q1r En9ln.e, Dab
u nM CH O ME HIM MA
TO THE PRyOY.D STE
TO HE
CHECKED BY:
IMPROVEMENTS
Waiv s W ti tw GORE Dab
$
Dl CS3 ECT EN. M YCDM
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A PEE
FOUNDATOR (F
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CHECKED BY:
slmm.al� Vt11lY aab
B. IMMEDIATELY UPON CgRLETM DIY LET
PROPOSED IMPROVEMENTS NEAR THE SWIHUST
CHECKED BY:
PR SH LL BE COMPLETED
ASBUILT SUTHE
vw s RICE mI Wb
EVEY
OR ME I WMM3SHALL
OR
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TO REMOVE EiisHrvG BUILDING AND
CHECKED BY:
PROPOYO AUCTION FROM THE HIM RISK
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