HomeMy WebLinkAboutDrainage Reports - 01/01/2005I
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Poudre River Rest
Area
Completed for:
UT
_ Colorado Department of
Transportation
Drainage Report (FOR Submittal)
Stantec
January 2005
Submitted to: City of Fort Collins
Sear -Brown Projects 813-005, 813-007
Stantec Projects 181700038
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Stantec Consulting Inc.
stanEec.com
January 31, 2005
File: 181700038
City of Fort Collins
Water Utilities--Stormwater
700 Wood Street
Fort Collins, Colorado 80521
Attention: Mr. Basil Hamden
Dear Basil:
1 Reference: Final Drainage and Stormwater Management Plan for the CDOT Poudre
River Rest Area (95% Submittal)
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We are pleased to submit to you, for your review and approval, this Final Drainage and
Stormwater Management Study for the CDOT Poudre River Rest Area. All computations within
this report have been completed in compliance with the City of Fort Collins Storm Drainage
Design Criteria.
We appreciate your time and consideration in reviewing this submittal. Please call if you have
any questions.
Sincerely,
STANTEC CONSULTING INC.
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Dawn C. Gladwell, P.E. CFM
1 Project Engineer
Tel: 970-482-5922
Fax: 970-482-6368
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Pete Graham, CDOT
Samer AI-Haj, CDOT
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Poudre River Rest Area City of Fort Collins
CDOT Drainage and Erosion Control Plan (FOR Submittal)
TABLE OF CONTENTS
GENERAL LOCATION AND DESCRIPTION..................................................................1
LOCATION...............................................................................................................................................1
DESCRIPTIONOF PROPERTY..............................................................................................................1
DRAINAGEBASINS.......................................................................................................5
MAJORBASIN DESCRIPTION...............................................................................................................5
SUB- BASIN DESCRIPTION...................................................................................................................5
1. Existing Drainage Basins.........................................................................................................5
2. Proposed Drainage Basins......................................................................................................5
STORM SEWER DESIGN.......................................................................................................................6
DRAINAGE DESIGN CRITERIA.....................................................................................7
REGULATIONS........................................................................................................................................7
HYDROLOGICCRITERIA.......................................................................................................................7
HYDRAULICCRITERIA...........................................................................................................................7
VARIANCE...............................................................................................................................................7
DRAINAGE FACILITY DESIGN......................................................................................8
GENERALCONCEPT.............................................................................................................................8
SPECIFICDETAILS.................................................................................................................................8
STORMWATER QUALITY............................................................................................10
EROSIONCONTROL....................................................................................................11
GENERALCONCEPT...........................................................................................................................11
SPECIFICDETAILS...............................................................................................................................11
CONCLUSIONS............................................................................................................12
COMPLIANCE WITH STANDARDS......................................................................................................12
DRAINAGECONCEPT..........................................................................................................................12
STORMWATER QUALITY CONCEPT..................................................................................................12
EROSION CONTROL CONCEPT.........................................................................................................12
REFERENCES..............................................................................................................13
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Stantec i January 2005
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Poudre River Rest Area
CDOT
City of Fort Collins
Drainage and Erosion Control Plan (FOR Submittal)
LIST OF FIGURES
Figure1.1 - Vicinity Map...............................................................................................................................2
Figure1.2 - Site Plan.....................................................................................................................................3
Figure3.1 - Flow Diagram.............................................................................................................................8
APPENDICES
APPENDIX A —
VICINITY MAP
APPENDIX B —
HYDROLOGY
APPENDIX C —
STREET CAPACITY
APPENDIX D —
DETENTION POND DESIGN
APPENDIX E —
INLET SIZING
APPENDIX F —
PIPE DESIGN
APPENDIX G —
RIPRAP SIZING
APPENDIX H —
WATER QUALITY GRASS SWALE
APPENDIX I —
EXISTING DRAINAGE PLANS
PROPOSED DRAINAGE PLANS
STORMWATER MANAGEMENT PLANS
ntec
' Poudre River Rest Area City of Fort Collins
CDOT Drainage and Erosion Control Plan (FOR Submittal)
GENERAL LOCATION AND DESCRIPTION
LOCATION
' The Poudre River Rest Area project site is located at the NE 1/4 of Section 21, Township 7 North,
Range 68 West of the 6th P.M., City of Fort Collins, Larimer County, Colorado.
' The purpose of the Poudre River Rest Area project is to improve the existing Colorado
Department of Transportation (CDOT) double rest area facilities, which are located on either
side of 1-25 just north of the Harmony Road/1-25 interchange, and to relocate the facilities to the
' southwest of the Prospect Road/1-25 interchange just south of the Environmental Learning
Center. See Figure 1.1 — Vicinity Map.
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DESCRIPTION OF PROPERTY
The 16-acre site was owned by the City of Fort Collins Natural Resources department and was
just recently purchased by CDOT through a land ownership agreement. The site is located
north of a large gravel mining operation and immediately to the west of Boxelder Creek within
the Poudre River drainage basin. The site lies within the City of Fort Collins newly revised 100-
year floodplain and floodway. The Boxelder Creek floodplain study reach for this project begins
just upstream of Prospect Road and continues south approximately 1300 ft to the southern end
of the project property and approximately 1200 feet across the project site which comprises the
reach of the Poudre River Spill. For more information regarding the Boxelder Creek proposed
floodplain changes and modeling please refer to the January 2005 Poudre River Rest Area
Boxelder Creek CLOMR Submittal. .
The project site is a relatively flat, grassy area which drains from the north to the south at an
approximate slope of 0.4%. The site is generally 5-8' in elevation above the flowline of Boxelder
Creek. The exiting site sheet drains from the north to the south at approximately 1 %. On the
east and west boundaries of the site are two earthen berms. The eastern berm runs
approximately 3/4 of the length of the project site and acts as an extended channel overbank
which helps to contain the Boxelder Creek 100-year flows. North of the berm, within the
property boundaries, at the top of the Boxelder Creek low flow channel is a grouted riprap
structure or lateral weir structure where approximately 350 cfs spills out of the Boxelder Creek
during the 100-year event and flows across the project site to the southwest and eventually
drains into the Poudre River. Please see Figure 1.2 - Site Plan.
' This proposed project site is to be used for non-residential use. The rest area is a 2659 sq. foot
building, which will contain men's and women's restrooms, two family restrooms, a lobby, and
an equipment storage area. Future plans for the site will include the Welcome Center, which is
' currently located at the ELC to the north. The proposed finished floor elevation will be at
4896.80 feet which is 2.8 feet above the recorded City of Fort Collins' BFE.
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' Stantec 1 January 2005
Poudre River Rest Area
CDOT
Figure 1.1 Vicinity Map
City of Fort Collins
Drainage and Erosion Control Plan (FOR Submittal)
Stantec 2 January 2005
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Poudre River Rest Area City of Fort Collins
CDOT Drainage and Erosion Control Plan (FOR Submittal)
A maintenance building will be located at the south end of the site. The garage will be 1412 sq.
foot building with a finished slab on grade at 4898.2 feet which is 6.2 feet above the recorded
City of Fort Collin's BFE. The garage will house maintenance equipment and supplies.
Interim improvements will be made to Prospect Road as part of this project. These
improvements will begin approximately 67 feet east of the Boxelder Creek bridge and continue
for approximately 800 feet to the east toward the interchange with Interstate — 25. As part of
these improvements (2)-12-foot turn lanes will be added at the east and west side of the
intersection of Prospect Road and the Frontage Road. These additional lanes are necessary to
allow traffic to pass while rest area users are waiting to turn onto the Frontage Road.
Approximately 800 feet of the improvements of this section of road will be within the 100-year
floodplain and floodway. Currently the Boxelder Creek ponds on the north side of Prospect
Road and overtops the road during 100-year event. Therefore in order not to impact the
floodplain proposed approach for the roadway widening was to balance the cut to fill ratio for the
roadway embankment and maintain the existing road centerline profile. This was accomplished
by widening the road at a 2% cross slope for 12 feet, return to existing grade at a 4:1 slope and
reestablish the roadside drainage swales to collect and drain roadway runoff to compensate for
the fill required to widen the road. The calculations associated with the cut and fill quantities
along with the proposed Prospect Road centerline profile, Prospect Road grading plan are
included in Appendix D of the January 2005 Poudre River Rest Area Boxelder Creek CLOMR
submittal.
The frontage road is to be widened to ultimate conditions as a major collector with a detached
sidewalk on the west side of the road, curb and gutter, two twelve foot lanes and two 6- foot bike
lanes for a total width flowline to flowline of 40 feet from the north property line south for
approximately 500 feet. From Prospect Road to the northern limits of the property boundary the
frontage road will be 36 feet wide with (2)-12 foot lanes and (2) - 6 foot bike lanes, and curb and
gutter. The frontage road currently is not within the Boxelder Creek 100-year floodplain limits
and all proposed grading is outside of the floodplain limits.
' Stantec
4 January 2005
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Poudre River Rest Area City of Fort Collins
CDOT Drainage and Erosion Control Plan (FOR Submittal)
DRAINAGE BASINS
MAJOR BASIN DESCRIPTION
The Poudre River Rest Area development is located within the Poudre River Basin on the
border of the Boxelder Creek Basin located to the east of the site.
SUB- BASIN DESCRIPTION
' 1. Existing Drainage Basins
Currently the site drains to three locations. Adjacent to the Boxelder Creek at the north end of
the site is an existing detention pond where a small portion of the site drains, Ex2. This is also
where the Welcome Center/ELC Parking lot runoff drains. This detention pond is drained by an
existing area inlet which directly outfalls to the Boxelder Creek. The flows are currently released
into the creek untreated. The second site basin, Ex2, is the Boxelder Creek. This basin is
bound by the existing Frontage Road to the east and an existing berm to the west. The existing
berm helps to contain the Boxelder Creek floodplain within its banks during the 100-year event.
The third basin encompasses the bulk of the site, Ex3, and drains directly to the south.
Currently the Prospect Road 1-25 interchange east of the Frontage Road drains along roadside
swales on either the north or south side of the road, passes underneath the Frontage Road and
' eventually into Boxelder Creek. Please refer to the Existing Drainage Plan Sheets in Appendix
' The Frontage Road also drains into roadside swales which release into Boxelder Creek.
2. Proposed Drainage Basins
' Most of the area that is being developed, approximately 16 acres, will be detained prior to the
release either offsite or to the Boxelder Creek. Part of the 16 acres must flow directly offsite to
allow for the 100-year floodplain and 1/2-floodway conveyance through the site. The City of Fort
' Collins requires a 2-year historic release rate where the 100-year and developed 2-year runoff
in excess of the historic runoff will be detained. The runoff draining directly offsite will be
compensated for in the on site detained pond volume. In addition, water quality will be part of
' the total ultimate on -site pond volume. The detention ponds allowable release rates were
obtained by calculating the historic 2-year flow, then the direct off site runoff was subtracted to
obtain the allowable pond release rate. Once the max allowable release rate was obtained it
' was divided amongst pond A/B and C based their contributing areas. Pond A/B will release to
the Boxelder Creek while pond C will release to the south. This flow will pass along a drainage
Swale and to the south.
' The area encompassed by the proposed site for the Poudre River Rest Area has been divided
into nineteen developed sub -basins. On -site developed runoff from basins Al-A3, B1-B7 and
' C1-C4 are routed to one of three on -site detention ponds via curb and gutter and a storm drain
system. The remaining basins D1 —D3 which make up basin Ex3 and travel to the existing area
' inlet which drains the Welcome Center site as well. Basin F1 and E1 drain directly offsite to the
south. The onsite basins drain to Ponds A and B which are linked and release into the Boxelder
Creek and pond C which releases into a drainage swale developed for the 100-year floodplain
' conveyance that carries the water offsite to the south.
' Stantec 5 January 2005
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Poudre River Rest Area City of Fort Collins
CDOT Drainage and Erosion Control Plan (FOR Submittal)
Street runoff from Prospect Road will continue to travel via roadside drainage swales and road
culverts into the Boxelder Creek. Frontage Road street runoff will travel via storm drainage
systems into the Boxelder Creek. Please refer to the Proposed Drainage Plan Sheets in
Appendix I.
tSTORM SEWER DESIGN
UDSewer program was used for computing the sizes of the storm sewer systems. Based on the
' results of UDSewer, the hydraulic grade line will remain underground along the length of the
pipe, and the energy grade line at the inlets will remain below the ground surface. Inflows to the
storm sewer were calculated using the rational method.
' Catch basin type R Inlets were sized based on flows computed using the rational method and
using UDlnlet, a spreadsheet created by the Urban Drainage and Flood Control District. Gutter
flows during the 2-year storm event are maintained within the curb and gutter section and do not
exceed 18-inches during the 100-year event. If overtopping were to occur during a 100-year
event, the buildings pad elevations were set so that they will not be inundated. Clogging factors
' of 0.2, 0.15 and 0.1 were applied to 5', 10' and 15' inlets respectively. Please see Appendix E.
STREET CAPACITY
' The flows for the street capacities for the streets inside the project site were calculated using the
rational method, as seen in Appendix B. The proposed street designs for the rest area meet the
required 10-year and 100-year street capacities. During the minor 10-year storm event the
' stormwater runoff does not overtop the curb. During the major 100-year event the storm water
runoff does not overtop the crown of the road and the depth of the storm runoff is below 18
inches at the flowline of the gutter. Supporting calculations for the street analysis are provided
' in Appendix C.
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' Stantec 6 January
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Poudre River Rest Area City of Fort Collins
CDOT Drainage and Erosion Control Plan (FOR Submittal)
DRAINAGE DESIGN CRITERIA
REGULATIONS
The Poudre River Rest Area is located in the Poudre River Basin in the City of Fort Collins,
therefore, the criteria is to detain the developed stormwater runoff during the 100-year event.
The maximum detained peak flow that can be released from the site is restricted to the 2-year
historic rate during the 2-year design storm and the 100-year design storm (please see attached
appendix B and D for calculations). The Urban Storm Drainage Manual (published by the Urban
Drainage and Flood Control District — Denver Colorado) and the City of Fort Collins Storm
Drainage Design Criteria have been used to calculate the stormwater runoff and to design the
on -site stormwater facilities.
HYDROLOGIC CRITERIA
Since the Poudre River Rest Area is less than 20-acres, the Rational Method was used to
calculate developed stormwater runoff. The 2-year, 10-year, 50-year and 100-year events were
used in calculating runoff values and the City of Fort Collins intensity duration frequency curves
were used to obtain rainfall data for each storm specified. Rational Method computations and
the results are provided in Appendix B of this report.
HYDRAULIC CRITERIA
The hydraulic calculations within this report have been prepared in accordance with the City of
Fort Collins Drainage Criteria. The detention pond sizing and routing was computed using the
FAA Method and the appropriated City of Fort Collins Rainfall Intensity Curves. Rating curves
have been provided for this submittal, prior to the next submittal stage -discharge curves will also
be created.
The water quality volume for the detention ponds were computed using the water Quality
Capture Volume equation from the Urban Storm Drainage Criteria Manual Volume 3.
Calculations and criteria are included in Appendix D of the report.
VARIANCE
We are requesting to release a majority of our detained runoff into the Boxelder Creek. During
the 100-year storm the Boxelder Creek at Prospect Road, upstream of the primary detention
pond outlet is 1614 cfs at 6hr and 22 min. where we are proposing to have a maximum release
of 0.73 cfs. This proves to be insignificant compared to the peak flow within the Boxelder Creek
during the 100-year event thus there is no concern for downstream impacts.
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Poudre River Rest Area City of Fort Collins
COOT Drainage and Erosion Control Plan (FOR Submittal)
DRAINAGE FACILITY DESIGN
GENERAL CONCEPT
The portion of the runoff produced by the Poudre River Rest Area flows via curb and gutter,
cross -pans, inlets, and storm pipe to one of the three proposed detention ponds located within
the site. Two of the three ponds are hydraulically linked and release to Boxelder Creek. The
third pond releases to a drainage swale. What is not captured in the detention pond flows to the
south, undetained.
SPECIFIC DETAILS
Although the rest area site is adjacent to the Boxelder Creek, the property is actually located
within the Poudre River basin. Currently the Welcome Center's (located to the north of the rest
area site) local runoff flows into a detention pond which is drained by an area inlet. This
detention pond is located at the northeast of the rest area property. Just adjacent to the
detention pond's area inlet, along the bank of the Boxelder Creek, is an existing laterial weir
structure which allows approximately 321 cfs water during the 100-year event to spill out of
Boxelder Creek and cross the north portion of the rest area site, to the west side of the site, and
then south to the Poudre River. As part of this development this 100-year event flowpath must
be maintained. Please refer to Figure 3.1 — Flow Diagram.
Figure 3.1 Flow Diagram
Because the site does not currently have any development within the rest area property the City
of Fort Collins is concerned about the quantity, quality, and the characteristics of the runoff
which would normally be released in the direction of the historic path. As a result of the
expected change in runoff characteristics and the locality of the Boxelder Creek, the City of Fort
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Poudre River Rest Area City of Fort Collins
CDOT Drainage and Erosion Control Plan (FOR Submittal)
Collins' will allow a variance where the site runoff would be allowed to outfall into the Boxelder
Creek if the peak flow and time to peak of the local flow shows to be insignificant to that of the
Boxelder Creek. Please refer back to the variance section regarding the Boxelder Creek flow
relative to the proposed site release flow. However, because of the need to preserve the 100-
year floodplain flow path not all of the site runoff will be able to be captured and taken to the
Boxelder Creek. Most of runoff traveling directly offsite will be from landscaped areas. The
runoff from the 100-year storm will be detained to release at the allowable over detained 2-year
release rate. The detention ponds allowable release rates were obtained by calculating the
historic 2-year flow, then subtracting off the amount of water that leaves the site undetained.
Once the max allowable release rate was obtained it was divided amongst pond A/B and C
based their contributing areas. During the 2-year event both detained and undetained flow
which leaves the site does not exceed that of the 2-year historic flow. During the 100-year
storm the detained flow will still be that of the 2-year event while the remaining undetained flow
from basins F1 and E1 does not exceed the quantity of the historic 100-year flow to the south.
The total volume that would be leaving the site undetained during the 100-year event was
determined using the FAA method for the existing and developed conditions. See Appendix D.
Proposed basin D1, D2, and D3 consists of the existing Welcome Center/ELC Parking lot. This
basin is the size of the existing parking lot basin (Ex1) and will release to the current location.
The existing parking lot drains to a curb cut which carries the water to a small detention pond.
The detention pond is drained by an area inlet located at the banks of the Boxelder Creek. This
inlet releases the accumulated Welcome Center/ELC stormwater into the creek. The flows are
currently released into the creek untreated, however, at this time it is not the intent of this project
to design a water quality structure and detention pond for the Welcome Center/ELC site. The
total flow to this detention pond is smaller than that of the historic flow and the difference has
been allocated toward the total site detention pond release rate.
Proposed basin BC1 demonstrates the area that will drain directly to Boxelder Creek. The
' proposed area, compared to basin Ex2, has increased. The differences in flows from the
existing basin Ex2 and the proposed basin BC1 will be subtracted from the ponds allowable
release rate.
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Proposed basins F1 and E1 will travel offsite undetained. These basins flow overland at 0.4%
grass slope then offsite, thus water quality will be achieved (see calculations in Appendix H).
These flows traveling offsite will also be subtracted from the allowable release rate from the
detention ponds.
In conclusion, the amount of water leaving the proposed site will remain the same as the
existing 2-year and will be decreased for 100-year conditions. Please see Appendix D for more
information on each individual pond and release rate calculations.
' Stantec
' Poudre River Rest Area
CDOT
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STORMWATER QUALITY
City of Fort Collins
Drainage and Erosion Control Plan (FOR Submittal)
The State of Colorado requires Stormwater Management Plans as part of their permit process.
This study has sought to find various Best Management Practices for the treatment of
stormwater runoff that could be implemented in the construction phase of the project as well as
after the completion of the project. Please refer to Appendix I — Stormwater Management Plans.
The Poudre River Rest Area will be providing three grass lined detention ponds (on -site), two of
which will be equipped with a water quality discharge control structure so as to detain the minor
storm event for 40-hours thus providing water quality. This water quality feature will provide a
mechanism for pollutants to settle out of the stormwater runoff before flows are directed to
Boxelder Creek. Please see Appendix D for the calculations of the water quality volumes
provided in each of the three on -site detention ponds.
Basin F1 will drain directly offsite and is primarily a grass -lined swale which will provide water
quality for the runoff of this basin before if leaves the site. Please see Appendix H for
calculations and an example of the proposed landscaping for the site. The grass lined swale
will promote sedimentation, infiltration, and nutrient uptake.
' Stantec 10 January 2005
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Poudre River Rest Area City of Fort Collins
CDOT Drainage and Erosion Control Plan (FOR Submittal)
EROSION CONTROL
GENERAL CONCEPT
This development lies within the Moderate Rainfall Erodibility Zone and the Moderate Wind
Erodibility Zone per the City of Fort Collins zone maps. There should be minimal to no erosion
problems after the completion of the Poudre River Rest Area. Silt fences will be installed along
the south side of the site and along the east side of the east road to prevent sediment from
leaving the site. One vehicle tracking pad will also be placed at entrance/exit to the site. Straw
bale inlet filters will be placed at the openings of the proposed pond outlets. Gravel inlet filters
will be placed at the opening of the proposed type R curb inlets. Straw bale check dams will be
placed approximately every 300 feet along the swales located within the site and along Prospect
Road and the Frontage Road. All disturbed area during the construction of the rest area will be
seeded and mulched.
Riprap will be placed at all of the storm system outlets and in Boxelder Creek at the downstream
side of the double box culvert. In addition, do to modeled velocity increases during the 100-year
event which were found as part of the CLOMR submitted for this site at the planned wetland
mitigation area within the Boxelder Creek riprap placement will be integrated into the wetland
mitigation plan yet to be developed.
SPECIFIC DETAILS
All disturbed areas not in a roadway or greenbelt area shall have temporary vegetation seed
applied within 30 days of initial disturbance. After seeding, a hay or straw mulch shall be
applied over the seed at a rate of 1.5-tons/acre minimum, and the mulch shall be adequately
anchored, tacked or crimped into the soil. Those roads that are to be paved as part of the rest
area must have a 1-inch layer of gravel mulch applied at a rate of at least 135 tons/acre
immediately after overlot grading is completed. The pavement structure shall be applied within
30 days after the utilities have been installed.
If the disturbed area will not be constructed within one growing season, a permanent seed shall
be applied. After seeding, a hay or straw mulch shall be applied over the seed at a minimum of
1.5 tons/acre, and the mulch shall be adequately anchored, tacked or crimped into the soil. In
the event a portion of the roadway pavement and surface utilities will not be constructed for an
extended period of time after overlot grading, a temporary vegetation seed and mulch shall be
applied to the roadway area as previously discussed.
All construction activities must also comply with the State of Colorado permitting process for
Stormwater Discharges Associated with Construction Activity. A Colorado Department of
Health NPDES permit shall be obtained so that construction grading may commence within the
development.
Stantec 11 January 2005
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Poudre River Rest Area City of Fort Collins
CDOT Drainage and Erosion Control Plan (FOR Submittal)
CONCLUSIONS
COMPLIANCE WITH STANDARDS
All assumptions, computations and design criteria utilized for the completion of this report are in
compliance with the City of Fort Collins Erosion Control Reference Manual for Construction
Sites and Storm Drainage Criteria manual. The site corresponds with and adheres to the
recommendations stipulated by the City of Fort Collins.
DRAINAGE CONCEPT
The proposed drainage concept presented in this report and on the construction plans provide
for the conveyance of on -site stormwater runoff as well as off -site flows to the proposed
drainage facilities of the proposed project site. The combination of the proposed curb and
gutter, cross -pans, inlets, and storm pipes provide conveyance for the 2-year and 100-year
flows to reach the three detention ponds located on the site. The sizes, locations and release
rates of these ponds will allow the Poudre River Rest Area site to be developed in conformance
with the City of Fort Collins drainage concepts and criteria.
If, at the time of construction, groundwater is encountered, a Colorado Department of Health
Construction Dewatering Permit will be required.
' STORMWATER QUALITY CONCEPT
' The proposed design had addressed the water quality aspect of stormwater runoff. Two grass -
lined ponds, along with a grass -lined water quality swale, will provide the necessary storage
area for stormwater pollutants to filter out of the stormwater runoff before the runoff enters
' offsite.
EROSION CONTROL CONCEPT
' The proposed erosion control concepts mitigate the control of wind and rainfall erosion for the
Poudre River Rest Area. Through the construction of the proposed erosion control concepts,
the City of Fort Collins performance standard will be met. The proposed erosion control
concepts presented in this report and shown on the erosion control plan are in compliance with
the City of Fort Collins erosion control criteria.
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' Stantec 12 January 2005
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Poudre River Rest Area
CDOT
REFERENCES
City of Fort Collins
Drainage and Erosion Control Plan (FOR Submittal)
Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins,
Colorado, May 1984, Interim revision January 1997.
Erosion Control Reference Manual for Construction Sites by the City of Fort Collins, Colorado,
January 1991.
U.S. Department of Agriculture, Soil Conservation Service and Cooperating Agencies.
The Urban Storm Drainage Criteria Manual (published by the Urban Drainage and Flood Control
District — Denver Colorado — June 2001).
Poudre River Rest Area Boxelder Creek Fort Collins, Colorado; CLOMR Submittal; Stantec, Inc.
for the Colorado Department of Transportation; January 2005.
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Stantec 13 January 2005
' POUDRE RIVER REST AREA
APPENDIX A
VICINITY MAP
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' POUDRE RIVER REST AREA
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APPENDIX B
HYDROLOGY - RATIONAL METHOD
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' POUDRE RIVER REST AREA
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1 Stantec
APPENDIX B
HYDROLOGY - RATIONAL METHOD
EXISTING CONDITIONS
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Rational Method
2 Year Design Storm
Poudre River Rest Area - CDOT
181700038
Routing Flow Time 00
Runoff
Pipe
Pipe
ljirect Other I o a
Design Point
Basins
t�
Length Type Slope Velocity Travel
Travel
t'. C Intensity Area Runoff Runoff Runoff
Slope
Location
(min)
(ft) (a) N (ft/s) (min)
(min)
(min) (in/hr) (ac) (cfs) (cfs) (cfs)
N
Remarks
Al
Al
5.0
0.0
5.0
0.95
2.85
0.42
1.14
1.14
Contributes to
A2
A2
5.0
0.0
5.0
0.87
2.85
0.27
0.67
0.67
A3
A3
10.0
0.0
10.0
0.49
2.21
0.67
0.73
0.73
B1
81
5.0
0.0
5.0
0.90
2.85
0.27
0.69
0.69
Contributes to
B2
B2
7.7
0.0
7.7
0.78
2.46
1.28
2.45
2.45
B3
B3
6.0
0.0
6.0
0.63
2.69
0.32
0.55
0.55
B4
B4
7.1
0.0
7.1
0.55
2.53
0.29
0.41
0.41
B5
B5
5.4
0.0
5.4
0.91
2.78
0.23
0.57
0.57
B6
B6
5.3
0.0
5.3
0.77
2.79
0.42
0.89
0.89
B7
B7
6.1
0.0
1 6.1 1
0.26
2.68
1 0.67
0.47
1 0.47
C1
C1
5.0
0.0
5.0
0.95
2.85
0.19
0.51
0.51
Contributes to
C2
C2
5.0
0.0
5.0
0.95
2.85
0.18
0.48
0.48
Pond C
C3
C3
5.0
0.0
5.0
0.95
2.85
0.56
1.52
1.52
C4
C4
6.0
0.0
6.0
0.25
2.69
0.51
0.34
0.34
D1
D1
13.0
0.0
13.0
0.25
1.98
0.29
0.14
0.14
Existing Pond
D2
D2
5.0
0.0
5.0
0.87
2.85
0.48
1.19
1.19
D3
D3
5.0
0.0
5.0
0.95
2.85
0.93
1 2.52
2.52
E1
E1
20.0
0.0
20.0
0.35
1.61
1.41
0.79
0.79
Offsite
F1
F1
23.1
0.0
23.1
0.31
1.49
2.49
1.14
1.14
Swale F
BC1
BC1
18.1
0.0
18.1
0.27
1.70
3.70
1.69
1.69
Boxelder Creek
BC2
BC2
5.0
0.0
5.0
0.86
2.85
0.12
0.29
0.29
BC3
BC3
5.0
0.0
5.0
0.88
2.85
0.15
0.37
0.37
PR-1
PR-1
5.7
0.0
5.7
0.57
2.74
0.53
0.82
0.82
Boxelder Creek
PR-2
PR-2
5.1
-
0.0
5.1
0.73
2.83
0.31
0.64
0.64
Boxelder Creek
PR-3
PR-3
5.0
0.0
5.0
0.75
2.85
0.09
0.20
0.20
Boxelder Creek
PR-4
PR-4
5.0
0.0
5.0
0.63
2.85
0.12
0.22
0.22
Boxelder Creek
PR-5
PR-5
12.9
0.0
12.9
0.55
1.99
1.49
1.64
1.64
Boxelder Creek
PR-6
PR-6
12.2
0.0
12.2
0.55
2.04
1.13
1.26
1.26
Boxelder Creek
FR-1
FR-1
5.7
0.0
5.7
0.73
2.74
0.46
0.92
0.92
Boxelder Creek
FR-2
FR-2
5.5
0.0
5.5
0.78
2.77
0.47
1.01
1.01
Boxelder Creek
FR-3
FR-3
6.2
0.0
6.2
0.73
2.66
0.47
0.91
0.91
Boxelder Creek
FR-4
FR-4
5.8
0.0
5.8
0.75
2.72
0.42
0.85
0.85
Boxelder Creek
1
2:04 PM
r 1 /28/2005
1
I
1
I
1
1
1
1
1
1
t
Routing Flow Time (tJ
Runoff
Pipe
ipe
ther o a
Design Point
Basins
t�
Length Type Slope Velocity Travel
Travel
t - C Intensity Area Runoff Runoff Runoff
Slope
Location
(min)
(ft) (a) M (ft/s) (min)
(min)
(min) (in/hr) (ac) (cfs cfs
( ) (cfs )
°
(/°)
Remarks
ROUTING
POND A
A2 A2
5.0
--
0.0
5.0
0.87
2.85
0.27
0.67
0.67
POND A Al-A3
5.0
30.0
PA
0.5
1.3
0.4
5.4
0.71
2.79
1.36
2.68
2.68
POND B
B2 B2
7.7
--
0.0
7.7
0.78
2.46
1.28
2.45
2.45
B1 B1, B2
7.7
300.0
PA
0.5
1.3
3.7
11.4
0.80
2.09
1.55
2.59
2.59
B5 B5
5.4
--
0.0
5.4
0.91
2.78
0.23
0.57
0.57
B6 B5, B6
5.4
160.0
PA
0.5
1.3
2.0
7.4
0.82
2.49
0.64
1.30
1.30
B4 B4
7.1
--
0.0
7.1
0.55
2.53
0.29
0.41
0.41
B3 B3, B4
7.1
20.0
PA
0.5
1.3
0.2
7.3
0.59
2.50
0.62
0.91
0.91
POND B 131-137
11.4
80.0
PA
0.5
1.3
1.0
12.4
0.66
2.02
3.48
4.66
4.66
POND A & B Al-A3, B1-B7
12.4
0.0
PA
0.5
1.3
0.0
12.4
0.66
2.02
4.84
6.48
6.48
POND C
C2 C2
5.0
--
0.0
5.0
0.95
2.85
0.18
0.48
0.48
C3 C2, C3
5.0
110.0
PA
0.5
1.3
1.4
6.4
0.95
2.63
0.74
1.84
1.84
POND C C1, C2, C3, C4
6.4
70.0
PA
0.5
1.3
0.9
7.2
0.70
2.51
1.44
2.53
2.53
EXISTING POND
D2 D2
5.0
--
0.0
5.0
0.87
2.85
0.48
1.19
1.19
D3 D2, D3
5.0
20.0
PA
0.4
1.2
0.3
5.3
0.92
2.80
1.41
3.64
3.64
D1 D1-D3
13.0
0.0
PA
0.8
1.7
0.0
13.0
0.81
1.98
1.70
2.72
2.72
FRONTAGE RD
PR-4 PR-4
5.0
--
0.0
5.0
0.63
2.85
0.12
0.22
0.22
FR-1 PR-4, FR-1
5.0
280.0
PA
0.6
1.4
3.3
8.3
0.71
2.39
0.58
0.99
0.99
FR-2 PR-4, FR-1, FR-2
8.3
45.0
PA
0.5
1.3
0.6
8.8
0.74
2.33
1.05
1.81
1.81
FR-4 FR-3, FR-4 1
6.2
45.0 1
PA
1.0 1
1.9 1
0.4 1
6.6
0.73
2.60
0.89
1.70
1.70
Note:
' a) Codes the channel type for velocity calculations.
PA = Paved, PL = Pasture & Lawns, GW = Grassed Waterway
2:04 PM
' Stantec 1/28/2002
2
1'-
1
1
1
1
1
1
1
1
1
1
Rational Method
10 Year Design Storm
Poudre River Rest Area - CDOT
181700038
Routing Flow Time (tJ
Runoff
ipe
irec er Totat
Design Point Basins
t°
Length Type Slope Velocity Travel
Travel
t'. C Intensity Area Runoff Runoff Runoff
Location
(min)
MY (a) (%) (ft/s) (min)
(min)
(min) (in/hr) (ac) (cfs cfs ) ( ) (cfs
Remarks
Al
Al
5.0
0.0
5.0
0.95
4.87
0.42
1.94
1.94
Contributes to
A2
A2
5.0
0.0
5.0
0.87
4.87
0.27
1.14
1.14
A3
A3
10.0
0.0
10.0
0.49
3.79
0.67
1.25
1.25
B1
B1
5.0
0.0
5.0
0.90
4.87
0.27
1.18
1.18
Contributes to
B2
B2
7.7
0.0
7.7
0.78
4.20
1.28
4.19
4.19
B3
B3
6.0
0.0
6.0
0.63
4.60
0.32
0.93
0.93
B4
B4
7.1
0.0
7.1
0.55
4.33
0.29
0.70
0.70
B5
B5
5.4
0.0
5.4
0.91
4.75
0.23
0.97
0.97
B6
B6
5.3
0.0
5.3
0.77
4.77
0.42
1.52
1.52
B7
B7
6.1
0.0
6.1
0.26
4.57
0.67
1 0.81
0.81
C1
C1
5.0
0.0
5.0
0.95
4.87
0.19
0.88
0.88
Contributes to
C2
C2
5.0
0.0
5.0
0.95
4.87
0.18
0.82
0.82
Pond C
C3
C3
5.0
0.0
5.0
0.95
4.87
0.56
2.59
2.59
C4
C4
6.0
0.0
6.0
0.25
4.60
0.51
0.59
0.59
D1
D1
13.0
0.0
13.0
0.25
3.38
0.29
0.25
0.25
Existing Pond
D2
D2
5.0
0.0
5.0
0.87
4.87
0.48
2.03
2.03
D3
D3
5.0
0.0
5.0
1 0.95
4.87
0.93
4.30
4.30
E1
E1
20.0
-
0.0
20.0
0.35
2.74
1.41
1.35
1.35
Offsite
F1
F1
23.1
1 0.0
23.1
0.31
1 2.54
2.49
1 1.95
1.95
Swale F
BC1
BC1
18.1
0.0
18.1
0.27
2.89
3.70
2.87
2.87
Boxelder Creek
BC2
BC2
5.0
0.0
5.0
0.86
4.87
0.12
0.50
0.50
BC3
BC3
5.0
0.0
5.0
0.88
4.87
0.15
0.64
0.64
PR-1
PR-1
5.7
0.0
5.7
0.57
4.68
0.53
1.41
1.41
Boxelder Creek
PR-2
PR-2
5.1
0.0
5.1
0.73
4.83
0.31
1.10
1.10
Boxelder Creek
PR-3
PR-3
5.0
0.0
5.0
0.75
4.87
0.09
0.34
0.34
Boxelder Creek
PR-4
PR-4
5.0
0.0
5.0
0.63
4.87
0.12
0.37
0.37
Boxelder Creek
PR-5
PR-5
12.9
0.0
12.9
0.55
3.40
1.49
2.80
2.80
Boxelder Creek
PR-6
PR-6
12.2
0.0
12.2
0.55
3.48
1.13
2.15
2.15
Boxelder Creek
FR-1
FR-1
5.7
0.0
5.7
0.73
4.68
0.46
1.58
1.58
Boxelder Creek
FR-2
FR-2
5.5
0.0
5.5
0.78
4.73
0.47
1.73
1.73
Boxelder Creek
FR-3
FR-3
6.2
0.0
6.2
0.73
4.55
0.47
1.55
1.55
Boxelder Creek
FR-4
FR-4
5.8
0.0
5.8
0.75
4.65
0.42
1.46
1.46
Boxelder Creek
2:06 PM
' Stantec 1/28/200I
1
I
1
1
1
1
Routing Flow
Runoff
Pipe
Direct OfFe-r-T-ofa-l-
Design Point Basins
t�
Length Type Slope Velocity Travel
Travel
t'. C Intensity Area Runoff Runoff Runoff
Location
(min)
(ft) (a) N (ft/s) (min)
(min)
(min) (in/hr) (ac cfscfs ( ) () (cfs)
Remarks
ROUTING
POND A
A2 A2
5.0
--
0.0
5.0
0.87
4.87
0.27
1.14
1.14
POND A Al-A3
5.0
30.0
PA
0.5
1.3
0.4
5.4
0.71
4.76
1.36
4.59
4.59
POND B
B2 B2
7.7
--
0.0
7.7
0.78
4.20
1.28
4.19
4.19
B1 B1, B2
7.7
300.0
PA
0.5
1.3
3.7
11.4
0.80
3.58
1.55
4.43
4.43
B5 B5
5.4
0.0
0.0
--
0.0
5.4
0,91
4.75
0.23
0.97
0.97
B6 B5, B6
5.4
160.0
PA
0.5
1.3
2.0
7.4
0.82
4.25
0.64
2.22
2.22
B4 B4
6.0
0.0
--
0.0
6.0
0.55
4.60
0.29
0.75
0.75
B3 B3, B4
7.1
20.0
PA
0.5
1.3
0.2
7.3
0.59
4.28
0.62
1.56
1.56
POND B 131-137
11.4
80.0
PA
0.5
1.3
1.0
12.4
0.66
3.46
3.48
7.97
7.97
POND A & B Al-A3, B1-B7
12.4
0.0
PA
0.5
1.3
0.0
12.4
0.66
3.46
4.84
11.08
11.08
POND C
C2 C2
5.0
0.0
-
0.0
5.0
0.95
4.87
0.18
0.82
0.82
C3 C2, C3
5.0
110.0
PA
0.5
1.3
1.4
6.4
0.95
4.50
0.74
3.15
3.15
POND C C1, C2, C3, C4
6.4
70.0
PA
0.5
1.3
0.9
7.2
0.70
4.30
1.44
4.33
4.33
EXISTING POND
D2 D2
5.0
0.0
--
5.0
0.87
4.87
0.48
2.03
2.03
D3 D2, D3
5.0
20.0
PA
0.4
1.2
0.3
5.3
0.92
4.79
1.41
6.23
6.23
D1 D1-D3
13.0
0.0
PA
0.8
1.7
0.0
13.0
0.81
3.38
1.70
4.65
4.65
FRONTAGE RD
PR-4 PR-4
5.0
--
0.0
5.0
0.63
4,87
0.12
0.37
0.37
FRA PR-4, FR-1
5.0
280.0
PA
0.6
1.4
3.3
8.3
0.71
4.08
0.58
1.69
1.69
FR-2 PR-4, FR-1, FR-2
8.3
45.0
PA
0.5
1.3
0.6
8.8
0.74
3.98
1.05
3.10
3.10
FR-4 FR-3, FR-4
6.2
45.0
PA
1.0
1.9
0.4
6.6
0.73
4.45
0.89
2.91
2.91
' Note:
a) Codes the channel type for velocity calculations.
PA = Paved, PL = Pasture & Lawns, GW = Grassed Waterway
7
' 28/ PM
1/28/200
Stantec 2
2
Rational Method
50 Year Design Storm
Poudre River Rest Area - CDOT
181700038
Routing Flow Time (tJ
Runoff
Pipe
Direct Other Total
Design Point
Basins
t�
Length Type Slope Velocity Travel
Travel
tc. C C'Ct Intensity Area Runoff Runoff Runoff
Location
(min)
(ft) (a) (%) (ft/s) (min)
(min)
(min) (inlhr) (ac) (cfs) (cfs) (cfs)
Remarks
Al
Al
5.0
0.0
5.0
10.95 1.00
7.59
0.42
3.19
3.19
Contributes to
A2
A2
5.0
0.0
5.0
0.87 1.00
7.59
0.27
2.05
2.05
A3
A3
10.0
0.0
10.0
0.49 0.61
5.90
0.67
2.43
2.43
131
B1
5.0
0.0
5.0
0.90 1.00
7.59
0.27
2.05
2.05
Contributes to
B2
B2
7.7
0.0
7.7
0.78 0.97
6.55
1.28
8.16
8.16
B3
B3
6.0
0.0
6.0
0.63 0.78
7.16
0.32
1.82
1.82
B4
B4
7.1
0.0
7.1
0.55 0.69
6.75
0.29
1.37
1.37
B5
B5
5.4
0.0
5.4
0.91 1.00
7.40
0.23
1.66
1.66
B6
B6
5.3
0.0
5.3
0.77 0.96
7.44
0.42
2.97
2.97
B7
B7
6.1
0.0
6.1
0.26 0.33
7.13
0.67
1.58
1.58
C1
C1
5.0
0.0
5.0
0.95 1.00
7.59
0.19
1.44
1.44
Contributes to
C2
C2
5.0
0.0
5.0
0.95 1.00
7.59
0.18
1.35
1.35
Pond C
C3
C3
5.0
0.0
5.0
0.95 1.00
7.59
0.56
4.25
4.25
C4
C4
6.0
1 0.0
1
1 6.0
10.251 0.31
1 7.17
0.51
1.14
1.14
.+
ui
l�.0
--
U.0
1J.0
U.Zb
U.JI
b.2/
U.29
UAt3
U.48
Existing Pond
D2
D2
5.0
0.0
5.0
0.87
1.00
7.59
0.48
3.64
3.64
D3
D3
5.0
0.0
5.0
0.95
1.00
7.59
0.93
7.06
7.06
E1
E1
20.0
0.0
20.0
0.35
0.44
4.27
1.41
2.63
2.63
Offsite
F1
F1
23.1
0.0
23.1
0.31
0.38
3.96
2.49
3.79
3.79
Swale F
BC1
BC1
18.1
0.0
18.1
0.27
0.34
4.50
3.70
5.60
5.60
Boxelder Creek
BC2
BC2
5.0
0.0
5.0
0.86
1.00
7.59
0.12
0.91
0.91
BC3
BC3
5.0
0.0 1
5.0
0.88
1.00
7.59
0.15
1.14
1.14
PR-1
PR-1
5.7
0.0
5.7
0.57 0.71
7.29
0.53
2.74
2.74
Boxelder Creek
PR-2
PR-2
5.1
-
0.0
5.1
0.73 0.92
7.53
0.31
2.14
2.14
Boxelder Creek
PR-3
PR-3
5.0
0.0
5.0
0.75 0.94
7.59
0.09
0.67
0.67
Boxelder Creek
PR-4
PR-4
5.0
0.0
5.0
0.63 0.79
7.59
0.12
0.72
0.72
Boxelder Creek
PR-5
PR-5
12.9
-
0.0
12.9
0.55 0.69
5.30
1.49
5.45
5.45
Boxelder Creek
PR-6
PR-6
12.2
0.0
12.2
0.55 0.69
5.42
1.13
4.20
4.20
Boxelder Creek
FR-1
FR-1
5.7
0.0
5.7
0.73 0.92
7.29
0.46
3.08
3.08
Boxelder Creek
FR-2
FR-2
5.5
0.0
5.5
0.78 0.97
7.38
0.47
3.36
3.36
Boxelder Creek
FR-3
FR-3
6.2
0.0
6.2
0.73 0.91
7.08
0.47
3.02
3.02
Boxelder Creek
FR-4
FR-4
5.8
0.0
5.8
0.75 0.93
7.25
0.42
2.84
2.84
Boxelder Creek
2:07 PM
Stantec 1/2812005
1
I
1
1
I
1
I
Routing Flow Time 00
Runoff
Pipe
Direct Other Total
Design Point
Basins
t,
Length Type Slope Velocity Travel
Travel
t,. C C*C, Intensity Area Runoff Runoff Runoff
Location
(min)
(ft) (a) N (ft/s) (min)
(min)
(min) (in/hr) (ac) (cfs) (cfs) (cfs)
Remarks
ROUTING
POND A
A2 A2
5.0
-
0.0
5.0
0.87
1.00
7.59
0.27 2.05
2.05
POND A A1-A3
5.0
30.0
PA
0.5
1.3
0.4
5.4
0.71
0.89
7.42
1.36 8.94
8.94
POND B
B2 B2
7.7
--
0.0
7.7
0.78
0.97
6.55
1.28 8.16
8.16
B1 B1, B2
7.7
300.0
PA
0.5
1.3
3.7
11.4
0.80
1.00
5.58
1.55 8.63
8.63
B5 B5
5.4
--
0.0
5.4
0.91
1.00
7.40
0.23 1.66
1.66
B6 B5, B6
5.4
160.0
PA
0.5
1.3
2.0
7.4
0.82
1.00
6.63
0.64 4.25
4.25
B4 134
7.1
--
0.0
7.1
0.55
0.69
6.75
0.29 1.37
1.37
B3 133,134
7.1
20.0
PA
0.5
1.3
0.2
7.3
0.59
0.74
6.67
0.62 3.05
3.05
POND B B1-B7
11.4
80.0
PA
0.5
1.3
1.0
12.4
0.66
0.83
5.38
3.48 15.51
15.51
POND A & B Al-A3, B1-137
12.4
0.0
PA
0.5
1.3
0.0
12.4
0.66
0.83
5.38
4.84 21.58
21.58
POND C
C2 C2
5.0
--
0.0
5.0
0.95
1.00
7.59
0.18 1.35
1.35
C3 C2, C3
5.0
110.0
PA
0.5
1.3
1.4
6.4
0,95
1.00
7.01
0.74 5.18
5.18
POND C C1, C2, C3, C4
6.4
70.0
PA
0.5
1.3
0.9
7.2
0.70
0.88
6.69
1.44 8.44
8.44
EXISTING POND
D2 D2
5.0
-
0.0
5.0
0.87
1.00
7.59
0.48 3.64
3.64
D3 D2, D3
5.0
20.0
PA
0.4
1.2
0.3
5.3
0.92
1.00
7.46
1.41 10.53
10.53
Di D1-D3
13.0
0.0
PA
0.8
1.7
0.0
13.0
0.81
1.00
5.27
1.70 8.96
8.96
FRONTAGE RD
PR-4 PR-4
5.0
--
0.0
5.0
0.63
0.79
7.59
0.12 0.72
0.72
FR-1 PR-4, FR-1
5.0
280.0
PA
0.6
1.4
3.3
8.3
0.71
0.89
6.36
0.58 3.29
3.29
FR-2 PR-4, FR-1, FR-2
8.3
45.0
PA
0.5
1.3
0.6
8.8
0.74
0.93
6.20
1.05 6.03
6.03
FR-4 FR-3, FR-4
6.2
45.0
PA
1.0
1.9
0.4
1
6.6
0.73
0.92
6.93 1
0.89 5.67 1
5.67
' Note:
a) Codes the channel type for velocity calculations.
PA = Paved, PL = Pasture & Lawns, GW = Grassed Waterway
2:07 PM
Stantec
1 /28/2005
2
I
I
I
I
i
I
I
I
Rational Method
100 Year Design Storm
Poudre River Rest Area - CDOT
181700038
Routing Flow Time (tJ
Runoff
Pipe
Direct Other Total
Design Point
Basins
t�
Length Type Slope Velocity Travel
Travel
t" C C*Cf Intensity Area Runoff Runoff Runoff
Location
(min)
(ft) (a) N (ft/s) (min)
(min)
(min) (in/hr) (ac) (cfs) (cfs) (cfs)
Remarks
Al
Al
5.0
0.0
5.0
0.95
1.00
9.95
0.42
4.18
4.18
Contributes to
A2
A2
5.0
0.0
5.0
0.87
1.00
9.95
0.27
2.69
2.69
A3
A3
8.1
0.0
8.1
5.0
0.49
0.61
1.00
8.39
0.67
3.45
3.45
B1
B1
5.0
0.0
0.90
9.95
0.27
2.69
2.69
Contributes to
B2
B2
5.0
0.0
5.0
0.78
0.97
9.95
1.28
12.39
12.39
B3
B3
5.0
0.0
5.0
0.63
0.78
9.95
0.32
2.53
2.53
B4
B4
6.2
0.0
6.2
0.55
0.69
9.30
0.29
1.89
1.89
B5
B5
5.0
0.0
5.0
0.91
1.00
9.95
0.23
2.24
2.24
B6
B6
5.0
0.0
5.0
0.77
0.96
9.95
0.42
3.97
3.97
B7
B7
1 5.8
0.0
5.8
5.0
0.26
0.33
1.00
9.50
0.67
2.11
2.11
C1
C1
5.0
0.0
0.95
9.95
0.19
1.89
1.89
Contributes to
C2
C2
5.0
0.0
5.0
0.95
1.00
9.95
0.18
1.77
1.77
Pond C
C3
C3
5.0
0.0
5.0
0.95
1.00
9.95
0.56
5.57
5.57
C4
C4
5.7
0.0
5.7
0.25
0.31
9.55
0.51
1.52
1.52
D1
D1
12.2
0.0
12.2
0.87
1.00
7.12
0.48
3.42
3.42
Existing Pond
D2
D2
5.0
0.0
5.0
0.95
1.00
9.95
0.93
9.25
9.25
D3
D3
5.0
0.0
5.0
0.35
0.44
9.95
1.41
6.13
6.13
E1
E1
17.8
0.0
17.8
0.31
0.38
5.97
2.49
5.72
5.72
Offsite
F1
F1
22.0
0.0
22.0
0.27
0.34
5.33
3.70
6.62
6.62
Swale F
BC1
BC1
17.8
-
0.0
17.8
0.86
1.00
5.98
0.12
0.72
0.72
Boxelder Creek
BC2
BC2
5.0
0.0
5.0
0.88
1.00
9.95
0.15
1.49
1.49
BC3
BC3
5.0
0.0
5.0
0.57
0.71
9.95
0.53
3.74
3.74
PR-1
PR-1
5.0
0.0
5.0
0.57
0.71
9.95
0.53
3.74
3.74
Boxelder Creek
PR-2
PR-2
5.0
0.0
5.0
0.73
0.92
9.95
0.31
2.83
2.83
Boxelder Creek
PR-3
PR-3
5.0
0.0
5.0
0.75
0.94
9.95
0.09
0.88
0.88
Boxelder Creek
PR-4
PR-4
5.0
0.0
5.0
0.63
0.79
9.95
0.12
0.94
0.94
Boxelder Creek
PR-5
PR-5
11.3
0.0
11.3
0.55
0.69
7.35
1.49
7.56
7.56
Boxelder Creek
PR-6
PR-6
10.6
0.0
10.6
0.55
0.69
0.92
7.53
1.13
5.83
5.83
Boxelder Creek
FR-1
FR-1
5.0
0.0
5.0
0.73
9.95
0.46
4.20
4.20
Boxelder Creek
FR-2
FR-2
5.0
0.0
5.0
0.78
0.97
9.95
0.47
4.54
4.54
Boxelder Creek
FR-3
FR-3
5.0
0.0
5.0
0.73
0.91
9.95
0.47
4.24
4.24
Boxelder Creek
FR-4
FR-4
5.0
0.0
5.0
0.75
0.93
9.95
0.42
3.90
3.90
Boxelder Creek
2:10 PM
' Stantec 1/28/2005
1
I
i
1
1
1
I
I
I
I
i
Routing Flow Time 40
Runoff
Pipe
Direct Other Total
Design Point
Basins
t,
Length Type Slope Velocity Travel
Travel
t C C*Cf Intensity Area Runoff Runoff Runoff
Location
(min)
(ft) (a) M (ft/s) (min)
(min)
(min) (in/hr) (ac) (cfs) (cfs) (cfs)
Remarks
ROUTING
POND A
A2 A2
5.0
--
0.0
5.0
0.87
1.00
9.95
0.27
2.69
2.69
POND A Al-A3
5.0
30.0
PA
0.5
1.3
0.4
5.4
0.71
0.89
9.73
1.36
11.71
11.71
POND B
B2 B2
5.0
--
0.0
5.0
0.78
0.97
9.95
1.28
12.39
12.39
B1 B1, B2
5.0
300.0
PA
0.5
1.3
3.7
8.7
0.80
1.00
8.15
1.55
12.63
12.63
B5 B5
5.0
--
0.0
5.0
0.91
1.00
9.95
0.23
2.24
2.24
B6 B5, B6
5.0
160.0
PA
0.5
1.3
2.0
7.0
0.82
1.00
8.89
0.64
5.70
5.70
B4 B4
6.2
--
0.0
6.2
0.55
0.69
9.30
0.29
1.89
1.89
B3 B3, B4
6.2
20.0
PA
0.5
1.3
0.2
6.4
0.59
0.74
9.17
0.62
4.20
4.20
POND B B1-137
8.7
80.0
PA
0.5
1.3
1.0
9.7
0.66
0.83
7.80
3.48
22.48
22.48
-
0.0
POND A & B Al-A3, B1-B7
9.7
0.0
PA
0.5
1.3
0.0
9.7
0.66
0.83
7.80
4.84
31.28
31.28
POND C
C2 C2
5.0
--
0.0
5.0
0.95
1.00
9.95
0.18
1.77
1.77
C3 C2, C3
5.0
110.0
PA
0.5
1.3
1.4
6.4
0.95
1.00
9.19
0.74
6.78
6.78
POND C C1, C2, C3, C4
6.4
70.0
PA
0.5
1.3
0.9
7.2
0.70
0.88
8.77
1.44
11.06
11.06
EXISTING POND
D2 D2
5.0
0.0
5.0
0.87
1.00
9.95
0.48
4.78
4.78
D3 D2, D3
5.0
20.0
PA
0.4
1.2
0.3
5.3
0.92
1.00
9.79
1.41
13.80
13.80
D1 D1-D3
12.2
0.0
PA
0.8
1.7
0.0
12.2
0.81
1.00
7.12
1,70
12.10
12.10
FRONTAGE RD
PR-4 PR-4
5.0
--
0.0
5.0
0.63
0.79
9.95
0.12
0.94
0.94
FR-1 PR-4, FR-1
5.0
280.0
PA
0.6
1.4
3.3
8.3
0.71
0.89
8.34
0.58
4.31
4.31
FR-2 PR-4, FR-1, FR-2
8.3
45.0
PA
0.5
1.3
0.6
8.8
0.74
0.93
8.12
1.05
7.90
7.90
FR-4 FR-3, FR-4 1
i
5.0
45.0 1
PA 1
1.0 1
1.9 1
0.4 1
1
5.4 1
0.73
0.92
9.72
0.89
7.95
7.95
' Note:
a) Codes the channel type for velocity calculations.
' PA = Paved, PL = Pasture & Lawns, GW = Grassed Waterway
2:10 PM
' Stantec 1/28/2005
2
1 POUDRE RIVER REST AREA ri
1
1
1
1
1
1
1 APPENDIX C
1 STREET CAPACITY
L
1
1
1
1
1
1
Stantec
1
n
N O O 0
O O O p
m n
m N S O Q
O O
m o O N m
n O O Q
O m
Y S o S
Ci C C 0
CI m
m vpiSoo
N n
m v'iSoo
O O O p
O O N n
m n 0
O 6 p o
n
�f o00
O O O C
N
h � n N M r O
N
� Ol CI O �➢
r
O
n m r r N
poi N. o�c
a
r
—ONO.
e c
N1
m O m Q
m om oa6
m
'2rnmnm �
m Oi fV O mi
�Oi fV CI U;
K O O N p
LL n O O p
O O O p
Nf
K S O N D
LL O O p
N
LL N O O p
C G G C i
� �iSop
LL
O G G G
N
U
n
N S O S
O O O C
O O D FL
m 0 O O
N
N N m
lv T y
0
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' POUDRE RIVER REST AREA
1
1
t
r
1
1
1 Startelec
APPENDIX D
DETENTION POND DESIGN
fJ�'
' POUDRE RIVER REST AREA
1
1
1
1
1
1
J.J
APPENDIX D
DETENTION POND DESIGN
POND SIZING - FAA METHOD
Stanlec
I
1
1
1
1
1
1
1
Calculated Pond Allowable Release Rate
The agreed allowable flow from the onsite detention ponds is the site existing 2 year historical flow for
the 2 year and t00year detention volumes.
Existing Basin EX2 consists of the Boxelder Creek and the surrounding area that currently drains directly
to it. With the proposed conditions basin BC1 and EX3 demonstrates the area that will drain to the creek.
The proposed area draining to the creek has decreased slightly, with some of the proposed entrance road
to the Boxelder Creek. The Flow generated in this basin, traveling to the Boxelder Creek was thus
increased slightly due to the added road. This slight change in flow will be subtracted from the allowable
release rate from the detention pond.
Basin D3 consists of the existing welcome Center Parking lot. This basin is segntly larger than the
existing parking lot basin (Exl) due to the needed grading requirements. This area needs to be
maintained from an elevation standpoint to allow for the 100-year floodplam to maintain its current path
through the site. This slight increase in flow will be subtracted from the allowable release rate from the
detention pond.
Proposed basins Fl and El will travel offsite undetained. Basins Fl and El flow through grassy land and
then offsite. Water quality will be achieved due to the grassy waterway that the flows will pass over (see
calculations in appendix). These flows traveling offsite will also be subtratcted from the allowable release
rate from the detention ponds.
In conclusion, the total amount of water leaving the proposed Poudre Rest Area site will remain the same
as the existing 2-year and 100-year conditions.
from pan!
Release Rate
from pond
Release Rate
11 OFFSITE---Il F1,E1 0.33 0.33 1.93 8.00 Subtract from pontl
Allows! Release Rate
Allowed site release rate
Ex3
Ex3 10.42 0.30
3.30 15.17
BC7 -Ex2
BC1 - Ex2
(0.17) (0.73)
D1-Ex1
DI-Exl
(0.25) 0.35
G1, G2, F1
G1, G2, F1
(1,93) (8.00)
Difference
0.95 6.79
Pond A and C: Allowed Release Rate (Based on Percent area)
Pond BasinsTotal Area
Composite Percent Qi (cfs)
Name Contributing to (acre)
C. Area Release
B
0,73
C C1.44
0 70 22.93%
a 0.22
Difference 6,28
100.00°/ 0.95
' Pond FAA FOR As
E
1
1
1
1
FAA METHOD
Poudre Rest Area
Detention Pond Volume
POND A - 100year
Detention
Required
WOCV
Required
Total
Volume
0.249
0.026
0.275
BASIN AREA 1.36 Acres
RUNOFF COEFFICIENT'1.25 0.8875
RUNOFF COEFFICIENT 0.71
RETURN PERIOD 100 Year
ALLOW RELEASE RATE' 0.73 CFS
Basins - Al, A2, A3, A4
RAIN DURATION..;..
INF .ENSI7Y.
INFLOW
OUTFLOW
REO'D
J NTENSITY (INIHg)r'
VOL
VOL
STORAGE
DURATI
- AC -FT
_AC-FT�
0
0.00
0.00
0.00
0.000
5 9.95
5
9.95
0.08
0.01
0.078
10 7.72
10
7.72
0.13
0.01
0.119
20 5.6
15
6.66
0.17
0.02
0.152
30 4.52
20
6.60
0.19
0.02
0.167
40 3.74
25
5.06
0.21
0.03
0.187
50 3.23
30
4.52
0.23
0.03
0.197
60 2.86
35
4.13
0.24
0.04
0.207
80 2.38
40
3.74
0.25
0.04
0.210
100 2.06
45
3.49
0.26
0.05
0.217
120 1.84
50
3.23
0.27
0.05
0.220
150 1.19
55
3.05
0.28
0.06
0.225
160 1.05
60
2.86
0.29
0.06
0.227
65
2.74
0.30
0.07
0.233
70
2.62
0.31
0.07
0.236
75
2.50
0.31
0.08
0.238
80
2.38
0.32
0.08
0.238
85
2.30
0.33
0.09
0.242
90
2.22
0.33
0.09
0.244
95
2.14
0.34
0.10
0.244
100
2.06
0.35
0.10
0.244
110
1.95
0.36
0.11
0.248
115
1.90
0.37
0.12
0.249
120
1.84
0.37
0.12
0.248
125
1.73
0.36
0.13
0.236
130
1.62
0.35
0.13
0.222
135
1.52
0.34
0.14
0206
140
lAll
0.33
0.14
0.188
145
1.30
0.32
0.15
0.169
150
1.19
0.30
0.15
0.147
155
1.17
0.30
0.16
0.146
160
1.14
0.31
0.16
0.144
165
1.12
0.31
0.17
0.143
170
1.10
0.31
0.17
0.140
175
1.07
0.31
0.18
0.137
180
1.05
0.32
OAS
0.134
STANTEC
Pond FAA FOR.xis
I
1
1
1
1
1
1
FAA METHOD
Poudre Rest Area
Detention Pond Volume
POND A - 2year
Detention
Required
WOCV
Required
Total
Volume
0.036
0.026
0.062
BASIN AREA 1.36 Acres
RUNOFF COEFFICIENT'1.25 0.8875
RUNOFF COEFFICIENT 0.71
RETURN PERIOD 2 Year
ALLOW RELEASE RATE' 0.73 CFS
Basins = At, A2, A3, A4
RAIN DURATION
RAINFALL INTENSITY
INFLOW
OUTFLOW
REQ'D
INTENSITY (INIHR) ;
VOL
VOL
STORAGE
DURATION
min
inchlhr
r•_ci _
ncrn�
.,___dMTENSITY.
0
n
0.00
0.00
0.000
5 2.85
5
2.85
0.02
0.01
0.019
10 2.21
10
2.21
0.04
0.01
0.027
20 1.61
15
1.91
0.05
0.02
0.033
30 1.3
20
1.61
0.05
0.02
0.034
40 1.07
25
1.46
0.06
•0.07
0.03
0.036
50 0.92
30
1.30
0.03
0.035
60 0.82
35
1.19
0.07
0.04
0.034
80 0.66
40
1.07
0.07
0.04
0.031
100 0.56
45
1.00
0.08
0.05
0.029
120 0.49
50
0.92
0.08
0.05
0.026
150 0.43
55
0.87
0.08
0.06
0.024
180 0.39
60
0.82
0.08
0.06
0,022
65
0.78
0.08
0.07
0.019
70
0.74
0.09
0.07
0.016
75
0.70
0.09
0.08
0.012
80
0.66
0.09
0.08
0.007
85
0.64
0.09
0.09
0.004
90
0.61
0.09
0.09
0.001
95
0.59
0.09
0.09
0.000
100
0.56
0.09
0.09
0.000
110
0.53
0,10
0.10
0.000
115
0.51
0.10
0.10
0.000
120
0.49
0.10
0.10
0,000
125
0.48
0.10
0.10
0.000
130
0.47
0.10
0,10
0.000
135
0.46
0.10
0.10
0,000
140
0.45
0.11
0.11
0.000
145
0.44
0.11
0.11
0.000
150
0.43
0.11
0.11
0.000
155
0.42
0.11
0.11
0.000
160
0.42
0.11
0.11
0.000
165
0.41
0.11
0.11
0.000
170
0.40
0.11
0.11
0.000
175
0.40
0.12
0.12
0.000
180
0.39
0.12
0.12
0.000
STANTEC
Pond FAA FOR.As
[l
1
1
R
1
1
1
1
1
1
1
1
1
1
1
1
1
1
FAA METHOD
Poudre Rest Area
Detention Pond Volume
POND B - 100year
Detention
Required
WQCV
Required
Total
Volume
1) 759
0.075
0.834
BASIN AREA 3.48 Acres
RUNOFF COEFFICIENT•1.25 0.825
RUNOFF COEFFICIENT 0.66
RETURN PERIOD 100 Year
ALLOW RELEASE RATE' 0.73 CFS
Basins = B1, B2, B3, B4, B5
RAIN DURATION
RAINFALL INTENSITY
INFLOW
OUTFLOW
REQ'D
INTENSITY (IN/HR)
VOL
VOL
STORAGE
DURATION
min
inchlhr
AC�'5,�, ;:;AGG T:.
AC- -.
._
,•.1 "v,SrS -.`.:
..
ii
:: :�
0.00
0.00
0.000
5 9.95
5
9.95
0.20
0.01
0.193
10 7.72
10
7.72
0.31
0.01
0.298
20 5.6
15
6.66
0.40
0.02
0.383
30 4.52
20
5.60
0.45
0.02
0.426
40 3.74
25
5.06
0.50
0.03
0.479
50 3.23
30
4.52
0.54
0.03
0.510
60 2.86
35
4.13
0.58
0.04
0.541
80 2.38
40
3.74
0.60
0.04
0.556
100 2.D6
45
3.49
0.63
0.05
0.580
120 1.84
50
3.23
0.64
0.05
0.593
150 1.19
55
3.05
0.67
0.06
0.612
180 1.05
60
2.86
0.68
0.06
0.623
65
2.74
0.71
0.07
0.644
70
2.62
0.73
0.07
0.660
75
2.50
0.75
0.08
0.672
80
2.38
0.76
0.08
0.678
85
2.30
0.78
0.09
0.693
90
2.22
0.80
0.09
0.705
95
2.14
0.81
0.10
0.714
100
2.06
0.82
0.10
0.720
110
1.95
0.86
0A 1
0.744
115
1.90
0.87
0.12
0.752
120
1.84
0.88
0.12
0.759
125
1.73
0.86
0.13
0.736
130
1.62
0.84
0.13
0.710
135
1.52
0.82
0,14
0.679
140
1.41
0.79
0.14
0.643
145
1.30
0.75
0.15
0.604
150
1.19
0.71
0.15
0.560
155
1.17
0.72
0.16
0.564
160
1.14
0.73
0.16
0.567
155
1.12
0.74
0.17
0.570
170
1.10
0.74
0.17
0.571
175
1.07
0.75
0.18
0.572
180
1.05
0.75
0.18
0.571
STANTEC
Pond FAA FOR.As
I
I
1
1
1
1
1
FAA METHOD
Poudre Rest Area
Detention Pond Volume
POND B - 2year
Detention
Required
WQCV
Required I
Total
Volume
0.136
0.075
0.211
BASIN AREA 3.48 Acres
RUNOFF COEFFICIENT•1.25 0.825
RUNOFF COEFFICIENT 0.66
RETURN PERIOD 2 Year
ALLOW RELEASE RATE- 0 73 CFS
Basins = B1, B2, 83, B4, BS
RAIN DURATION
RAINFALL INTENSITY
INFLOW
OUTFLOW
REQ'D
INTENSITY (IN/HR)
VOL
VOL
STORAGE
DURATION
s
0
0.00
0.00
0.00
0.000
5 2.85
5
2.85
0.06
0.01
0.052
10 2.21
10
2.21
0.09
0.01
0.078
20 1.61
15
1.91
0.11
0.02
0.099
30 1.3
20
1.61
0.13
0.02
0.108
40 1.07
25
1.46
0.15
0.03
(.120
50 0.92
30
1.30
0.16
0.03
0.125
60 0.82
35
1.19
0.17
0.04
0.130
80 0.66
40
1.07
0.17
0.04
0.130
100 0.56
45
1.00
0.18
0.05
0.133
120 0.49
50
0.92
0.18
0.05
0.133
150 0.43
55
0.87
0.19
0.06
0.135
180 0.39
60
0.82
0.20
0.06
0.135
65
0.78
0.20
0.07
0.136
70
0.74
0.21
0.07
0.136
75
0.70
0.21
0.08
0.133
s0
0.66
0.21
0.08
0.129
85
0.64
0.22
0.09
0.129
90
0.61
0.22
0.09
0,128
95
0.59
0.22
0.10
0.125
100
0.56
0.22
0.10
0.122
110
0.53
0.23
0.11
0.119
115
0.51
0.23
0.12
0.116
120
0.49
0.23
0.12
0.113
125
0.48
0.24
0.13
0.113
130
0.47
0.24
0.13
0.112
135
0.46
0.25
0.14
0.111
140
0.45
0.25
0.14
0.109
145
0.44
0.25
0.15
0,107
150
0.43
0.26
0.15
0.105
155
0.42
0.26
0.16
0.104
160
0.42
0.27
0.16
0.104
165
0.41
0.27
0.17
0.102
170
0.40
0.27
0.17
0.101
175
0.40
0.28
0.18
0.099
180
0.39
0.28
0.18
0.097
STANTEC
Pond FAA FOR.xis
I
1
1
i
1
[l
I
I
1
1
FAA METHOD
Poudre Rest Area
Detention Pond Volume
POND C - 100year
Detention
Required
WQCV
Required
Total
Volume
0.350
0.042
0.392
BASIN AREA 1.44 Acres
RUNOFF COEFFICIENT'1.25 0.875
RUNOFF COEFFICIENT 0.7
RETURN PERIOD 100 Year
ALLOW RELEASE RATE' 0.22 CFS
Basins = C1, C2, C3, C4, CS
RAIN DURATION
RAINFALL INTENSITY
INFLOW
OUTFLOW
REQ'D
INTENSITY (INIHR)
VOL
VOL
STORAGE
DURATION :'I
min
_Anch(ttr
..
0.00
0.00
0.00
0.000
5 9.95
5
9.95
0.09
0.00
0.086
10 7.72
10
7.72
0.14
0.00
0.132
20 5.6
15
6.66
0.17
0.00
0.170
30 4.52
20
5.60
0.20
0.01
0.190
40 3.74
25
5.06
0.22
0.01
0.214
50 3.23
30
4.52
0.24
0.01
0.228
60 2.86
35
4.13
0.25
0.01
0,242
80 2.38
40
3.74
0.26
0.01
0.250
100 2.06
45
3.49
0.27
0.01
0.261
120 1.84
50
3.23
0.28
0.02
0.267
150 1.19
55
3.05
0.29
0.02
0.276
180 1.05
80
2.86
0.30
0.02
0.282
65
2.74
0.31
0.02
0.292
70
2.62
0.32
0.02
0.300
75
2.50
0.33
0.02
0.305
80
2.38
0.33
0.02
0.309
85
2.30
0.34
0.03
0.316
90
2.22
0.35
0.03
0.322
95
2.14
0.36
0.03
0.327
100
2.06
0.36
0.03
0.330
110
1.95
0.38
0.03
0.342
115
1.90
0.38
0.04
0,346
120
1.84
0.39
0,04
0.350
125
1.73
0.38
0.04
0.341
130
1.62
0.37
0.04
0.330
135
1.52
0.36
0.04
0.317
140
1.41
0.34
0.04
0.302
145
1.30
0.33
0.04
0.285
150
1.19
0.31
0.05
0.267
155
1.17
0.32
0.05
0.269
160
1.14
0.32
0.05
0.271
165
1.12
0.32
0.05
0.273
170
1.10
0.33
0.05
0.274
175
1.07
0.33
0.05
0.275
180
1.05
0.33
0.06
0.276
STANTEC
Pond FAA FOR.As
I
1
1
1
1
i
1
1
1
1
1
I
1
FAA METHOD
Poudre Rest Area
Detention Pond Volume
POND C - 2year
Detention
Required
WQCV
Required
Total
Volume
0.06,
0.042
0.106
BASIN AREA 1.44 Acres
RUNOFF COEFFICIENT'1.25 0.825
RUNOFF COEFFICIENT 0.66
RETURN PERIOD 2 Year
ALLOW RELEASE RATE' 0.22 CFS
Basins = C1, C2, C3, C4, C5
RAIN DURATION
RAINFALL INTENSITY
INFLOW
OUTFLOW
REQ'D
INTENSITY (tN/HR)
VOL
VOL
STORAGE
DURATION
m46.
mch Ihr
AC -FT
AC -FT ., ...�;
U n:
0 Oo
0.00
0.000
5 2.85
5
2.85
0.02
0.00
0.022
10 2.21
10
2.21
0.04
0.00
0.033
20 1.61
15
1.91
0.05
0.00
0.043
30 1.3
20
1.61
0.05
0.01
0.047
40 1.07
- 25
1.46
0.06
0.01 -
0,052
50 0.92
30
1.30
0.06
0.01
0.055
60 0.82
35
1.19
0.07
0.01
0.058
80 0.66
40
1.07
0.07
0.01
0,058
100 0.56
45
1.00
0.07
0.01
0.060
120 0.49
50
0.92
0.08
0.02
0.061
150 0.43
55
0.87
0.08
0.02
0.062
180 0.39
60
0.82
0.08
0.02
0.063
65
0.78
0.08
0.02
0.064
70
0.74
0.09
0.02
0.064
75
0.70
0.09
0.02
0.064
80
0.66
0.09
0.02
0.063
85
0.64
0.09
0.03
0.063
90
0.61
0.09
0.03
0.063
95
0.59
0.09
0.03
0.063
100
0.56
0.09
0.03
0.062
110
0.53
0.10
0.03
0,062
115
0.51
0.10
0.04
0.061
120
0.49
0.10
0.04
0.060
125
0.48
0.10
0.04
0.061
130
0.47
0.10
0.04
0.061
135
0.46
0.10
0.04
0.061
140
0.45
0.10
0.04
0.D61
145
0.44
0.11
0.04
0.061
150
0.43
0.11
0.05
0.061
155
0.42
0.11
0.05
0.061
160
0.42
0.11
0.05
0.061
165
0.41
0.11
0.05
0.061
170
0.40
0.11
0.05
0,061
175
0.40
0.11
0.05
0.061
180
0.39
0.12
0.06
0.061
STANTEC
Pond FAA FOR.xIs
I
1
L
1
11
1
1
1
1
1
1
1
1
1
1
Ll
FAA METHOD
Poudre Rest Area
Detention Pond Volume
Pond A and B - 100year
Detention
Required
WOCV Total
Required Volume
1.103
0.102 1.205
BASIN AREA 4.84 Acres
RUNOFF COEFFICIENT'1.25 0.825
RUNOFF COEFFICIENT 0.66
RETURN PERIOD 100 Year
ALLOW RELEASE RATE• 0.73 CFS
Basins = A, B, C AND D
0
0.00
0.00
0.00
0.000
5
9.95
5
9.95
0.28
0.01
0.271
10
7.72
10
7.72
0.43
0.01
0.418
20
5.6
15
6.66
0.55
0.02
0.539
30
4.52
20
5.60
0.62
0.02
0.601
40
3.74
25
5.06
0.70
• 0.03
0.676
50
3.23
30
4.52
0.75
0.03
0.722
60
2.86
35
4.13
0.80
0.04
0.766
80
2.38
40
3.74
0.83
0.04
0,789
100
2.06
45
3.49
0.87
0.05
0.824
120
1.84
50
3.23
0.90
0.05
0.845
150
1.19
55
3.05
0.93
0.06
0.873
160
1.05
60
2.86
0.95
0.06
0.891
65
2.74
0.99
0.07
0.922
70
2.62
1.02
0.07
0.946
75
2.50
1.04
0.08
0.964
80
2.38
1.06
0.08
0.975
85
2.30
1.08
0.09
0.998
90
2.22
1.11
0.09
1.017
95
2.14
1.13
0.10
1.031
100
2.06
1.14
0.10
1.041
110
1.95
1.19
0.11
1,078
115
1.90
1.21
0.12
1.092
120
1.84
1.22
0,12
1.103
125
1.73
1.20
0.13
1.074
130
1.62
1.17
0.13
1.039
135
1.52
1A3
0.14
0.997
140
1.41
1.09
0.14
0.950
145
1.30
1.04
0.15
0.897
150
1.19
0.99
0.15
0.838
155
1.17
1.00
0.16
0.846
160
1.14
1.01
0.16
0.852
165
1.12
1.02
0.17
0.858
170
1.10
1.03
0.17
0.862
175
1.07
1.04
0.18
0,864
180
1.05
1.05
0.18
0.866
STANTEC
Pond FAA FOR.xis
1
I
1
1
I
1
I
I
I
LJI
n
L
1
FAA METHOD
Poudre Rest Area Detention WQCV Total
Detention Pond Volume Required Required Volume
POND A and B - 2year 0.232 0.026 0.258
BASIN AREA 4.84 Acres
RUNOFF COEFFICIENT"1.25 0.825
RUNOFF COEFFICIENT 0.66
RETURN PERIOD 2 Year
ALLOW RELEASE RATE' 0.63 CFS
Basins = A, B, C AND D
RAIN DURATION
RAINFALL INTENSITY
INFLOW
OUTFLOW
REQ'D I
INTENSITY (IN/HR)
VOL
VOL
STORAGE
DURATION
min
inch/hr.;�;;a-.�r's�--,.
AGJA
r-
,JNTENSITY �j;
2
0 C0
0.00
0.00
0.000
5 2.86
5
2.85
0.08
0.00
0.075
10 2.21
10
2.21
0.12
0.01
0.114
20 1.61
15
1.91
0.16
0.01
0.146
30 1.3
20
1.61
0.18
0.02
0.161
40 1.07
25
1.46
0.20
0.02
0.180
50 0.92 ,
30
1.30
0.22
0.03
0.190
60 0.82
35
1.19
0.23
0.03
0.199
80 0.66
40
1.07
0.24
0.04
0.202
100 0.56
45
1.00
0.25
0.04
0.209
120 0.49
50
0.92
0.26
0.04
0.211
150 0.43
55
0.87
0.27
0.05
0.217
ISO 0.39
60
0.82
0.27
0.05
0.220
65
0.78
0.28
0.06
0.224
70
0.74
0.29
0.06
0.226
75
0.70
0.29
0.07
0.226
80
0.66
0.29
0.07
0.223
85
0.64
0.30
0.07
0.225
90
0.61
0.30
0.08
0.226
95
0.59
0.31
0.08
0.225
100
0.56
0.31
0.09
0,223
110
0.53
0.32
0.10
0.224
115
0.51
0.32
0.10
0.223
120
0.49
0.33
0.11
0.221
125
0.48
0.33
0.11
0.223
130
0.47
0.34
0.11
0.225
135
0.46
0.34
0.12
0.226
140
0.45
0.35
0.12
0.227
145
0.44
0.35
0.13
0.227
150
0.43
0.36
0.13
0.226
155
0.42
0.36
0.14
0.228
160
0.42
0.37
0.14
0.230
165
0.41
0.38
0.14
0.231
170
0.40
0.38
0.15
0.232
175
0.40
0.38
0.15
0.232
180
0.39
0.39
0.16
0.232
STANTEC
Pond FAA FOR.As
[1
1
FAA METHOD
1
Poudre Rest Area
Detention Pond Volume
Detention
Required
Offsite Flow Historic Quantity
0.381
1
BASIN AREA
10.42 Acres
RUNOFF COEFFICIENT'125
0.375
RUNOFF COEFFICIENT
0.3
'
RETURN PERIOD
2 Year
ALLOW RELEASE RATE'
0 CFS
i
1
RAIN DURATION
RAINFALL INTENSITY
INFLOW OUTFLOW
VOL VOL
REQ'D
STORAGE
INTENSITY (INIHR)
DURATION
min
inchlhr
AC -FT AC -FT
AC -FT
INTENSITY
0
0.00
0.00 0.00
0.000
5
2.85
1
5
2.85
0.08 0.00
0.077
10
221
10
2.21
0.12 0.00
0.120
20
1.61
15
1.91
0.16 0.00
0.155
30
1.3
20
1.61
0.17 0.00
0.175
40
1.07
'
25
1.46
0.20 0.00
0.197
50
0.92
30
1.30
0.21 0.00
0.212
60
0.82
1
35
40
1.19
1.07
0.23 0.00
0.23 0.00
0.225
0.232
80
100
0.66
0.56
45
1.00
0.24 0.00
0.243
120
0.49
50
0.92
0.25 0.00
0.250
150
0.43
1
55
0.87
0.26 0.00
0.260
180
0.39
60
0.82
0.27 0.00
0.267
65
0.78
0.28 0.00
0.275
70
0.74
0.28 0.00
0.281
1
75
0.70
0.28 0.00
0.285
80
0.66
0.29 0.00
0.287
1
85
90
0.64
0.61
0.29 0.00
0.30 0.00
0.293
0.298
95
0.59
0.30 0.00
0.302
100
0.56
0.30 0.00
0.304
1
110
0.53
0.31 0.00
0.313
115
0.51
0.32 0.00
0.317
120
0.49
0.32 0.00
0.319
125
0.48
0.33 0.00
0.326
'
130
0.47
0.33 0.00
0.332
135
0.46
0.34 0.00
0.337
1
140
145
0.45
0.44
0.34 0.00
0.35 0.00
0.342
0.346
150
0A3
0.35 0.00
0.350
155
0.42
0.36 0.00
0.366
1
160
0.42
0.36 0.00
0.362
165
0.41
0.37 0.00
0.367
170
0.40
0.37 0.00
0.372
1
175
0,40
0.38 0.00
0.377
1
STANTEC
Pond FAA FORxis
'
FAA METHOD
Poudre Rest Area
Detention Pond Volume
Detention
Required
OOsite Flow Historic Quantity
1.198
BASIN AREA
10.42 Acres
RUNOFF COEFFICIENT'1.25
0.375
RUNOFF COEFFICIENT
0.3
RETURN PERIOD
100 Year
ALLOW RELEASE RATE'
0 CFS
'
RAIN DURATION
RAINFALL INTENSITY
INFLOW OUTFLOW
VOL VOL
REQ'D
STORAGE
INTENSITY (INIHR)
DURATION
min
Inchlhr
AC -FT AC -FT
AC -FT
INTENSITY
0
0.00
0.00 0.00
0.000
5 9.95
'
5
9.95
0.27 0.00
0.270
10 7.72
10
7.72
0.42 0.00
0.419
20 5.6
15
6.66
0.54 0.00
0.542
30 4.52
20
5.60
0.61 0.00
0.608
40 3.74
'
25
5.06
0.69 0.00
0.687
50 3.23
30
4.52
0.74 0.00
0.736
60 2.86
35
40
4.13
3.74
0.78 0.00
0.81 0.00
0.784
0.812
60 2.38
100 2.06
45
3.49
0.85 0.00
0.851
120 1.84
50
3.23
0.88 0.00
0.876
150 1.19
'
55
3.05
0.91 0.00
0.909
180 1.05
80
2.86
0.93 0.00
0.931
65
2.74
0.97 0.00
0.967
70
2.62
1.00 0.00
0.995
'
75
2.50
1.02 0.00
1.018
80
2.38
1.03 0.00
1.033
85
90
2.30
2.22
1.06 0.00
1.08 0.00
1.067
1.084
95
2.14
1.10 0.00
1.103
100
2.06
1.12 0.00
1.118
'
110
1.95
1.16 0.00
1.164
115
1.90
1.18 0.00
1.183
120
1.84
1.20 0.00
1.198
125
1.73
1.17 0.00
1.175
'
130
1.62
1.15 0.00
1.145
135
1.52
1.11 0.00
1.110
'
140
145
1.41
1.30
1.07 0.00
1.02 0.00
1.069
1.022
150
1.19
0.97 0.00
0.969
155
1.17
0.98 0.00
0.981
160
1.14
0.99 0.00
0.993
165
1.12
1.00 0.00
1.003
170
1.10
1.01 0.00
1.012
'
175
1.07
1.02 0.00
1.019
'
STANTEC
Pond FAA FOR.As
I
1
I
1
FAA METHOD
Poudre Rest Area Detention
Detention Pond Volume Required
Offsite Flow Developed Quantity IF 0.152
BASIN AREA 3.9 Acres
RUNOFF COEFFICIENT'1.25 0A
RUNOFF COEFFICIENT 0.32
RETURN PERIOD 2 Year
ALLOW RELEASE RATE' 1 0 CFS
RAIN DURATION
RAINFALL INTENSITY
INFLOW
OUTFLOW
REQ'D
INTENSITY (INIHR)
VOL
VOL
STORAGE
DURATION
min
inchihr
AC -FT
AC -FT
AC -FT
INTENSITY
0
0.00
0.00
0.00
0.000
5 2.85
5
2.85
0.03
0.00
0.031
10 2.21
10
2.21
0.05
0.00
0.048
20 1.61
15
1.91
0.06
0.00
0.062
30 1.3
20
1.61
0.07
0.00
0.070
40 1.07
25
1.46
0.08
0.00
0.079
50 0.92
30
1.30
0.08
0.00
0.085
60 0.82
35
1.19
0.09
0.00
0.090
80 0.66
40
1.07
0.09
0.00
0.093
100 0.56
45
1.00
0.10
0.00
0.097
120 0.49
50
0.92
0.10
0.00
0.100
150 0.43
55
0.87
0.10
0.00
0.104
180 0.39
60
0.82
0.11
0.00
0.107
65
0.78
0.11
0.00
0.110
70
0.74
0.11
0.00
0.112
75
0.70
0.11
0.00
0.114
80
0.66
0.11
0.00
0.114
85
0.64
0.12
0.00
0.117
90
0.61
0.12
0.00
0.119
95
0.59
0.12
0.00
0.120
100
0.56
0.12
0.00
0.121
110
0.53
0.13
0.00
0.125
115
0.51
0.13
0.00
0.126
120
0.49
0.13
0.00
0.127
125
0.48
0.13
0.00
0.130
130
0.47
0.13
0.00
0.132
135
0.46
0.13
0.00
0.135
140
0.45
0.14
0.00
0.137
145
0.44
0.14
0.00
0.138
150
0.43
0.14
0.00
0.140
155
0.42
0.14
0.00
0.142
160
0.42
0.14
0.00
0.144
165
0.41
0.15
0.00
0.147
170
0.40
0.15
0.00
0.149
175
0.40
0.15
0.00
0.150
STANTEC
Pond FAA FOR.xls
I
I
1
1
1
1
11
FAA METHOD
Poudre Rest Area Detention
Detention Pond Volume Required
Offsite Flow Developed Quantity 0.478
BASIN AREA 3.9 Acres
RUNOFF COEFFICIENT'1.25 0.4
RUNOFF COEFFICIENT 0.32
RETURN PERIOD 100 Year
ALLOW RELEASE RATE' 1 0 CFS
RAIN DURATION
RAINFALL INTENSITY
INFLOW
OUTFLOW
REQ'D
INTENSITY-(IN1HR)
VOL
VOL
STORAGE
DURATION
min
inchlhr
AC -FT
AC -FT
AC -FT
INTENSITY
0
0.00
0.00
0.00
0.000
5 9.95
5
9.95
0.11
0.00
0.108
10 7.72
10
7.72
0.17
0.00
0.167
20 5.6
15
6.66
0.22
0.00
0.216
30 4.52
20
5.60
0.24
0.00
0.243
40 3.74
25
5.06
0.27
0.00
0.274
50 3.23
30
4.52
0.29
0.00
0.294
60 2.86
35
4.13
0.31
0.00
0.313
80 2.38
40
3.74
0.32
0.00
0.324
100 2.06
45
3.49
0.34
0.00
0.340
120 1.84
50
3.23
0.35
0.00
0.350
150 1.19
55
3.05
0.36
0.00
0.363
180 1.05
60
2.86
0.37
0.00
0.372
65
2.74
0.39
0.00
0.386
70
2.62
0.40
0.00
0.397
75
2.50
0.41
0.00
0.406
80
2.38
0.41
0.00
0.413
85
2.30
0.42
0.00
0.424
90
2.22
0.43
0.00
0.433
95
2.14
0.44
0.00
0.440
100
2.06
0.45
0.00
0.446
110
1.95
0.46
0.00
0.465
115
1.90
0.47
0.00
0.472
120
1.84
0.48
0.00
0.478
125
1.73
0.47
0.00
0.469
130
1.62
0.46
0.00
0.457
135
1.52
0.44
0.00
0.443
140
1.41
0.43
0.00
0.427
145
1.30
0.41
0.00
0.408
150
1.19
0.39
0.00
0.387
155
1.17
0.39
0.00
0.392
160
1.14
0.40
0.00
0.396
165
1.12
0.40
0.00
0.400
170
1.10
0.40
0.00
0.404
175
1.07
0.41
0.00
0.407
STANTEC
Pond FAA FOR.As
IPOUDRE RIVER REST AREA
1
1
1
1
1
1
1
1
1
1
1
i
1
1
i
1
1
APPENDIX D
DETENTION POND DESIGN
DETENTION POND RATING CURVES
0
1
1
1
1
1
1
Poudre River Rest Area
Detention Pond Volume Rating Curve
POND A
1 4895 16,298 0.374151
1.054 1.054 1
Spillway Elevation =
100-YEAR Volume Required=
0.249
acre-ft.
100-year WSEL =
2-YEAR Volume Required=
0.062
acre-ft.
2-year WSEL =
WQC Volume Required=
0.026
acre-ft.
WQCV WSEL =
Volume Available=
1.054
acre-ft.
f anfac
V = Id(A+B+�A—B)
where:
V = volume between contour interval
d = elevation - elevationn_1
A = area of elevationn_1 contour
B = area of elevations contour
6:55 PM
1/27/2005
1
1
1
i
1
1
1
1
1
1
Poudre River Rest Area
Detention Pond Volume Rating Curve
POND B
Elevation Area Area Storage Cumulative Storage
(ft.) (ft.2) (acre) (acre-ft.) (acre-ft.)
1.084 1.084
Spillway Elevation =
100-year WSEL =
2-year WSEL =
V = 3d(A+B+ AB1
where:
V = volume between contour interval
d = elevation, - elevation,.,
A = area of elevation,-, contour
B = area of elevation contour
100-YEAR Volume Required= 0.759 acre-ft.
2-YEAR Volume Required= 0.136 acre-ft.
Volume Available= 1.084 acre-ft.
clanfec
6:55 PM
1/27/2005
1
1
1
1
Poudre River Rest Area
Detention Pond Volume Rating Curve
POND C
4892 7864 0.180533 0.000 0.000
4895 13,516 0.310285 0.727 0.727
Spillway Elevation =
100-year WSEL = `
2-year WSEL = '
WQCV WSEL = '
V = Id�A+B+�A_B�
S. r '"
100-YEAR Volume Required=
0.350
acre-ft.
2-YEAR Volume Required=
0.064
acre-ft.
WQC Volume Required=
0.042
acre-ft.
Volume Available=
0.727
acre-ft.
where:
V = volume between contour interval
d = elevation - elevation,-,
A = area of elevation,-, contour
B = area of elevation contour
6 55 PM
1 /27/2005
IPOUDRE RIVER REST AREA
i
1
1
1
1
0
i
1
1
1
1
1
1
1
1
APPENDIX D
DETENTION POND DESIGN
WATER QUALITY CONTROL VOLUME
1
Designer:
Dawn Gladwell
Company:
Stantec
Date:
January 1, 2006
Project:
CDOT Rest Area
Location:
Pond A (Combined with pond A and B)
1. Basin Storage Volume
1, = 60.80
%
A) Tributary Area's Imperviousness Ratio (i = 101100)
i = 0.61
B) Contributing Watershed Area(Area)
Arm = 4.84
acres
C) Water Quality Capture Volume (WQCV)
WQCV = 0.24
watershed inches
(WQCV =1.0-(0.91'h-1.19-Pt0.78-I))
D)Design Volume: Vol =(WQCV/12)-Area-1.2
Vol = .0.116
ecro-feet
arocedure Form:
Extended Detention Basir
Designer.
Dawn Gladwell
Company:
Stantec
Date:
January 1, 2005
Project
CDOT Rest Area
Location:
Pond C
- Sedimentation
1. Basin Storage Volume
I, = 64.70
%
A) Tributary Area's Imperviousness Ratio (i = 1.1100)
i = 0.e5
B) Contributing Watershed Area (Area)
Area = 1.44
acres
C) Water Quality Capture Volume (WQCV)
WQCV = 0.25
watershed inches
(WQCV =1.0 . (0.91 ' 11- 1.19' 12 - 0.78' 1))
D) Design Volume: Vol = (WQCV / 12)' Area' 1.2
Vol = 0.006
acre-feet
Page 1 of 1
1
1
1
1
1
1
1
1
1
Sunw
CkAo
CA
A,
4 '0'dZ1
O.ij c = O.bS 4 / ��q'gGt/It)� 1,3
z
u,W. Fled _4892.@o LIZ
T,�. •Fled : 499+so I,il = dL (219�
Pwc; `
Q= 0,7ZA So... U.ZZ = a•6S ��t z` (64.4 1.49�
�d abs 6.31 =
ao:�d q_
�
6.34 =
N.W, He-3 < IM-44
r.w. Etw
Designed by:
Checked by:
B
POUDRE RIVER REST AREA 0
i • i • • MA
APPENDIX E
INLET SIZING
UDINLET
I
H
i
1
1
1
1
1
1
DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD
Poudre Rest Area
Design. Point Al
I Design Flow = Gutter Flow + Carryover Flow I N
I
�OVF OWND `Y I STREET I 'Y ❑VFLDW'Y
® e GUTTER FLOW PLUS CARRY-OVER FLOW— ® r GUTTER FLOW
INLET INLET
112 OF STREET
Design Flow: ONLY if already determined through other methods:
(local peak flow for V2 of street, plus flow bypassing upstream subcatchments): ':3 -- ° •:{ +` ":
' ii `y'ov ericored a valuo here, skip the rest of this sheet and prei to sheet Q•Alloar jW
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness -
NRCS Soil Type JA B, C, or D
Site: (Check One Box Onl Slope (ftlft) Length (ft)
Site is Urban Overland Flow =
Site Is Non -Urban.. Gutter Flow =
Rainfall Information: Intensity] (incl P+ / (Cz +T,) ^ C3
Design Storm Return Period, Tr =
Return Period One -Hour Precipitation, Pr =
Cr=
Cz=
Ca=
User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), Cs -
Bypass (Carry -Over( Flow from upstream Subcatchments, Q„ =1
years
inches
cfs
Analysis of Flow Time (Time of Concentration) for a Catchment:
Calculated Design Storm Runoff Coefficient, C =
Calculated 5-yr. Runoff Coefficient, C5 =
Overland Flow Velocity, Vo =
Gutter Flow Velocity, Vr; =
Overland Flow Time, t;. =
Gutter Flow Time, t,, =
Calculated Time of Concentration, T,, =
Time of Concentration by Regional Formula, T.
Recommended T,
Time of Concentration Selected by User, T, _
Design Rainfall Intensity, I =
Calculated Local Peak Flow, Q, =
Total Design Peak Flow, Q =
fps
fps
minutes
minutes
minutes
minutes
minutes
minutes
inch/hr
cfs
cfs
NIA
NIA
r NIA
NIA
N!A
N/A
N/A
NIA
N/A
WA
NIA.
NIA
4.18
' DPA1 I IOYr.xls, Q-Peak 1/28/2005, 6:58 AM
1
1
1
1
INLET IN A SUMP OR SAG LOCATION
Project = PGudre Rest Area
Inlet ID =. Design Point At
,r-- Lo (C)
H-Curb H-Vert - -
W
Deshler Inforreatil limpufli
Type of Inlet
Type = CDOT Type R Curb Opening
Local Depression(m addition to gutter depression'a' from'Q-AlloW)
a, ,.;,,=
3.00 inches
Number of Unit Inlets(Grate or Curb Opening)
No=
-1
Grate Information
Length of a Unit Grate
Li(G)=
NIA feel
Width of a Unit Grate
W. -
NIA Met
Ares Opening Ratio for a Grate (typical values D.15-0.90)
Am; =
N/A
Clogging Factor for a Single Grate (typical value 0 50)
C, (G) =
NfA
Grate Weir Coefficient (typical value 3,00)
C. (G) -
NIA
Greta Orifice Coefficient (typical value 0.67)
Co (G) =
NIA
Cure Opening Information
Length of a Unit Curb Opening
L. (C) _
5 W leet
Height of Verthcal Curb Opening in Inches
FI.n=S''
(i. 00 ircnes
Height of Curb Orlin Throat in Inches
Hill
5.90 inches
Angle of Throat (am USDCM Figure ST-5)
Theta="'
534 degrees
Side Width for Depression Pan (typically the gutter w dth of 2 feet)
W, =
2.00 h,nt
Clogging Factor for a Single Curb Opening(typical value 0.10)
C, (C)
150
Curb Opening Weir Coefficient (typical value 2.30-3 DO)
C. C1 =
2.?1
Curb Opening Orifice Coefficient (typical value 0.67)
C,. (C) =
067
Resulting Gutter Flow Depth for Grata Inlet Capacity in a Sumo
Clogging Coefficient for Multiple Unite
Ccef =
NIA
Clogging Factor for Multiple Units
Clog -
NI4
As a Weir
Flow Depth at Local Depression without Clogging (0 one grate, 4.18 cfs curb)
d,. -
NIA inches
Flow Depth at Local Depression with Clogging (0 cis grate, 4.18 aft curb)
�h-
:NIA inches
As an Orifice
Flow Depth at Local Depression without Clogging (0 eta grate, 4.18 cis curb)
_
MA inches
Flow Depth at Local Depression with Clogging (0 cis grate, 4. 18 cis curb)
...=
NIA ,cones
Resulting Gutter Flow Depth Outside of Local Depression
it,_;,,,, =
NIA inches
Resulting Gutter Flow Depth for Curb Opening Inlet Capacity in a Sumo
Clogging Coefficient for Multiple Units
C:
Clogging Factor for Multiple Units
=
0 V)
Curb as a Weir, Grate as an Critics
Flow Depth at Local Depression without Clogging (0 cis grate, 4,18 cis curb)
u„
49 inches
Flow Depth at Local Depression with Clogging (0 cis grate, 4.18 eft; curb)
d„„ =
5.4 inches
Curb as an Oriflce. Grate as an Orlflce
Flow Depth at Local Depression without Clogging (0 cfs grate, 4.18 cis curb)
6 riches
Flow Depth at Local Depression with Clogging (0 eb grate, 4.18 cfs curb)
�+ 4 inches
Resulting Gutter Flow Depth Outsldeof Local Depression
a-= -
2A inches
Resultant Street Conditions
Total Inlet Length
_ -
;.0 feet
Total Inlet Interception Capacity (Design Discharge from O-Peak)
�. =
42 cis
Resultant Gutter Flow Depth (based an sheet O-Allow geometry)
it =
2A inches
Resultant Street Flow Spread (based on sheet O-Allow geometry)
T =
1.5 feet
Rasultant Flow Depth at Maximum Allowable Spread
d".'-=
;..0.0 inches
> S' TIpt R
DPA7 t00Yr-As, Inlet In Sump
1128/2005, 6:58 AM
F1
E
I
DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD
Poudre Rest Area
Design Point A2
Design Flow = Gutter Flow + Carryover FlowSIDE
I f
OVERLAND
I � STREET I 1, FLOWNn �y
® e CUTTER FLOW PLUS CARRY-OVER FLOW e— ® — GUTTER FLOW
INLET INLET
' 112 OF STREET
1
1
i
Design Flow: ONLY if already determined through other methods:
(local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments):
' Ir yuu em€ered a value hare. skip the rust of tbis shut and proceed to sheet Q.Ailow) t•o ..
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = is
NRCS Soil Type JA, B, C, or D
Site: (Check One Box Only) Slope (ft/R) Length (ft)
Site is Urban Overland Flow
Site Is Non -Urban Gutter Flow -
Rainfall Information: Intensity I (inch/hr) = Ci' PI / ( CZ+Te) A C3
Design Storm Return Period, Tr =
Return Period One -Hour Precipitation, Pl =
Cl=
Cz =
G,=
User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C. _
Bypass (Carry -Over) Flow from upstream Subcatchments, Or, =
years
inches
cfs
Analysis of Flow Time (Time of Concentration) for a Catchment:
Calculated Design Storm Runoff Coefficient, C =
Calculated 5-yr. Runoff Coefficient, C5 =
Overland Flow Velocity, Vo =
Gutter Flow Velocity, Vs =
Overland Flow Time, to =
Gutter Flow Time, lc, =
Calculated Time of Concentration, T,: _
Time of Concentration by Regional Formula, T- =
Recommended T,- =
Time of Concentration Selected by User, T, =
Design Rainfall Intensity, I =
Calculated Local Peak Flow, Or =
Total Design Peak Flow, 0 =
fps
fps
minutes
minutes
minutes
minutes
minutes
minutes
inch/hr
cfs
cfs
N/A
N7
NIA
NIA
N/A
NIA
NIA
N/A
NiA
NIA
N/A
N/A
2.69
' DPA2 100Yr.xis, C-Peak 1/28/2005. 6:58 AM
1
1
1
1
INLET IN A SUMP OR SAG LOCATION
Project = Poudre Rest Area
Inlet ID = Design Point A2
hLo (C)�
H-Cum H-Vert
Lf
Desian In armadon (Input)
Type of Inlet
Type = COOT Type R Curb Opening
Local Depression (in addition to gutter depression'a' from'O-AIlcvV)
a,.- =
3.00 Tches
Number of Unit Inlets (Grate or Curb Opening)
No=
i
Grate Infohourben
Length of a Unit Grate
Is (G) _
NIA feet
Width ofa Unit Grant
W.-
NIA feet
Area Opening Ratio for a Grant (typical values 0.15-0.90)
AM.: _
N/A
Clogging Factor for a Single Grate(typical value 0.50)
C, 0)
NIA
Grant Weir Coefficient(typical value 3.00)
C, (G)
NIA
Grate Orifice Coefficient (typical value 0.67)
C, (G)
NIA
Curb Opening information
Length of a Unit Curb Opening
L, (C)
5 W feet
Height of Vertical Curb Opening in Inches
H_, _
6 M inches
Height of Cum Onfice Threat in Inches
Ha.. -
5.96 inches
Angle of Throat (see USDCM Figure ST-5)
Theta =
63 4 degrees
Side Width for Depression Pan(typicaily the gutter width of 2 feet)
W,-
2.00 feet -
Clogging Factor for a Single Cum Opening (typical value 0.10)
C, (C) =
0,50
Cum Opening Weir Coefficient (typical value 23(1-3.00)
C. (C) =
230
Curb Opening Orifice Coefficient (typical value 0.67)
C, (C) =
0.67
Resulting Gutter Flow Depth for Grote Inlet Capacity In a Sump
Clogging Coefficient or Multiple Units
Cost=
N!A
Clogging Factor for Multiple Units
Clog =
As a Weir
Flow Depth at Lobel Depression without Clogging (I) cfs grew, 2.S9 ant cum)
-
N/q inches
Flow Depth at Local Depression with Clogging (0 cis gale, 2.89 cis cum)
...
NIA inches
As an Orifice
Flow Depth at Local Depression without Clogging (0 efs grant, 269 efs cum)
WA ,,ones
Flow Depth at Local Depression with Clogging (0 ew grant, 2,69 cis cum)
MA inches
Resulting Gutter Flow Depth Outside of Local Depression
d,,,,,,-=
NA inches
Rasultlna Gutter Flow Depth for Cum Openina Inlet Capacity in a Sumo
Clogging Coefficient for Multiple Units
Coal -
1 00
Clogging Factor for Multiple Units
Cir,1
0,10
Curb as a Weir, Graft as an Orifice
Flow Depth at Local Depression without Clogging (0 cis grate, 2.69 ow curb)
d„ -
3.2 inches
Flow Depth at Local Depression with Clogging (0 efe grew, 2.69 efe cum)
g,,,
` 40 inches
Cum as an Oddca, Grate as an Orifice
Flow Depth at Local Depression without Clogging (0 cfs grate, 2.69 cis cum)
32 inches
Flow Depth at Local Depression wM Clogging (0 ew grate, 2.69 ore cum)
46 inches
Resulting Gutter Flow Depth Outside at Local Depression
d =
1A inches
Resultant Street Conditions
Towl Inlet Length
_
50 Net
Total Inlet Interception Capacity (Design Discharge from O-PeaR)
:,
2.7 cis
Resultant Gutter Flow Depth (based on sheet O-Allow geometry)
d =
1.9 Inches
Resulant Street Flow Spread (based on sheet O-Allow geometry)
T =
0.8 feet
Resul m Flow Depth 9 Maximum Allowable Spread
d,,r_=
0.8 inches
s y Tl?e R
DPA2 100Yr-cls, Inlet In Sump
V228I2005, 6:58 AM
I
1
1
DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD
Poudre Rest Area
Design Point B1
II II Design Flow = Gutter Flow + Carryover Flow
VERLAyO FLOW y I STREET OSIDE VERLAND
LOW
GUTTER FLOW PLUS CARRY -'MOVER FLOW e-- ® e—GUTTER FLOW
INLET INLET
t112 OF STREET
1
1
1
1
I
1
Design Flow: ONLY if already determined through other methcds.
(local peak flow for 12 of street, plus Flow bypassing upstream subcatchments): "0 �- ?,t39 cis
3` you entored a vstuo hero, skip the rest of tliis shot and proceed to sheet Q-Allow rea
Geographic Information: (Enter data in the blue cells).
Subcatchment Area - Acres
Percent Imperviousness - %
NRCS Soil Type = A, B, C, or D
Site: (Check One Box Only) Slope (fttft) Length (ft)
Site is Urban: Overland Flow =
Site Is Non -Urban: Gutter Flow =
Rainfall Information: Intensity I (inch/hr) = Cr' Pr / (Cz+T,) ^ C3
Design Storm Return Period, Tr =
Return Period One -Hour Precipitation, Pr =
Cr=
Cz =
C3=
User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry -Over) Flow from upstream Subcatchments, Q, =
years
inches
cfs
Analysis of Flow Time (Time of Concentration) for a Catchment:
Calculated Design Stove Runoff Coefficient, C =''
Calculated 5-yr. Runoff Coefficient, C5 =
Overland Flow Velocity, Vo =
Gutter Flow Velocity, Vo =:'
Overland Flow Time, to =
Gutter Flow Time, to =
Calculated Time of Concentration, T, =
Time of Concentration by Regional Formula, T. =
Recommended T. =
Time of Concentration Selected by User, T, =
Design Rainfall Intensity, I =
Calculated Local Peak Flow, Q, =
Total Design Peak Flow, Q =
fps
fps
minutes
minutes
minutes
minutes
minutes
minutes
inch/hr
cfs
cfs
NIA
: N/A
:' NIA
NIA
" N/A
N/A
NIA
N/A
NIA
NIA
N/A
N/A
2.69
' DPB1 100Yr.xls, Q-Peak 1/2712005, 6:44 PM
IINLET
IN A SUMP OR SAG LOCATION_______
Project =
Pondre Rest Area
Inlet ID =
Design Point 61
I
I
I
I
I
I
I
I
I
I
P
I
I
'i Lo (C) I
Design Information (input)
Type of Inlet
Type CDC-, T,, k G1,1 L, C . . ..... .
Local Depression (in addibon to guider depneaion'a'fimm'Q-Allow)
[.he.
Number of Unit Inlets (Grate or Curb Opening)
No=
Grade Information
Length of a Unit Grate
L, (G)
WA. feet
Width of a Unit Grate
W=
feet
Area Opening Ratio far a Gual (typical values 0. 1 5�0. 90)
Aw
WA
Clogging Factor for a Single Grew (typical value 0,50)
C, (G)
WA'
Grate Weir coefficient (typical value 3.00)
C�, (G) =777775W
Grate Orifice Coefficient (typical value 0,67)
C, (G) =WA
Curb Opening Information
Length of a Unit Curb Opening
4 (C) =
feet
Height of Varfical Curb Opening in Inch.
H. =
inches
Height of Curb Orifice Throat in Inches
inches
Angle of Throat (sea USDCM Figure ST-5)
Them =
tlill degrees
Side Width -far Depression Pan (typically the gutter width of 2 fee)
W, = 777717700:
fast
Clogging Factorfora Single Curb Opening (typical value 010)
C, (C) =
Curb Opening Weir Coefficient (typical value 2,30-3.00)
C. (C) -
Curb Opening Critics Coefficient (typical value 0,67)
(C) ttttx
Resulting Gutter Flow Depth for Grace Inlet Capacity in a Sum
Clogging Coefficient for Multiple Units
Cost -W
e
1A
Clogging Factor for Multiple Units
Clog: tt.
1 30A
As a Weir
Flow Depth at Local Depression without Clogging (0 cis grate, 2.69 cis curb)
dM
WA inches
Flow Depth at Local Depression with Clogging (0 cis grate 2.69 ofs curb)
d_
inches
As an Orifice
Flow Depth at Local Depression without Clogging (O ate grate, 269 a% curb)
d inches
Flow Depth at Local Depression with Clogging (0 cis grate 2.69 cis curb)
da :IjMmohss
Resulting Gutter Flow Depth Outside of Local Depression
d. inches
Resulting Gutter Flow Depth for Curb Opening Inlet Capacity in a Sum
Clogging Coefficient for Multiple Units
Cost
Clogging Factor for Multiple Units
-
C 10 g '0.5
Curb as a Weir. Grate as an Orifice
. .
........... .
Flow Depth at Local Depression without Clogging (0 cis grate, 2.69 cis curb)
d.
inches
Flow Depth at Local Depression with Clogging (0 cis grate, 269 cis curb)
d_
4 0 inches
Curb as an Ofiftcal, Grate as an Dimas
Flow Depth at Local Depression without Clogging (l) cis grate, 2.69 cis curb)
d"
inches
Flow Depth at Local Depression with Clogging (0 cis grate, 269 cis curb)
d,,
inches
Resulting Gutter Flow Depth Outside of Local Depression
cl,.
4A inches
Resultant Street Conditions
Total nlet Length
I
.6.0feet
Total n at Interception Capacity (Design Discharge from Q-Park)
27 ffs,
Resultant Gutter Flow Depth (based on sheet R-Allow, geometry)
d=
10 inches
Resultant Street Flow Spread (based on sheet Q-Allow geometry)
T =
0.8 feet
Resultant Flow Depth at Maximum Allowable Spread
d—,"
0.0 inches
-> 5' Tipe K
IDPBI I00Yr.xIs, Inlet In Sump 1/27/2005, 6:44 PM
I
DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD
Poudre Rest Area
Design Point B2
'
Design Flow = Gutter Flow + Carryover Flow
OVF ND I
OW
I T I IDVFL❑WNn
STREEE
'
®e—GUTTER FLOW
PLUS CARRY -'MOVER FLOW e— ® e—GUTTER FLOW
INLET
INLET
'
112 OF STREE'
I
1
1
1
1
L
Design Flow: ONLY if already determined through other methods:
(local peak flow for 12 of street, plus flow bypassing upstream subcatchments): "Q
' 3f `';Q;: imtetod a vawo 1 omr skip the, rest of this slne_'t :and procLod to S""ftC1!S Q.Allowl 160
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness
NRCS Soil Type A, B, C, or D
Site: (Check One Box Onl Slope (Wft) Length t)
Site is Urban Overland Flow -
Site Is Non -Urban Gutter Flow
Rainfall Information: Intensity I (inch/hr) = C1P1 / (Cz+T,) ^ C3
Design Storm Return Period, T, _
years
Return Period One -Hour Precipitation, P i =
inches
Ci=
C
C.=
-
User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry -Over) Flow from upstream Subcatchments, Qb =
cfs
Analysis of Flow Time (Time of Concentration) for a Catchment:
Calculated Design Storm Runoff Coefficient, C = N/A
Calculated 5-yr. Runoff Coefficient, C5 ='l N/A
Overland Flow Velocity, Vo = N/A
fps
Gutter Flow Velocity, VG = N/A
fps
Overland Flow Time, to = N/A
minutes
Gutter Flow Time to = NIA
minutes
Calculated Time of Concentration, T, = NIA
minutes
Time of Concentration by Regional Formula, T, = 1-.' N/A
minutes
Recommended T, = NlAminutes
Time of Concentration Selected by User, Tc _ NIA
minutes
Design Rainfall Intensity, I = NIA
inch/hr
Calculated Local Peak Flow, QP = NIA
cfs
Total Design Peak Flow Q ; 12.30
cfs
DPC3 100Yr.xls, Q-Peak 1/27/2005, 6:43 PM
IINLET IN A SUMP OR SAG LOCATION
Project = Poudre Rest Area
I Inlet ID = Design Point B2
I
I
I
I
I
I
I
I
I
I
I
� Lc ) --1
Design information input
Type of Inlet
Type
Local Depression (in addition to gutter depression's' firom Q-Allcv`)
Inches
Number of Unit Inlets (Grate or Curb Owing)
Nhi-..=it:€¢':
";<?
Grads, Inforesidlim
Length of a Unit Grins
feel
Width of a Unit Grate
W=
,,
mmmw
Area Opening Ratio for a Grate (typical wities 0.15-0.90)
A. =
Clogging Factor for a Single Grate (rypical value 0.50)
Cr (G) _
Grata Weir Coefficient (typical value 3.00)
Cr., (G) .
Grate Orifice Coefficient (typical value 0.67)
C. (a) =
MIN=
Curb Opening Information
Length of a Unit Curb Opening
L. (C) =
feel
Height of Vertical Curb Opening in Inches
inches
Height of Curb Orifice Throat in Inches
inch.,
Angle of Thrust (see USDCM Figure ST-5)
Theta
W 4 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)
W, •
2.W feet
Clogging Factor for a Single Curb Opening (typical value 0 10)
C, (C)
(1-60
Curb Opening Weir Coefficient (typical value 2.3G-3.00)
C„ (C)
Curb Opening Orifice Coefficient (typical value 0.67)
C� (C)
la.ff?
Resulting Gutter Flow Depth for Gerce Wet Capacity in a Sum
Clogging Coefficient for Multiple Units
Corat =
N/A
Clogging Factor for Multiple Units
Clog
N'A
As a Weir
Flow Depth at Local Depression without Clogging (0 cis grata. 1239 cis curb)
N-,-,,,,h.s
Flow Depth at Local Depression with Clogging (0 cis grate, 1239 cis curb)
N/F inches
As an Orifice
Flow Depth at Local Depression without Clogging (0 cis grew, 12.39 cis curb)
=
Ni4 inches
Flow Depth at Local Depression with Clogging (0 cis grate 12.39 cis curb)
=
N/A inches
Resulting Gutter Flow Depth Outside of Local Depression
d,
inches
Resulting Gutter Ft.. Depth for Curb Opening Inlet Capacity in a Sum
Clogging Coefficient for Multiple Units
Caen
175.
Clogging Factor for Multiple Units
0911
Curb ai, a Weir, Grate as an Orifice
Flow Depth at Local Depression without Clogging (0 cis grate, 12.39 efs curb)
6,5 inches
Flow Depth at Local Depression with Clogging (0 ds grate, 12 39 ors curb)
inches
Curb as an Orifice, Grate as an Orifice
Flow Depth at Local Depression without Clogging (0 cis grate, 12.39 cis curb)inches
Flow Depth at Local Depression with Clogging in cis grater 1239 ofs curb)
inches
Resulting Gutter Flow Depth Outside of Local Depression
Resultant Street Conditions
Total Inlet Length
L =
1 C' ToRl
Total Inlet Interception Capacity (Design Discharge from O-Peak)
Q
1-4 - ,
Resultant Gutter Flow Depth (based an sheet O-Allow geometry)
it
5.1 inches
Ru3"Street SP10ad(based on sheet O-Allow geometry)
T =
_ 13.0 feet
DFI0W
ResultantF.cPtho'..., mum Allowable Spread
d3,,, , -
0L0 inches
'A'arning 5: Goner flow depth Is gitor than the 3.12 inches allow;a; for the MINOR STORM !we shoot Q-AlIvAet
'Warning 6: Flow opft-,d Is qt.aftio ftnet the 12 hat allowad for the MINOR STORM (sect
T %hf �
JV--
IDPC3 1 OOYr.xIs, Inlet In Sump 1/27/2005, 6:43 PM
I
1
DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD
Poudre Rest Area
Design Point B3
Design Flow = Gutter Flow + Carryover Flow
OVERLAND STREET OVERLAND
FLOW FLOW
F OWND
Lp_=�-*—GUTTER FLOW PLUS CARRY-OVER FLOW �-- ® t—GUTTER FLOW
INLET INLET
' 112 OF STREET
t
1
1
Design Flow: ONLY if already determined through other methods:
(local peak flowfor 112 of street, plus flow bypassing upstream subcatchments):
' U you entered d Laiue here, skip fhe mst of tt3is Sheet and Proceed to shes't Q-Allow)
Geographic Information: (Enter data in the blue cells):
Subcatchment Area Acres
Percent Imperviousness -
NRCS Soil Type ,._... A, B, C, or D
Site: (Check One Box Only) lope fUft Length ft
Site is Urban: Overland Flow
Site Is Non -Urban Gutter Flow =
Rainfall Information: Intensity I (inch/hr) = C, ' P i / ( C2 +T� " C3
Design Storm Return Period, Tr =
Return Period One -Hour Precipitation, P, =
Ci=
C2=
Cy=
User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), CS =
Bypass (Carry -Over) Flow from upstream Subcatchments, Qe =1
years
inches
cfs
"'
;
='
Analysis of Flow Time (Time of Concentration) for a Catchment:
Calculated Design Storm Runoff Coefficient, C =
Calculated 5-yr. Runoff Coefficient, C5 -
Overland Flow Velocity, Vo =
Gutter Flow Velocity, Vo
Overland Flow Time, to =
Gutter Flow Time, to =
Calculated Time of Concentration, Tc _
Time of Concentration by Regional Formula, Tc -ol
Recommended T,#i{R
Time of Concentration Selected by User, T. =
Design Rainfall Intensity I =
Calculated Local Peak Flow, QP =
Total Design Peak Flow, Q =
fps
fps
minutes
minutes
minutes
minutes
minutes
minutes
inch/hr
cfs
cfs
" NIA
N/A
N/A
N/A
':" N!A
N/A
N/A
N/A
N/A
N!A
2.53
tDPB3 100Yr.xls, Q-Peak 1/2712005, 6:49 PM
' I INLET IN A SUMP OR SAG LOCATION
1 Project = Poudre Rest Area.
Inlet ID = Design Paint B3
1
i
1
1
1
1
1
1
1
1
1
1
1
1
i
1
.r -La (C) —r
Design Information llnout)
Type of Inlet
Type ='
00 I Type R Curb Opening
Local Depression (in addition to gutter depres ion'a'fmm'O-Alloaq
a,,.-, -
3Do
Number of Unit Inlets (Gate or Curb Opening)
No =
t
Grata Information
Length of a Unit Grate
L. (0)
I. NIA feet
Width of a Unit Grate
W.=
"NIA leei
Area Opening Raba for a Gale (typical values 0.15-0.90)
A_ _
NIA
Clogging Factor far a Single Grate (typical value 0.50)
C, (G) =
;. NIA
Grata Weir Coelflcient (typical value 3.00)
Ce (G)
wt«.+orr.y��.�.�
Gab Office Coefficient (typical value 0.67)
C (G)
, _ _.,_.,1WRfl'.
MUM
Curb Opening Information
Length of a Unit Curb Opening
L. (C)
L 5 00 feet
Height of VeNcal Curb Opening in Inches
h1.n
....:.,..,.,..,,i
..Ak.,:k+..<*.. .., inches
Height of Curb 00fia Throat in Inches
M.
Inches
Angle of Throat (sea USDCM Figure ST-5)
That,
degrees
Side Width for Depression Pan (typically the gutter wldth of 2 feat)
We =
:�i`• N w;o\?
Clogging Factor fora Single Curb Opening (typical value 0.10)
Cr (C)=
Curb Opening Weir Coefficient (typical value 2.30-3.00)
C., (C)
Curb Opening Onfice Coefficient (typical value 0.67)
C. (C) _[
Rreaulfl no Gutter Flow Depth for G rate Inlet Capacity In. Sum
Clogging Coefficient for Multiple Units
Coef.
. tt
� fsN '
Clogging Factor for Multiple Units
Clog =•Nlli
As a Walr
Flow Depth at Local Depression without Clogging (0 eta gate, 2.53 cis curb)
d_ =
NIA inches
Flaw Depth at Local Depression with Clogging (0 cfs grate, 253 efs curb)
❑„„
N!A inches
As an Orifice
Flow Depth at Local Depression without Clogging (0 eta grate, 253 cis curb)
d,
WA'.. inches
Flow Depth at Local Depression with Clogging (0 cfs grate, 253 efs curb)
d..
Wit inches
ResuMnq Gutter Flow Depth Outside of local Depression
cII
' ytilk Inches
Resulting Getter Flow Depth for Curb Opening Inlet Capacity In.Sum
Clogging Coefficient for Multiple Units
Coef =
1 W'
Clogging Factor for Multiple Unit
Cloy =
_ 0.50
Curb as a Weir, Grab as an Orifice
Flow Depth at Local Depression without Clogging (D cfs gate, 2.53 cis curb)
Q„ =
3.1 inches
Flow Depth at Local Depression with Clogging (0 dis grate, 2,53 cis curb)
d_,
3 B inches
Curb as an Orifice, Grass as an Orifice
Flow Depth at Local Depression without Clogging (D cfs grab. 2.53 cfe curb)
to _
31 eches
Flow Depth at Local Depression with Clogging (0 ch grate. 2.53 oft curb)
d =
4.1 ncnes
Resulting Gutter Flow Depth Outside of Local Depression
d,.._-,. -
0.8 inches
Resultant Street Conditions
Total Inlet Length
-
Total Inlet Interception Capacity (Design Discharge from ¢Peak)
-
-5
Resultant Gutter Flow Depth (based on sheet Q-A/low geometry)
d=
D.3 inches
Resultant Street Flow Spread (based on sheet Q-Allow geometry)
T =
0.7 feet
Resultant Flow Depth at Maximum Allowable Spread
4r.,r.; °
0.0 inches
1 DP63 IOOYI As Inlcl In Swap 11272005, 6:49 PM
DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD
Poudre Rest Area
Design Pant 84
II I Design Flow = Gutter Flow+ Carry-over Flow
NO II II
yUVFLOW`V I STRllEET I `YDVFLOWNn y
® - —GUTTER FLOW PLUS CARRY-OVER FLOW 'YF ® t- GUTTER FLOW
INLET INLET
112 OF STREET
Design Flow: ONLY if already determined through other methods.
(local peak flow for 12 of street, plus flow bypassing upstream subcatchments):
3f you emoted a value here, !kip the rest o€ iNs shot and proceed to sheet Q-Ahorr too
Geographic Information: (Enter data in the blue cells):
Subcatchment Area - Acres
Percent Imperviousness -
NRCS Soil Type = ` JA, B. C, or D
Site: (Check One Box Only) Slope (f ift) Length (ft)
She is Urban Overland Flow
Site Is Non-UrbaGutter Flow n:
HEI
Rainfall Information: Intensity I (inch/hr) = Cl ' P i / (Cz + T,) A C
Design Storm Return Period, Tr -
Return Period One -Hour Precipitation, Pt =
C,=
Cs='
trig=
User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry -Over) Flow from upstream Subcatchments, Qi, =1
years
inches
cfs
Analysis of Flow Time (Time of Concentration) for a Catchment:
Calculated Design Storm Runoff Coefficient, C =
Calculated 5-yr. Runoff Coefficient, C5 =
Overland Flow Velocity, Vo =
Gutter Flow Velocity, VG =
Overland Flow Time, to =
Gutter Flow Time, to =
Calculated Time of Concentration, T, =
Time of Concentration by Regional Formula, T, =
Recommended T,=':
Time of Concentration Selected by User, Tc ='.'
Design Rainfall Intensity, I =
Calculated Local Peak Flow, Q, =
Total Design Peak Flow, Q =
fps
fps
minutes
minutes
minutes
minutes
minutes
minutes
inch/hr
cfs
cis
^ ` N/A
) N/A
!.' N/A
3' N/A
N/A
N/A
NIA
'" N/A
N/A
.NIA
N/A
S N/A
: 1.89
DPB4 100Yr.xls, Q-Peak
1/27/2005, 6:50 PM
INLET IN A SUMP OR SAG LOCATION
Project = Poudre Rest Area
Inlet ID = Desiqn Point B4
X Lo (C) I
Desion Information Ilnnut)
Type of War
Type = COOT Tyra R (:urb Opeeaq
Local Depresson (in addibon to gutter depresslon'a' fmm'O-Allow)
a, ,, -
, Winches
Number of Unit lnlsts(Grate or Curb Opening)
No=
I
Gras laftrmatlon
Length of a Unit Grate
4 (0) =
NfA feet
Width of a Unit Grate
W, =
N/A feet
Area Opening Ratio fora Gras (typical values 0.15-0.90)
A„„ =
N/A
clogging Factor for a Single Gras (typical value 0.50)
C, (G) -.
NIA
Gras Weir Coefficient (typical value 3.00)
C„ (G)=',:I'
NIA
Grate OdOce Coefficient (typical value 0,67)
Ce (G) _ �:,'
NIA
Curb Opening Information
Length of a Unit Curb Opening
L, (C) -
500 teat
Height of Vertical Curb Opening in Inches
H_
6. W aches
Height of Curb Orifice Throat In Inches
K,.,.. -
5.96 inches
Angle of Threat (see USDCM Figure ST-5)
Theta
63 a degrees
Side Width for Depression Pan (typically the flutter width of 2 feet)
W.
2.00 leer
Clogging Factor for a Single Curb Opening (typical value 0.10)
C, (C)
0S0
Curb Opening Weir Coefficient (typical value 2.303.00)
C. (C -
2.30
Curb Opening Orifice Coefficient (typical value 0.67)
C (1: =
U �:i7
Resulting Center Flow Depth to,Gras Inlet Capacity in a Sump
Clogging Coefficient for Multiple Units
Clogging Factor for Mutiple Units
_,-
r;,m
As a Weir
Flow Depth at Local Depression without Clogging (0 cis grate, 1,89 cis curb)
4.
AUA ,nches
Flow Depth at Local Depression with Clogging (0 cis grate, 1.89 cis curb)
_.
NIA aches
As an Orifice
Flow Depth at Lou] Depression wihout Clogging (0 cls grate, 1.89 cis curb)
N,A ,nches
Flaw Depth at Lout Depression with Clogging (0 cfs gran. 1,89 cw curb)
N/A inches
Resulting Gutter Flow Depth Outside of Local Depression
tl...... =
NIA inches
Resulting Gutter Flow Depth for Curb Dashing Inlet Capacity in a Sump
Clogging CDEf iclent for Multiple Units
Clogging Factor for Multiple Units
0:50
Curb as a Weir, Grate as an Orifice
Flow Depth at Local Depression without Clogging (0 efs grate, 1.89 era curb)
d_
25 inches
Flow Depth at Local Depression with Clogging (0 cis grew, 1.89 cis curb)
i„
_ 17 inches
Curb as an Orifice, Grate as an Orifice
Flow Depth at Local Depression without Clogging (0 cw grave, i.B9 cis curb)
,l _
"' 9 inches
Flow Depth at Local Depression with Clogging (0 cis grate, 1 89 cis curb)
. -
36 inches
Resulting Gutter Flow Depth Outside of Local Depression
d,_n,�, __
: 0.2 Inches
Resultant Street Cond ltions
Total Inlet Length
I.
'5:o. feet
Total Inlet Interception Capacity(Design Discharge from 0-Peak)
.._
-1.8 efts
Resultant Gutter Flow Depth (based on sheet O-Allow geometry)
it =
01 Inches
Resultant Street Flow Spread (based on sheet O-Allow geometry)
T =
0.1 feet
Resultant Flow Depth at Maximum Allowable Spread
d.,.er<n =
0.0 Inches
a S f Type ?,
DR64 100Y! sC:. hdet In Sump
1/2712DD5, 6:50 PM
I
I
DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD
' Poudre Rest Area
Design Point 1357
' 1 Design Flow = Gutter Flow + Carryover FlowSIDE I
�OVERLAND
I STREET I `YDVFLOW
ND
® e--GUTTER FLOW PLUS CARRY -`MOVER FLC. 1Ye— ® - — GUTTER FLOW
INLET INLET
' 112 OF STREE"
1
I
1
1
I
Design Flow: ONLY if already determined through other methods.
(local peak flow for 1 /2 of street, plus flow bypassing upstream subcatchments):
' I `y o%` ert;orcd a YafLe here, sk p Ire rest Orthis sheet and prUCLOd to 5heLA Q-Allo'w'
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness =
NRCS Soil Type JA. B. C. or D
Site: (Check One Box Only) Slope (tuft) Length Ifh
Site is Urban Overland Flow -
Site Is Non -Urban.... Gutter Flow =
Rainfall Information: Intensity I (inch/hr) = C,P, / (C3+ Tc) ^ C3
Design Storm Return Period, T, _
Return Period One -Hour Precipitation, P, _
C,
Cz=
C3 =
User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry -Over) Flow from upstream Subcatchments, Qb =1
years
inches
cis
,
-
Analysis of Flow Time (Time of Concentration) for a Catchment:
Calculated Design Storm Runoff Coefficient, C =
Calculated 5-yr. Runoff Coefficient, C5 =
Overland Flow Velocity, Vo =
Gutter Flow Velocity, Va =
Overland Flow Time, to =
Gutter Flow Time, tG, =
Calculated Time of Concentration, T._ =
Time of Concentration by Regional Formula, T =
Recommended T. =
Time of Concentration Selected by User, T, =
Design Rainfall Intensity, I =
Calculated Local Peak Flow, QP =
Total Design Peak Flow, Q =
fps
fps
minutes
minutes
minutes
minutes
minutes
minutes
inch/hr
cfs
cfs
NIA
N/A
;' NIA
` N/A
" NIA
NIA
NIA
NIA
N A
NIA
N/A
N/A
2.24
' Ci 100Yr.xls, Q-Peak 1/27/2005, 6:45 PM
' i INLET IN A SUMP OR SAG LOCATION I
1
I
1
1
Project = Poudre Rest Area
Inlet ID Design Point BS
f Lo (C) i
Deslon Information (Infant
Type of Inlet
Type =
COOT Type R Curb Opening
Local Depression (in addition to gutter depres aor'a' from'O-AIIaW)
a,,, _
3.00 inches
Number of Unil Inlets (Grate or Curb Opening)
No =.
1
Grate Information
Length of a Unit Grate
4 (0) =
NIA feel
Width of a Unit Grate
W,=
iWA feel
At" Opening Ratio for a Grate (typical values 0.15-0.90)
A,.,. _
NIA
Clogging Factor for a Single Grata (typical value 0.50)
C, (G) -
NIA
Grate Walt Coefficient (typical value 3.00)
C„ (G) -
'_N/A
Greta Orifice CcefOcient (typical vatoo 0S7)
C. (0) =
"WA
Curb Opening Information
Length of a Unit Curb Opening
L, (C) -
5.00 feet
Height of Vertical Curb Opening in Inches
H,,,, =
6.00 inches
Height of Cum Orllice Threat in Inches
H.,,, =
596 inches
Angle of Throat (see USDCM Figure ST-5)
Theta -
634 degrees
Side WIcA for Depression Pan (typically the gutter width of 2 feet)
W„-
200 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)
C, (C) -
a 50
Cum Opening Weir Coefficient (typical value 2,30.300)
C„(C=
2.30
Cum Opening Orifice Coefficient (typical value 0.67)
C, (C)
0 �37
Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sump
Clogging Coefficient for Mullins Units
Co,.r
''NIA
Clogging Factor for Mulrple Jrft
As a Weir
Flow Depth at Local Depression wMout Clogging (0 cis grate, 2.24 cis cum)
d-
NIA inches
Flow Depth at Local Depression with Clogging (0 phis grate, 2.24 phis curb)
d,,,,
Tana inches
As an Orifice
Flow Depth at Local Depression without Clogging (0 cis grate, 2.24 phis curb)
i
NA inches
Flow Doom at Local Depression am Clogging (0 cis grate, 2,24 cis cum)
NIA inches
Resulting Guider Flow Depth Outside of Local Depression
d, ,., _
': ICA inches
Resulting Gutter Flow Depth for Curb Opening Inlet Capacity in a Sumo
Clogging Coeficientfer Multiple Units
Cce,
1aC
Clogging Factor for Multiple Units
Clog =`.
050
Cum as a Weir, Grate as an Orifice
Flow Depth at Local Depression without Clogging (0 cps gate. 224 cis cum)
d„ _
2.6 inches
Flaw Depth at Local Depression with Clogging (0 cps gate, 2.24 cps cum)
d,,. -
` inches
Curb as an Orifice, Grate as an Orifice
Flow Depth at Local Depression without Clogging (0 cis gate, 2,24 efs cum)
d
3 01 inches
Flow Depth at Local Depression with Clogging (0 cps gate, 224 cis cum)
d.
40 inches
Resulting Gutter Flow Depth Outside of Local Depression
d,. -
0.5 inches
Resultant Street Conditions
Teal Inlet Length
Icet
Total Inlet Interception Capacity (Design Discharge from 0-Peak)
%rf•.
Resultant Gutter Flow Depth (based on sheet Q-Allow geometry)
d=
05 inches
Resultant Street Flow Spread (based on sheet O-Allow, geometry)
T =
OA feet
Resultant Flow Depth at Maximum Allowable Spread
dxrerm=
0.0 inches
' DPB51o0Vr.xls, Inlet In Sump 1/27/2005, 6:45 PM
I
'
DESIGN PEAK FLOW
FOR ONE-HALF OF STREET BY THE RATIONAL METHOD
'
Poudre Rest Area
Design Point 66
'
Design Flow = Gutter Flow + Carryover Flow
OVERLANDI
SIDEI OVERLAND
FLOW
I STREET � Y
<—GUTTER FLOW
PLUS CARRY -'MOVER FLOW e— ®E GUTTER FLOW
INLET
INLET
'
112 OF STREET
L
I
1
I
Design Flow: ONLY if already determined through other methods:
(local peak flow for 112 of street, plus flow bypassing upstream subcatchments): ' Q
" if you zraotod a vzilue here. skip the rest of this Sht ez and proceed to shoot Q.Ailo'.Y)
Geographic Information: (Enter data in the blue cells):
Subcatchment Area= Acres
Percent Imperviousness =
NRCS Soil Type 14, 13. C, r.. D
Site: (Check One Box Only) Slope (fvft) Length (ft)
Site is Urban: Overland Flow =
Site Is Non -Urban.: Gutter Flow =
Rainfall Information: Intensity[ (inch/hr) = C1Pr / (Cz +Tc) A C3
Design Storm Return Period, Tr =
Return Period One -Hour Precipitation, P, =
C,=
Cz=
C3=
User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry -Over) Flow from upstream Subcatchments, Qb =
years
inches
cis
Analysis of Flow Time (Time of Concentration) for a Catchment:
Calculated Design Storm Runoff Coefficient, C =
Calculated 5-yr. Runoff Coefficient, C5 ='
Overland Flow Velocity, Vo =
Gutter Flow Velocity, VG =';,`
Overland Flow Time, to ='"'
Gutter Flow Time, to =
Calculated Time of Concentration, T. =
Time of Concentration by Regional Formula, T, _
Recommended T, =
Time of Concentration Selected by User, T. _
Design Rainfall Intensity, I =
Calculated Local Peak Flow, or, _
Total Design Peak Flow, Q =
fps
fps
minutes
minutes
minutes
minutes
minutes
minutes
inch/hr
cfs
cfs
; N/A
N/A
; N/A
N/A
NIA
N/A
r- N/A
N/A
N/A
NIA
N/A
- N!A
3.97
' DPB6 IOOYr.xls, G-Peak 1127/2005, 6:46 PM
INLET IN A SUMP OR SAG LOCATION
Project = Poudre Rest Area
Inlet ID = - Design Point 86
� `G
Dezian Information finout)
Type of Inlet
Type -,:. T T ll R ur'v nlnp
Local Depression (In addition to gutter depression 'a' from'O-AIIoW)
a , -
e ui I
Number of Unit Inlets (Grate or Curb Opening)
No =
Grate Information
Length of a Unit Gmts
L, (G) _
N,- r"i
Width of a Unit Grate
W..=
NIA feet
Area Opening Ratio far a Greta (typical values 0.15-0.90)
A„n,. -
WA
Clogging Factor for a single Gone, (typical value 0.50)
C (G)
WA
Grate Weir Coefficient (typical value 3.00)
C„(G) =
NIA
Gmte Orifice Coefficient (typical value 0.67)
C. (G) =
Ni
Curb Opening Information
Length of a Unit Curb Opening
L, (q
00 feet
Height of Vertical Curb Opening in Inches
H„a-
nDO inches
Height ofCurb Orifice Thmat in Inches
HeAa
'(5 M inches
Angle of lincat (s a, USOCM Figure ST-5)
That%
''63.d degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)
W,
210 feet
-
Clogging Factor for a Single Curb Opening typical value
C(C)
O50
Curb Opening Weir Coefficient(typical value 2.303.00)
Cw(C)
Curb Opening Orifice Coefficient (typical value 0.67)
C, (C)
,.,;;.RF
Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sump
Clogging Coaffcient for Multiple Units
Coef
Clogging Factor for Multiple Units
Clog
As a Weir
Flow Depth at Local Depression without Clogging (0 cfs grate, 3.97 aft curb)
C...
tJYa inches
Flow Depth at Local Depression with Clogging (0 one gate, 3.97 cis curb)
oil...;'..:.....:..:..:jJ)7Z
inches
As an Orifice
Flow Depth at Local Depression without Clogging (0 cfs grate, 3.97 as curb)
da
IV)ti inches
Flow Depth at Local Depression with Clogging (0 this grate, 3 97 cfs curb)
tl '.'
:..++.+--�..r-.:-
_NIA Inches
Resulting Gutter Flow Depth Outside of Local Depression
d„g,M, „;; ,,,,,,, ,,,
,,,,19'7t Inches
Resulting Gutter Flow Depth for Curb Opening Inlet Capacity in a Sump
Clogging Coefficient for Multiple Units
Coef
,if 6.
Clogging Factor for Multiple Units
Clog-.:,,,i..........:..:4.50
Curb as a Weir, Grate as an Orifice
Flow Depth at Local Depression without Clogging (0 the grate, 3.97 cfs curb)
d..,
d 7 inches
Flow Depth at Local Depression with Clogging (0 cfs grate, 3.97 cis curb)
d„ ...::.::..:::...
....5.2 inches
Curb as an Orifice, Grate as an Orifice
Flow Depth at Local Depression without Clogging (0 cfs grate, 3.97 cis curb)
do
37 inches
Flow Depth at Local Depression with Clogging (0 cis grate, 3,97 cis curb)
tl
6f3 inches
Resulting Gutter Flow Depth Outside of Local Depression
d
2.2. inches
Resultant Street Conditions
Total Inlet Length
.........................
..........................
.............. %i:'
L
........
b0'. fee[
Total Inlet Interception Capacity (Design Discharge from 0-Peak)
O, 'F ._....40'.
cfs
Resultant Gutter Flow Depth (based an sheet 0-Allow geometry)
d
Inches
Resultant Street Flow Spread (based on sheet O-Allow geometry)
T
._.... 11t7 feet
Resultant Flow Depth at Maximum Allowable Spread
tl eaen -
p;p: inches
. 5' 11?& K
Di 100Yr.xls, Inlet In Sump
1/2712005, 6:46 PM
I
I
171
Ll
I
I
I
I
11
I
I
11
I
I
I
IDESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD
Poudre Rest Area
Design Point C2
Design Flow Gutter Flow + Carry-over Flow
II
OVERLAND SIDE OVERLAND
FLOW STREET I I FLOW
GUTTER FLOW PLUS CARRY -'MOVER FLOW r— ® .�4_GUTTER FLOW
INLET INLET
112 OF STREET
Design Flow: ONLY if already determined through other methods:
(local peak flow for 112 of street, plus flow bypassing upstream subcatchments): Q of*;
� Ir you entered a value hore, skip the rest of this sheat and procLed to sheizt QAflow) to
Geographic Information: (Enter data in the blue cells)
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type 1A, B, C, or D
Site: (Check One Box Only) Slope (ft/ft) Length (ft)
Site is Urban Overland Flaw -
Site is Non -Urban Gutter Flow
Rainfall Information: Intensity I (inchthr)= Cr' PI/(C2+Tc)^ C3
Design Storm Return Period, T, -
Return Period One -Hour Precipitation, Pi=
Cj=
C--
C
User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C
User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 -
Bypass (Carry -Over) Flow from upstream Subcatchments, Q,
year,,,
inches
cfs
Analysis of Flow Time (Time of Concentration) for a Catchment:
Calculated Design Storm Runoff Coefficient, C -7777W
Calculated 5-yr. Runoff Coefficient, C5 =
Overland Flow Velocity, Vo =
Gutter Flow Velocity, VG =
Overland Flow Time, to =
Gutter Flow Time, to
Calculated Time of Concentration, T. .
Time of Concentration by Regional Formula, T, =
Recommended T, =
Time of Concentration Selected by User, T, =
Design Rainfall Intensity, I =
Calculated Local Peak Flow, Q, =
Total Design Peak Flow, Q =
fps
fps
minutes
minutes
minutes
minutes
minutes
minutes
inch/hr
cfs
cfs
WA
. .... . . .. ..... .. ..... ....
....... N/A
NIA
N/A
N/A
1.77
IDPC2 100Yr.xIs, Q-Peak 1/28/2005, 7:44 AM
INLET IN A SUMP OR SAG LOCATION
Project = _ Poudre Rest Area -
Inlet ID = Design Point C2
4' Lo (C) I
Design Information finoutl
Type of Inlet
Type =
COOT Type R Curb Opening
Local Depression (in addition to gutter depression 'a' from'Q-Allow)
a,.,,=
3D0 inches
Number of Unit Inlets(Grate or Curb Opening)
No
i
Grata Information
Length of a Unit Grate
L. IGI
PUA feat
Width of a Unit Grate
W, -
NIA feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)
q„„ =
NIA
Clogging Factor for a Single Grate (typical value am)
C, G)
NIA
Grate Weir Coefficient (typical value 3.00)
C. (G) _
NIA
Grate Orifice Coefficient (typical value 0.67)
C. (G) _
NIA
Curb Opening Information
Length of a Unit Curb Opening
L, (C)
5 W 'eel
He of Verocal Curb Opening in Inches
H,,,, =
6 W inches
Height of Curb Orifice Throal in Inches
FL.,.
5.96 inches
Angle of Throat (see USDCM Figure ST-5)
Theta =
d93A degrees
Side Width for Depression Pan (typically ttie gutter width of 2 feet)
W,, _
2.00 feet -
Clogging Factor fora Single Curb Opening (typical velus 0AID)
C, (C) =:
0.50
Curb Opening Wait Coefficient (typical value 230-3.00)
Cw (C)
2,30
Cum Opening Orilme Coefficient (typical value O.fi7)
Cc (C) _
` 067
Resultin Gutter Flow Depth for Grate Inlet Capacity In a Sum
........................ .
Clogging Coefficient for Multiple Units
Coef=
Ni.1
Clogging Factor for Multiple Units
Clog =%M°:i.�'0...i•.,,4,.'A.*"$,
As a Weir
Flow Depth at Laval Depression without Clogging (0 crs grate, 1.77 the cum)
,.
-. ',NIA inches
Flow Depth at Local Depression with Clogging (0 cis grate, 1 77 cis cum)
_..
NIA inches
As an Orifice
Flow Depth at Local Depression without Clogging (0 cis grate, 1.77 cis cum)
_ -
tL4 inches
Flow Depth at Local Depression with Clogging (0 cis grate, 1.77 cis cum)
N/A inches
Resulting Gutter Flow Depth Outside of Local Depression
d....... =
NA inches
Resultimil Gutter Flow Depth for Curb Opening Inlet Capac[tV In a Sum
Clogging Coefficient for Multiple Units
Guul
1 00
Clogging Factor for Multiple Unlhs
Clog =
0.50
Cum as a Weir, Grate as an Orifice
Flow Depth at Local Depression without Clogging (0 efs grate, 1.77 oft curb)
d„
a inches
Flaw Depth at Local Depression with Clogging (0 cis grate, 1.77 cis cum)
C„
3 0 inches
Curb as an Critics, Grate as an Orifice
Flow Depth at Local Depression without Clogging (0 cis grate, 1.77 cis cum)
d
29 inches
Flow Depth at Local Depression with Clogging (0 cis grate, 1.77 cfe cum)
d
35 inches
Resulting Gutter Flow Depth Outslde of Loci Depression
d,.c„s
.............. . DA Inches
Resultant Street Conditions
Total Inlet Length
L =
6.0 tact
Total Inlet Interception Capacity(Destgn Discharge from O-Peak)
Q,-
1.8 cF
Resultant Gutter Flow Depth (based on sheet O-Allow geometry)
d=
c.. 0.0 inches
Resultant Street Flow Spread (based on sheet O-Aflow geometry)
T =
- 0.0 feet
Resultant Flow Depth at Maximum Allowable Spread
d"jig.,,,, _
'.' 0.0 inches
S' I ��t P,
DPC210DYr.xls, Inlet In Sump
1/2812005, 7:44 AM
I
1
DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD
Poudre Rest Area
Design Point C3
Design Flow = Gutter Flow + Carry-over Flow
OVERLAND STREET ySIDE OVERLAND® -e—GUTTER FLOW PLUS CARRY-OVER FLOW GUTTER FLOW
INLET INLET
' 1"-OF STREET
1
I
t
1
1
Design Flow: ONLY if already determined through other methods:
(local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): "Q =Ocfs
' I` )mv eractod a V3tuo hers'. Skip lit£ rLst Oi this SAf: _4 and proceed -c Shoel Q-Atow!
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness =
NRCS Soil Type = A, B, C, or D
Site: (Check One Box Only) Slope (fttft) Length (ft)
Site is Urban Overland Flow =
Site Is Non -Urban. Gutter Flow =
Rainfall Information: Intensity I (inch/hr) = C,' P, / ( C- +T� ^ C3
Design Storm Return Period, T,
Return Period One -Hour Precipitation, Pi =
CS=
Cz=
C3=
User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User -Defined Syr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry -Over) Flow from upstream Subcatchments, Qb =
inches
cfs
Analysis of Flow Time (Time of Concentration) for a Catchment:
Calculated Design Storm Runoff Coefficient, C =
Calculated Syr. Runoff Coefficient, CS =
Overland Flow Velocity, V, =
Gutter Flow Velocity, VG =
Overland Flow Time, to =
Gutter Flow Time, to =
Calculated Time of Concentration, Tc _
Time of Concentration by Regional Formula, T, =
Recommended T. =
Time of Concentration Selected by User, T, _
Design Rainfall Intensity, I ==
Calculated Local Peak Flow, Qi _
Total Design Peak Flow, Q =
fps
fps
minutes
minutes
minutes
minutes
minutes
minutes
inch/hr
cfs
cfs
NIA,
N/A
N/A
NIA
:" NIA
" NIA
' NIA
NIA
NIA
NIA
N/A
_. N/A
5.57
' DPC3 100Yr.xls, Q-Peak 1/27/2005, 6:40 PM
I
1
1
1
I
J
1
I
Design Information (input]
Type of Inlet
ry, ^DOT Type R Surc p r,ng
Local Depression (in addition to gutter depression's' from'O-Allot
a .,
3.00 mchs
Number of Unit Inlet, (Grata or Curb Opening)
No
2
Grate Information
Length of a Unit Grate
Lo (0)
NIA Not
Width of a Unit Grate
W, -
-- NiA feet
Area Opening Ratio fora Grate (typical values 0.15-0.90)
A„e,. _ "
N;A
Clogging Factor fora Single Grate (typi value 0.50)
C, (G) - "
N A
Greta Weir Coeficient(typical value 3.00)
C„ (G)=
'::: NA
Grate OtlMe Coefficient (typical value 0,67)
C (G) =
'HIA
Curb Opening Information
Length of a Unit Curb Opening
L, (C)
5.00 lest
Height oNeNcal Curb Opening in inches
Hw„
6.30 urchins
Height of Curb Orifice Throat In Inches
H.,.,, _
'. 5:96 ,,..has
Angle of Throat (see USDCM Figure ST-5)
Theta
51 degrees
Side Width for Depression Pan (typicaliy the gutter width of 2 feet)
Wp
': feet
Clogging Factor for a Single Curb Opening (typical value 0,10)
C,(C)
Curb Opening Weir Coefficient (typical value 2.30-3.00)
C. (C)
Curb Opening Office Coefficient (typical value 0,67)
rifi
C (C)
Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sumo
Clogging Coefficient for Multiple Units
Cost
NIA
Clogging Factor for Multiple Units
Clog-;i'j,<:o;..a;;;,,,NlA
As a Weir
Flow Depth at Local Depression without Clogging (0 cfs grate, 5,57 ate curb)
d„ =
WA'I inches
Flow Depth at Local Depression with Clogging (0 cfs grate, 5.57 cfs cum)
d„,
NIA inches
As an Orifice
Flow Depth at Local Depression without Clogging (0 cfs grate, 5.57 cfs curb)
de
Ni, inches
Flow Depth at Local Depression with Clogging (0 cfs grate, 5.57 the cum)
d
NIA inches
Resulting Gutter Flow Depth Outside of Local Depression
d p,. -
WA'. inches
Resuitino Gutter Flow Depth for Curb Opening Inlet Capacity in a Sump
Clogging Coefficient for Multiple Units
Coef
1 g5:
Clogging Factor for Multiple Units
Clop
Curb as a Weir, Grate as an Orifice
Flow Depth at Local Depression without Clogging (0 cfs grate, 5.57 cfs cum)
de 38 inches
Flow Depth at Local Depression wfh Clogging (0 cfs grate, 5.57 cfs curb)
d a=
14.6 inches
Curb as an OrMce, Graft as an Orli
...........................
Flow Depth at Local] Depression without Clogging (0 cfs gate, 5.57 cfs cum)
...........................
d„ =
inches
Flow Depth at Local Depression with Clogging (0 cls grate, 5,57 cfs curb)
d
$6'. inches
Resulting Gutter Flow Depth Outside of Local Depression
d.... ..
...95'. Inches
Resultant Street Conditions
Total Inlet Length
L --
::.>::S4A'. feet
Total Inlet Interception Capacity (Design Discharge from O-P.1)
C,
;...,; Ltil CIS
Resultant Gutter Flow Depth (based on sheet O-Allow geometry)
d =
7S' inches
Resultant Street Flow Spread (based on sheet O-Allow geometry)
T =
......*2'. feet
Resultant Flow Depth at Maximum Allowable Spread
d -
04 inches
a for Typr-
DPC3 100Vcxls, Inlet In Sump 127=05, 6:40 PM
I
1
DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD
Poudre Rest Area
Design Point D2.
II II Design Flow = Gutter Flow + Carryover Flow I I
y UVFLOWND y I SISTREET I `Y DVFLROWNn y
® e GUTTER FLOW PLUS CARRY -`OVER FLOW — ® e— GUTTER FLOW
INLET INLET
1 1/2 OF STREET
1
1
1
Design Flow: ONLY if already determined through other methods:
(local peak flow for I f2 of street, plus flow bypassing upstream subcatchments): "LJ -
' It you entered a Value bore. skip the rest of this shaLt and proceed to sheet Q-Alkrw) is.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area Acres
Percent Imperviousness `Z,
NRCS Soil Type _ A, B, C, or D
Site: (Check One Box Only) Slope (ftt t) Length ft
She is Urban � Overland Flow
Site Is Non -Urban Gutter Flow
Rainfall Information: Intensity I (inch/hr) = C, Pr / ( C2 +Tc ) A C3
Design Storm Return Period, Tr _
Return Period One -Hour Precipitation, Pr =
C =
C2=
Ca=
User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry -Over) Flow from upstream Subcatchments, Qb =1
years
inches
cis
-
Analysis of Flow Time (Time of Concentration) for a Catchment:
Calculated Design Storm Runoff Coefficient, C -
Calculated 5-yr. Runoff Coefficient, C5 =
Overland Flow Velocity, Vo =
Gutter Flow Velocity, VG =
Overland Flow Time to =
Gutter Flow Time, to =
Calculated Time of Concentration, Tc =
Time of Concentration by Regional Formula, T. _
Recommended T, -
Time of Concentration Selected by User, T, -
Design Rainfall Intensity, I =
Calculated Local Peak Flow, Q. =
Total Design Peak Flow, Q=
fps
fps
minutes
minutes
minutes
minutes
minutes
minutes
inch/hr
cfs
cfs
NIA
;'- N/A
N/A
N/A
N/A
N/A
NIA
N/A
NIA
NtA
NIA
N/A
9.25
DPD2 100Yr.xls, Q-Peak 1/28/2005, 6:59 AM
INLET IN A SUMP OR SAG LOCATION
Project Poudre Rest Area
Inlet ID Design Point D2
Lo
V�D'mirq
O..kin Information flintutl
Type of Inlet
Type
T,,,l 3...... i
Local Depression (in addition to gutter depression 'a' from 'Q.AJ[oW)
ay,a
3 DO inches
Number of Unit Inlets (Grate or Curb Owning)
No
2
Grater Informed..
Length of a Unit Grate
L, (G) i.,
, .. ��: - NIA feet
Width of. Unit Grate
W.
NiA fact
Area Opening Raticfora Grata (typical values 0.15-0.90)
A. Y
WA
Clogging Factor fora Single Grate (typical value 0.50)
C, (G)
WA
Grate Weir Coefficient (typical value 3.00)
C. (G) -
MA
Sees Orifice Coefficient (typical value 0.67)
C. (G) -
r,,A
Curb Opening Information
Length of a Unit Curb Opening
L. (C)
5 30 fact
Height of Vertical Curb Owning in Inches
H_
3 BG inches
Haight of Curb Office Thmat in Inches
Hw , -
16 ,ones
Angle of Throat (see USDCM Figure ST-5)
Theta -
S, 4 degrees
Side Width for Depression Pan (typically the gutter whom of 2 feet)
lk -
Or fact
Clogging Factor for a Single Curb Opening (typical value 0. 10)
C, (C)
O50
Curb Opening Weir Coefficient (typical value 2.30-3 00)
C. G ;
+0
Curb Opening Orifice Coefficient (typical value 0 67)
C, (C) -
0 97
Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sump
Clogging Coefficient for Multiple Units
ogging
Cod
NIA
Factor for Multiple Units
Clog
1hVA
As a Weir
Flow Depth at Local Depression without Clogging (0 cis grate, 9.25 cis curb)
dw =
NOA. inch.
Flow Depth at Local Depression with Clogging (0 efis grate, 9.25 efis curb)
d,
NO( inches
A. on Orifice
Flow Depth at Local Depression without Clogging (0 cis grate, 9.25 cis curb)
MIA inches
Flow Depth at Local Depression with Clogging (D cis grate 9.25 cis curb)
NA inches
Resulting Gutter Flow Depth Outside of Local Depression
cl,_
NIA inch.
Resultina Gutter Flow Depth for Curb Opening Inlet Capacity in a Sum
Clogging Coefficient for Multiple Units
1 Zb
Clogging Factor for Multiple Units
031
Curb as a Wolf, Grate as an Orifice
Flow Depth at Local Depression without Clogging (0 are grate 9,25 cis curb)
inches
Flow Depth at Local Depression with Clogging () ds grate, 9.25 cis curb)
inches
Curb as an Orifice, Grab as an Orifice
Flow Depth at Local Depression without Clogging (0 cis grate, 9.25 ofs curb)
inch.
Flow Depth at Local Depression with Clogging (0 cis grate. 925 c1s; curb)
inches
Resulting Gutter Flow Depth Outside of Local Depression
d
Inches
Resultant Street Conditions
Tow] Inlet Length
09 'ept
Total Inlet Interception Capacity (Design Discharge from C-Peak)
11 , J,
Resultant Gutter Flow Depth (based on sheet Q-Allow geometry)
d =
1.3inch,,'
Resultant Street Flow Spread (based on sheet O-Allow geometry)
T =
56 feet
Resultant Flow Depth at Maximum Allowable Spread
d_,., =
Ou Inches
Warning 5: Cover flow depth is greater than the p.-.2 m,rcs allowed to -the MINOR STORM :sear shot'Q-Aftcw'!
161 TIr K
DPD2 1 GOYr.xis, Inlet In Sump
112812005, 7:00 AM
i
I
1
1
1
DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD
Poudre Rest Area
Design Point D3
Design Flow = Gutter Flow + Carryover Flow
� OVERLAND RL`AND SIDESTREET I OVERLAND
® -9—GUTTER FLOW PLUS CARRY-OVER FLOW r ® . GUTTER FLOW
INLET INLET
I/2 OF STREET
Design Flow: ONLY if already determined through other methods:
(local peak flow for 112 of street, plus flow bypassing upstream subcatchments):
I' yet( eraorod a value nere. skip the rest of thm shE:e! and proceed W shoet 9-Atow I'D
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness =
NRCS Soil Type JA, B, C, or D
Site: (Check One Box Only) Slope (f /ft) Length (ft)
Site is Urban. Overland Flow -
Site Is Non -Urban Gutter Flow =
Rainfall Information: Intensity I (mch/hr) = C,P, / ( Cl + Tc) ^ C3
Design Storm Return Period, T, _
Return Period One -Hour Precipitation, P, =
C,=
G =
C =
User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C,, _
Bypass (Carry -Over) Flow from upstream Subcatchments, Qn =
years
inches
cfs
Analysis of Flow Time (Time of Concentration) for a Catchment:
Calculated Design Storm Runoff Coefficient, C ='''
Calculated 5-yr. Runoff Coefficient, C5 =
Overland Flow Velocity, Vo =
Gutter Flow Velocity, Vo ='
Overland Flow Time, to
Gutter Flow Time, t„ =
Calculated Time of Concentration, T, =
Time of Concentration by Regional Formula, T„ =
Recommended T. _
Time of Concentration Selected by User, T, =
Design Rainfall Intensity, I =
Calculated Local Peak Flow, Op =
Total Design Peak Flow, Q =
fps
fps
minutes
minutes
minutes
minutes
minutes
minutes
inchlhr
cfs
cfs
NIA
" N/A
I` N/R
NIA
N/A
N/A
N/A
N/A
NIA
NIA
N/A
- N/A
13.80
' OPD3 100Yr.xls, Q-Peak 1/282005, 7:00 AM
INLET IN A SUMP OR SAG LOCATION
Project = Poudre Rest Area
Inlet ID = Design Point 03
vriquiftift,;
vvrra;"t4
, , Lo (C) A
Design Information finputl
Type of Inlet
T,,,
D'- Tvr- R 1, 0,,,,
Local Depression (in auction to gutter depression'a' from Q-Allovy)
a,...,
o 10 inches
Number of Unit Inletat (Grata or Curb Opening)
No
Grata Information
Length of a Unit Grate
L. (G)
NIA feet
Width of a Unit Grate
W JuVA feet
Area Opening Ratio fora Grate (typical values 0,15-0.90)
Ana:
Clogging Factor for a Single Grew ttypical value 0.50)
C, (G)
Grate Weir Coefficient (typical value 3.00)
C. (G)
am
Grate Orifice Coefficient (typical value 0.67)
C. (G)
Curb Opening Infammation
Length of a Unit Curb Opening
(C)
&00 fast
Height of Vertical Curb Opening in Inches
400 inches
Height of Curb Orifice Throe in Inches
H.-
inches
Angle of Threat (see USDCM Figure ST-5)
Theta
1,� �%:;:85;4 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)
W, =
200feet
Clogging Factor fora Single Curb Opening (typical value 0.10)
Or (C) =
. . ...... ...
Curb Opening Weir CDOffident (typical value 2.3D-3 00)
Ca (C)
Curb Opening Orifice Coefficient (typical value 0 67)
C. (C)
Resulting Gutter Flow Depth for Grata Inlet Capacity in a Sump
Clogging Coefficient for Muffiffile Unfits
Coafx:
Clogging Factor for Multiple Units
Clog iffitIM-111N.1
As a Weir
Flow Depth at Local Depression without Clogging (0 cis grate, 13.8 cf. witi)
it.
inches
Flow Depth at Local Depression with Clogging (0 ds grate, 13.8 as curb)
d_ t ,ncheei
As an Orifice
Flow Depth at Local Depression without Clogging (0 cis grate, 13.8 cis curb)
d.
inches
Flow Depth at Local Depression Wth Clogging (0 cis grater 13.8 cis curb)
cl„
Inches
Resulting Gutter Flow Depth Outside of Local Depression
d..
inches
Resulting Gutter Flow Depth far Curb Opening Inlet Capacity In a Sump
Clogging Coefficient for Multiple Units
Coef -
Clogging Factor for Multiple Units
Clog
Curb as a Weir, Grate as an Orifice
Flow Depth at Local Depression without Clogging (0 cis grate, 13.8 cis curb)
d„,inches
Flow Depth at Local Depression with Clogging (0 cis grate. 13.8 cis curb)
inches
Curb as an Grilles, Grate as an Grilles
Flow Depth an: Local Depression without Clogging (0 cis grate, 13.8 cis curb)
cl,
inch"
Flow Depth at Local Depression with Clogging (0 ofs grate, 138 ofs curb)
d-
inches
Resulting Gutter Flow Depth Outside ofLocalDepression
d., . .. .
... . ... 94 Inches
Resultant Sheet C.nditions
Total Inlet Length
test
Total Inlet Interception Capacity (Design Discharge from O-Peak)
Q,=i�,�*,�"*.*��,,�,��,��,..�����t31a
cis
5 Resultant Gutter Flow Depth (based an sheet R-Allow geometry)
d =
IIA Inch..
, Resultant Street Flow Spread (based on sheet Q-Allow geometry)
T
:IU fact
Resultant Flow Depth at Maximum Allowable Spread
it.,... =
0.0, inches
Warning ii: Gutter flow depth is greater the,, his $ Inches allovaerl for the MA:QR STORM fS&O sheot'O.Allow)
Warning @I Finv spreod is grealef than the It feat yiftwoul for ItIe MAJOR STORM :cov ahoot 4Q.Alluw'!
10' Tjr �
DPD3 100Yr.xls, Inlet In Sump
112812005, 7:00 AM
I
1
1
1
1
1
DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD
Poudre Rest Area
Design Point FRA
Design Flow = Gutter Flow + Carry-over Flow
OVERLAND FW O� SIDE � STREET I 1OV OVERLAND
® < GUTTER FLOW PLUS CARRY-OVER FLOW �— ® �— GUTTER FLOW
INLET INLET
112 OF STREET
� tr_
Design Flow: ONLY if already determined through other methods.
(local peak flow for 12 of street, plus flow bypassing upstream subcatchments):
" If you en€eyed a value here. skip the rest of this sheet anti proceed 40 sheet Q-Allo'w) rb
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness - ` %
NRCS Soil Type = A, B. C, or D
Site: (Check One Box Only) Slope (ft/R) Length (it)
Site is Urban Overland Flow =
Site Is Non -Urban Gutter Flow =
Rainfall Information: Intensity I (inch/hr) = Ct ' Pt / ( C2 +T,) A C3
Design Storm Return Period, Tr =
Return Period One -Hour Precipitation, Pt =
Ct =
C2=
Ca=
User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 -
Bypass (Carry -Over) Flow from upstream Subcatchments, on =
years
inches
cis
`
Analysis of Flow Time (Time of Concentration) for a Catchment:
Calculated Design Storm Runoff Coefficient, C =
Calculated 5-yr. Runoff Coefficient, C5=......._
Overland Flow Velocity, V. =.:
Gutter Flow Velocity, VG =
Overland Flow Time, to =
Gutter Flow Time, to =
Calculated Time of Concentration, T, =
Time of Concentration by Regional Formula, T
Recommended T. =
Time of Concentration Selected by User, TC _
Design Rainfall Intensity, 1 =
Calculated Local Peak Flow, Qp =
Total Design Peak Flow, Q =
fps
fps
minutes
minutes
minutes
minutes
minutes
minutes
inch/hr
cfs
cfs
N/A
N/A
N/A
NIA
N/A
[ N/A
N/A
N/A
NIA
NIA
N/A
N7
4.31
' OPFR-1 100Yr.xls, Q-Peak 1/28/2005, 7:27 AM
'
INLET IN A SUMP OR SAG LOCATION
Project =
Pouore Rest Area
Inlet ID =
Deslpn Point FR-1
1
C
I
1
I
1
1
I
.(' Lo (C) 3
Design Information Ilnpun
Type of Inlet
Type =CDOT Type R Curb Opening
Local Depression(in addition to gutter deprission'a'fmm'O-AIIoW)
a,,,„=
3.00 inches
Number at Unit Inlets (Grate or Curb Opening)
No =
': 2
Grate Information
Length of a Unit Grate
to (G) _
'.. NIA Net
Width of a Unit Grate
W. _
NIA feet
Area Opening Rabo fore Grate (typical values 0.1541.90)
A,., =
NIA
Clogging Factor for a Single Gate (typical value 0.50)
C, (G) =
NIA
Grate Weir Coefficient(typical value 3.01
C„(G)=
NIA
Grate Orifice Coefficient(typical value 0,67)
C,(G)_
NIA
Curb Opening Information
Length of a Unit Curb Opening
Ia (C) =
Soo feet
Height of Vertical Curb Opening in Inches
H„„ _
6.00 inches
Height of Curb Orifice Throat in Inches
Hr„„ =
596 inches
Angle of Throat (see USDCM Figure ST-5)
Theta =
_ 534 degrees
Side Width for Depression Pan (typically Ilia gutter width of 2 feet)
W, _
200 feet
Clogging Factor fora Single Curb Opening (typical value 0.10)
C, (C) =
:0.50
Curb Opening Weir Coefficient (typical value 2.3100)
C. (C)
230
Curb Opening Orifice Coefficient (typical value 0.67)
C,IT) _
0.67
Resulting Gutter Flow Dagth for Grate Inlet Capacity in a Sump
Clogging Coefficient for Multiple Units
coal=;'
"N!A
Clogging Factor for Multiple Units
Clog=':f`-`
Ella
As a Weir
Flow Depth at Local Depression without Clogging (0 efs grate, 4.31 els curb)
d„
- NIA inches
Flow Depth at Local Depression with Clogging (0 this grata, 4.31 cfs curb)
d„„ -
- NIA inches
As an Orifice
Flow Depth at Local Depression without Clogging (0 cfs grate, 4.31 cfs curb)
<I_
fl/A inches
Flow Depth at Local Depression with Clogging (0 cfs grate, 4.31 cfs curb)
d,„
NIA Inches
Resulting Gutter Flow Depth Outside of Local Depression
d,,,,„, _
NA inches
Re.ulithria Gutter Flow Depth for Curb Opening Inlet C.ip..fty in a Su
Clogging Coefficient for Multiple Units
0-0„1
1 75
Clogging Factor for Multiple Units
: n.p _
0. 1
Curb as a Weir, Grata as an Orifice
Flow Depth at Local Depression without Clogging (0 cis grate, 4.31 crs curb)
d„,
3.2 inches
Flow Depth at Local Depression with Clogging (0 ors grata, 4,31 efts curb)
J—
3.8: inches
Curb as an Oriflce. Grate as an OrMce
Flow Depth at Local Depression without Clogging (0 crs grata, 4.31 cfs curb)
' inches
Flow Depth at Local Depression with Clogging (D one gate, 4.31 cis curb)
inches
Resulting Gutter Flow Depth Outside of Local Depression
d, =
03 inches
Resultant Street Conditions
Total Inlet Length
_
100 tr.et
Total Inlet Interception Capacity (Design Discharge from O-Peak)
G, _
".43 cfs
Resultant Gutter Flow Depth (based on sheet O-A/low, geometry)
it
;S0.3 inches
Resultant Street Flow Spread (based on sheet O-Allow, geometry)
T=
0.7 feet
Resultant Flow Depth at Maximum Allowable Spread
d,_,,,
O.O. Inches
101 1 )pt F
DPFR-1 100Yr.xls, Inlet In Sump
12W005, 7:24 AM
�I-
I
1
i
i
DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD
Poudre Rest Area
Design Point FR-2
Design Flow = Gutter Flow + Carryover Flow
�OVF OWND I STREET I J DVF OWND
T®�—GUTTER FLOW PLUS CARRY-OVER FLOW 'Yt— ® ♦<—GUTTER FLOW
INLET INLET
' !/c IF STREET
I
1
I
1
t
1
�T
Design Flow: ONLY if already determined through other methods:
(local peak flow for 112 of street, plus flow bypassing upstream subcatchments): 'Q
' It you o2rF OFOE1 a bal'Je hom. skip the rest Ot tIns Sheet and proceed to sheet Q-Alow. ISO
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
Percent Imperviousness = %
NRCS Soil Type - _.. A, B, C, or D
Site: (Check One Box Only) Slope (ft/ft) Length (ft)
Site is Urban Overland Flow =
Site Is Non -Urban: Gutter Flow =
Rainfall Information: Intensity I (inch/hp = C, ' P, / ( C:, + Tc) ^ C3
Design Storm Return Perod, Tr =
Return Period One -Hour Precipitation, P, _
C, _
CZ =
C3=
User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry -Over) Flow from upstream Subcatchments, Oe =
years
inches
cfs
'
Analysis of Flow Time (Time of Concentration) for a Catchment:
Calculated Design Stone Runoff Coefficient, C
Calculated 5-yr. Runoff Coefficient, CS =
Overland Flow Velocity, Vo =
Gutter Flow Velocity, VG =
Overland Flow Time, to =
Gutter Flow Time, tc =
Calculated Time of Concentration, T. =
Time of Concentration by Regional Formula, T, _
Recommended Tc =
Time of Concentration Selected by User, T. =
Design Rainfall Intensity I =
Calculated Local Peak Flow, Qp =
Total Design Peak Flow, O =
fps
fps
minutes
minutes
minutes
minutes
minutes
minutes
inch/hr
cfs
cfs
_. NIA
NIA
N/A
NIA
NIA
.N/A
'. N/A
' NIA
NIA
-"NIA
N/A
N/A
': 4.54
' DPFR-2 100Yr.xls, Q-Peak 1/28/2005, 7:10 AM
i
1
1
1
1
1
1
INLET IN A SUMP OR SAG LOCATION
Project = Poudfe Rest Area
Inlet ID = Design Point FR-2
,�—Lo (C)—,f
Design Information input)
Type of Intel
Type =
CCOT Type R Curb Opening
Local Depression (in addition to gutter depression'a' fmm'O-AVOW)
a,; ,, =
3.00 inches
Number of Unit Inlets (Grew or Curb Opening)
No
2
Grad Info... on
Length of a Unit Grate
4 (G) =
NIA feet
Width of a Unit Grew
W =
NIA feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)
X. -
N/A
Clogging Factor fora Single Greta (typical value 0,50)
C, (G) =
NIA
Grate Weir Coefficient(typical value 3.00)
C„(G)_
WA
Grate Orifice Coefficient (typical value 0.67)
C, (G) =
NIA
Curb Opening Information
Length of a Unit Curb Opening
4 (C) =
5 W feet
Height of Vertical Curb Opening in Inches
H,,,,=
6.CID inches
Height of Curb Onfice Throat in Inches
H,,,,._
5.96 inches
Angle of Threat (see USDCM Figure ST-5)
That. _
634 degrees
Side Width for Depression Pan (typicallythe guider width of 2 feet)
W, =
200 feet
Clogging Factor for a Single Curb Opening(typical value 0. 10)
C,(C)_
060
Curb Opening Weir Coefficient (typical value 2.30-3.00)
C„(C)=
2.30
Curb Opening Orifice Coefficient (typical value 0.67)
C„ (C) _
`: 0,67'
Resulting Gutter Flow Depth for Oral Inlet Capacity In a Sump
Clogging Coefficient for Multiple Units
Coot
NiA'.
Clogging Factor for Multiple Units
Clog
.'NIA
As a Weir
Flow Depth at Local Depression without Clogging (0 cf3 grate, 4.54 oh curb)
d„
MA. inches
Flow Depth at Local Depression with Clogging (0 cd grad, 4.54 oft curb)
d_
-h INhk inches
s an Orifice
Flow Depth at Local Depression without Clogging (0 eft grate, 4.54 cis curb)
d
NIA inches
Flow Depth at Local Depression with Clogging (0 cw grate, 4.54 cfs curb)
- WA inches
Resulting Gutter Flow Depth Outside of Local Depression
d,,;,,,, _
.NIA inches
Resulting Gutter Flow Depth for Curb Opening Inlet Capacity In a Sumo
Clogging Coefficient for Multiple Units
,, .
1:25
Clogging Factor for Multiple Units
:h,
0.31.
Curb as a Weir, Grate as an Orifice
Flow Depth at Local Depression without Clogging (0 cis grad, 4.54 cis curb)
I,.
33 mches
Flow Depth at Local Depression with Clogging (0 aft grad, 4.54 CIS curb)
.�_
39 inches
Curb as an Orifice, Greta as an Orifice
Flow Depth at Local Depression without Clogging (0 cis grad, 4.54 cis curb)
-
1.3.0 mches
Flaw Depth at Local Depression with Clogging (0 cis grate, 4.54 ds curb)
,
3 4 mches
Resulting Gutter Flow Depth Outside of Local Depression
d, =
0.9 inches
Resultant Street Conditions
Total Inlet Length
10.0. feel
Total Intel Interception Capacity (Design Discharge from C-Peak)_
45 cis
Resultant Gutter Flow Depth(based on sheet Q-Allow geometry)
.1=
0.9 inches
Resultant Sheet Flow Spread (based on sheet Q-Allow geometry)
T =
0.0 feet
Resultant Flow Depth at Maximum Allowable Spread
d ,,,, :.;. =
0.0 rhos
1p f 1 )�c V
DPFR-2 10OYr.zls, Inlet In Sump
1/25/2005, 7:24 AM
I
I
1
1
1
I
I
0
DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD
Poudre Rest Area
Design Point FR-3.
Design Flow = Gutter Flow + Carryover Flow
OVERLAND OWOVERLAND
ND I STREET I IFOW
®�—GUTTER FLOW PLUS CARRY-OVER FLOW `Yt— ® FLOW
FLOW
INLET INLET
V2 LJI STREET
Design Flow: ONLY if already determined through other methods:
(local peak flow for 12 of street, plus flow bypassing upstream subcatchments):
" 1€ you enletod a value here. skip the rest of this sheet and proceed to sheet Q-Allow tb
Geographic Information: (Enter data in the blue cells):
Subcatchment Area - Acres
Percent Imperviousness =
NRCS Soil Type JA, B, C, or D
Site. (Check One Box Only) Slope (ftHt) Length (ft)
Site is Urban: Overland Flow =
Site Is Non -Urban Gutter Flow =
Rainfall Information: Intensity I (inch/hr) = Cr " Pl / ( Cz + Tc ) " C3
Design Storm Return Period, Tr =
Return Period One -Hour Precipitation, P, _
C,=
Cz=
C3=
User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 -
Bypass (Carry -Over) Flow from upstream Subcatchments, Qy =1
years
inches
cis
`
Analysis of Flow Time (Time of Concentration) for a Catchment:
Calculated Design Storm Runoff Coefficient, C =
Calculated 5-yr. Runoff Coefficient, C5 =
Overland Flow Velocity, Vo =
Gutter Flow Velocity, Vc =
Overland Flow Time, to =
Gutter Flow Time, to =
Calculated Time of Concentration, T, =
Time of Concentration by Regional Formula, Tc =
Recommended T, =
Time of Concentration Selected by User, T, =
Design Rainfall Intensity, I =
Calculated Local Peak Flow, Qp =
Total Design Peak Flow, Q =
fps
fps
minutes
minutes
minutes
minutes
minutes
minutes
inch/hr
cfs
cis
' NIA
'.N/A
NtA
!!' N/A
NIA
`' N/A
N/A
N/A
WA
NIA
N/A
N/A
4.24
' DPFR-3 100Yr.x1s, Q-Peak 1/28/2005, 7:12AM
INLET IN A SUMP OR SAG LOCATION
ProjeeR a Poudte Rest Area
Inlet ID asDesign Point FR 3
Lo (C)— i
Design 10maraffon Input)
Type of Inlet
Type =
CDOITyc. R Curb Opemrg
Local Depression (in addition to gutter depreselon'a' fmm'O-AIII
a,,,,,, =
3.00 nchas
Number of Unit Inlet (Grate or Curb Opening)
No=
2
Grate Information
Length of a Unit Grate
Lo (G) _
NIA feel
Width of a Unit Grate
W-=
NIA teat
Area Opening Ratio for a Grate (typical values 0.15-0.g0)
qv,., =
NIA
Clogging Factor for a Single Grate (typical value 0.50)
C, (G) _
N/A
Grate Weir Coefficient (typical value 300)
C..(G)'
NIA
Grate Orifice Coefficient (typical value 0.67)
C, (C) -
N/A
Curb Opening Information
Length of a Unit Curb Opening
4 (C)
g M feet
Height of Vertical Curb Opening in Inches
H_ _
600 inches
Height of Curb Orifice Throat in Inches
Hn.,.,,_,
5:96 inches
Angle of Throat (see USDCM Figure ST-5)
Theta =
1,3 4 degrees
Side Widthfor Depression Pan (typically the gutter width of 2 feet)
W;-
200 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)
C, (C) _
050
Curb Opening Weir Coefficient (typical value 2.30-3.00)
C. (G) -
2.30
Curb Opening Orifice Coefficient(typicievalue 0. 67)
Co(C)_
0,67
Resulting Gutter Flow Depth for Grate Inlet Capacity in a Sumo
Clogging Coefficient for Multiple Units
Coef
_ VA
Clogging Factor for Multiple Units
Clay -
N/A'
As a Weir
Flow Depth at Local Depression without Clogging (0 cfs grate, 4.24 cfs curb)
1.
_ ,WA inches
Flaw Depth at Local Depression with Clogging (0 cfs grate, 4.24 cis curb)
41 inches
As an Orifice
Flow Depth at Local Depression without Clogging (0 ofs grate, 4.24 cis curb)
d
NIA'. inches
Flow Depth at Local Depression with Clogging (0 cis grate, 4.24 cfs curb)
do,
NYA inches
Resulting Gutter Flow Depth Outside of Local Depression
d„g,,,, =
NtiE'. Inches
Resultina Gutter Flow Calvin for Curb Opening Inlet Capacity In a Sumo
Clogging Coefficient for Multiple Units
Co=1
1 26
Clogging Factor for Multiple Units
Curb as a Weir, Grate as an Orifice
Flow Depth at Local Depression without Clogging (0 cfs grate, 4.24 cis curb)
.,
32:Inches
Flow Depth at Local Depression with Clogging (0 cis grate, 4.24 life curb)
..,
3 & inches
Curb as an Orifice, Grate as an Orifice
Flow Depth at Local Depression without Clogging (0 cfs grate, 4.24 cfs curb)
1
30 inches
Flow Depth at Local Depression with Clogging (0 ofs grate. 4.24 afs curb)
tl ,
� 4 inches
Resulting Gutter Flow Depth Outside of Local Depression
III, a
D;¢ inches
Resultant Street Conditions
Total Inlet Length
-_
10 iT feet
Total Inlet Interception Capacity (Design Discharge from O-Peak)
42 ofs
Resultant Gutter Flow Depth (based on sheet O-Allow geometry)
d=
0.3 inches
Resultant Street Flow Spread (based on sheet O-Allow geometry)
T =
0.6 feet
Resultant Flow Depth at Maslmum Allowable Spread
d..,.,rrno'
`0,0 inches
161-TIP` �
DPFR-3100Yr.%Is, Inlet In Sump
1/2812005, 7:24 AM.
I
I
1
1
�I
DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD
Poudre Rest Area
Design Point FR-4
Design Flow = Gutter Flow + Carry-over Flow
�OVFROLWNL__j D SIDE
STREET IOVFROW
® LAND
�—GUTTER FLOW PLUS CARRY-OVER FLOW *—GUTTER FLOW
INLET INLET
':12 OF STREET
Design Flow: ONLY if already determined through other methods'.
(local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments).
if you entered a vaiue here, skip the rest of tills sheet and proceed to sheet Q-Alf*w Ij0D
Geographic Information: (Enter data in the blue cells):
Subcatchment Area - Acres
Percent Imperviousness -
NRCS Soil Type JA, B, C, or D
Site: (Check One Box Only) Slope (ft/R) Length (ft)
Site is Urban Overland Flow -
Site Is Non -Urban Gutter Flow =
Rainfall Information: Intensity I (inch/hr) = C i - Pr / (C2 + T,) ^ C3
Design Storm Return Period, Tr =
Return Period One -Hour Precipitation, P, =
Cr=
CZ=
C3 =
User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User -Defined Syr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry -Over) Flow from upstream Subcatchments, Qb =
years
inches
cis
Analysis of Flow Time (Time of Concentration) for a Catchment:
Calculated Design Storm Runoff Coefficient, C =
Calculated Syr. Runoff Coefficient, C5 =
Overland Flow Velocity, V„ _
Gutter Flow Velocity, VG =
Overland Flow Time, to ="
Gutter Flow Time, t,,=
Calculated Time of Concentration, T. -
Time of Concentration by Regional Formula, T.. -
Recommended T„ _E
Time of Concentration Selected by User, T, =
Design Rainfall Intensity, I =
Calculated Local Peak Flow, Q,, _
Total Design Peak Flow, Q =
fps
fps
minutes
minutes
minutes
minutes
minutes
minutes
inchlhr
cf's
cfs
N/A,
N/A
N/A
NIA
NTA
N/A
N/A
N/A
' DPFR-4 100Yr.x1s, Q-Peak 1/28/2005, 7:13 AM
J
1
1
I
1
1
F
1
INLET IN A SUMP OR SAG LOCATION
Project = Poudre Rest Area
Inlet ID :. Design Point FR-4
.I' Lc (C)'i
Design Information (Input)
Type of Inlet
Type = CDGT Type R Curb Openingr.
Local Depression (in addition to gutter depression's' from'Q-AIIaw)
a,,,,, =
3 00 inches
Number of Unit Inlets (Greta or Curb Opening)
Ne =
Grate Information
Length of a Unit Chile
L, (G) _
N s, tees
Width of a Unit Grate
W, _
NIA feet
Area Opening Raba for a Grate (typical values 0.15.0.90)
A, . _
NIA
Clogging Factor for a Single Grate (typical value 0.50)
C' C)
N,A
Grate Weir Coefficient(typical value 3.00)
C. (G)=
N/A
Grate Orifice Coefficient (typical value 0.67)
C, (G) _
N/A
Curb Opening Information
Length of a Unit Curb Opening
(C) _
;'.' 5(06 feet
Height of Vertical Curb Opening in Inches
H,,,1=
6.00 inches
Height of Curb Orifice Throat in Inches
H,,,,, -
599 inches
Angle of Throat (see USDCM Figure ST-5)
Theta
63 e. degrees
Side Width for Depression Pan( typically the gutter width of feet)
We-
2:90 feet
Clogging Factor fora Single Curb Opening (typical value 0.10)
Ch (C) =
r; d0
Curb Opening Weir Coefficient bypical value 2.30-3.00)
C. (C)
2.16
Curb Opening Orifice Coefficient (typical value 0,67)
C, (C) ;!
0.67'
ResWtina Gutter Flow Depth for Grate Inlet Capacity in a Sumo
Clogging Coefficient for Multiple Units
Cost =?;
...MIA
Clogging Factor for Multiple Units
Clog =Id1R
As a Weir
Flow Depth at Local Depression without Clogging (0 cis grate, 3.9 cis curb)
d. =NNt
inches
Flow Depth at Local Depression with Clogging (0 cis grate, 3.9 cfs cum)
d„, =Ntrt
inches
As an Orifice
Flaw Depth at Local Depression without Clogging (0 cfs grate, 39 cis curb)
d
w0k inches
Flow Depth at Local Depression with Clogging (0 cis grate, 3.9 cis cum)
d
"inches
Resulting Gutter Flow Depth Outside of Local Depression
it
' 7HR Inches
Resulting Gutter Flow Depth for Curb D enin Inlet Capacity in a Sum
Clogging Coefficient for Multiple Units
Coal
Clogging Factor for Multiple Units
Clog
Curb as a Walt, Grate as an Orifice
Flow Depth at Local Depression without Clogging (0 cis grate, 3.9 cfs cum)
d„
3.01 inches
Flow Depth at Local Depression with Clogging (0 cfs grate, 3S as cum)
tl,
36: inches
Cum as an Orifice, Grate as an Orifice
Flow Depth at Local Depression without Clogging(0 cis grate, 3.9 cis curb)
d„=
29: inohes
Flow Depth at Local Depression with Clogging (0 Pis grate, 3.9 cis cum)
d..
a 2 inches
Resulting Gutter Flaw Depth Outside of Local Depression
0,,, -
0,6 inches
Resultant Street Conditions
Total Inlet Length
P-100. feet
Total Inlet Interception Capacity (Design Discharge from Q-Peak)
3 ei cis
Resultant Gutter Flow Depth (based on sheet Q-A//ow geometry)
d=
P. PI:I inches
Resultant Street Flow Spread (based an sheet Q-Allow geometry)
T =
0.5 fee[
Resultant Flow Depth at Maximum Allowable Spread
deeae<C.=-
0,0 inches
' DPFR4 100Vrarls, Inlet In Sump
1/28/2005, 7:24 AM
POUDRE RIVER REST AREA :Am
1
' APPENDIX F
' PIPE SIZING
UD SEWER
1
HEC-22 Calculations
Total Project Drainage Area (ac) _
Boxelder/Couper Slough Drainage Area (ac) _
Ratio of Boxelder/Cooper Slough Area to Project Area =
Therefore HEC-22 requires for the 100-year storm design:
Mainstream (event frequency = 2 yr wsel
Tributary event frequency = 100 yr wsel
Table 7-3
Frequencies fnr Cnincirl=nra rlrri ran e iuc en -- n,
Area Ratio
Frequencies for Concidental Occurrence
10 Year
Design
100 Year Design
Main stream
Tributary
Main stream
Tributary
10,000 to 1
1
10
2
100
10
1
100
2
1,000 to 1
2
10
10
100
10
2
100
10
100 to 1
5•
10
25
100
10
5
100
25
10 to 1
10
10
50
100
10
10
100
50
1 to 1
10
10
100
100
10 I
10
100
100
16
169599.3
10600
Boxelder 2-year wsel (ft) = 4891.5 Outfall
or 10000
I
11
STR►n - A -I
. r fig" R-5
• NeoUDS Results Summary
Page 1 of 3
I
t
NeoUDS Results Summary
Project Title: Poudre Rest Area
Project Description: SUM —
Output Created On: 1/28/2005 at 7:51:29 AM
Using NeoUDSewer Version 1.5.
Rainfall Intensity Formula Used.
Return Period of Flood is 0 Years.
Sub Basin Information
Time of Concentration
Manhole Basin
OverlandGutter Basin Rain I
Peak Flow
ID # Area * C
mutes Minutes (Minutes)nch/Hour
(I
CFS
1�
0.00
5.0
0.0
0.0
672.50
2.7
0.00
5.0
0.0
0.0
672.50
2.7
The shortest design rainfall duration is 5 minutes.
For rural areas, the catchment time of concentration is always => 10 minutes.
For urban areas, the catchment time of concentration is always => 5 minutes.
At the first design point, the time constant is <_ (10+Total Length/180) in minutes.
When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized.
When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes
the calculated values.
Summary of Manhole Hydraulics
Deng°
Manhole
Contributing
Rainfall
Rainfall
Peak
Ground
Water
ID #
Area * C
Duration
Intensity
Elevation
Elevation
Comments
(Minutes)
(Inch/Hour)
(CFS
(Feet)
(Feet)
Surface
1
❑�r—���❑
0
0.0
0.00
2.7
4891.00
4891.94
Water
Present
0�
5.0
672.50
2.7
4894.83
4891.93
' Summary of Sewer Hydraulics
' Note: The given depth to flow ratio is 0.9.
Manhole ID Number I Calculated IF Suggested
Existing
file://C:\Program%20Files\NeoUDSewer\Reports\3316060289.htm
1 /28/2005
' . NeoUDS Results Summary
Page 2 of 3
FI
Sewer
ID #
Upstream
Downstream
Sewer
Shape a
Diameter Rise Diameter Rise Diameter Rise
(Inches) (FT) (Inches) (FT)) nches) (FT))
Width
(FT)
L1
L2
L1
Round
13.0 18 18
N/A
Round and arch sewers are measured in inches.
' Box sewers are measured in feet.
Calculated diameter was determined by sewer hydraulic capacity.
Suggested diameter was rounded up to the nearest commercially available size
' All hydraulics where calculated using the existing parameters.
If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations.
d
Designg
Normal
Normal
Critical
Cntical
Full
Sewer
[Flow
Depth
Velocity
Depth
Velocity
Velocity
Froude
Comment
ID
CFS
net
(FPS)
(Feet)
PS(FPS)Number
2.7
6.5
0.68
3.5
0.63
3.8
1.5
0.85
' A Froude number = 0 indicated that a pressured flow occurs.
' Summary of Sewer Design Information
I
1
1
1
I
Invert Eleva
I Buried Dept
Sewer ID
Slope
%
Upstream
eet)
Downstream
(Feet)
Upstream
(Feet)
Downstream
(Feet)
Comment
0
0.50
4891.09
4891.03
2.24
1.53
Sewer Too Shallow
Summary of Hydraulic Grade Line
IInvert Elevation 11
Water Elevation
Sewer
Sewer
Length
Surcharged
Length
U stream
(Feet)
Downstream
Upstream
Downstream
Condition
ID #
(Feet)
(Feet)
(Feet)
0
12.3
0
4891.09
4891.03
4891.93
4891.94
Subcritical
Summary of Energy Grade Line
Upstream Manhole
Juncture Losses
Downstream
Manhole
FSewe]n
Energy
SewerBend
Lateral
Energy
Manhole Elevation
FrictionFBe7ndKLoss
Lateral K Loss
ManholeFElevation
file://C:\Program%20Files\NeoUDSewer\Reports\3316060289.htm 1 /28/2005
NeoUDS Results Summary
Page 3 of 3
' Bend loss = Bend K * Flowing full vhead in sewer.
Lateral loss = Outflow full vhead - Junction Loss K *Inflow full vhead.
' A friction loss of 0 means it was negligible or possible error due to jump.
Friction loss includes sewer invert drop at manhole.
Notice: Vhead denotes the velocity head of the full flow condition.
A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0.
Friction loss was estimated by backwater curve computations.
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Summary of Earth Excavation Volume for Cost Estimate
The user given trench side slope is 1.
Manhole
ID#
nRimElevvffation
Invert Elevation
(Feet)
Manhole Height
(Feet)
�1
4891.00
4891.03
-0.03
2�
4894.83
4891.09
3.74
Upstream Trench
Width
Downstream Trench
Width
On
At
Trench
Wall
Earth
Sewer ID
Ground
Invert
On Ground
At Invert
Length
Thickness
Volume
#
(Feet)
(Feet)
(Feet)
(Feet)
(Feet)
(Inches)
(Cubic
Yards)
0
7.6
3.9
3.9
3.9
12.3
2.50
Total earth volume for sewer trenches = 7.56 Cubic Yards. The earth volume was estimated to have a
bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less
than 48 inches or 2 feet for pipes larger than 48 inches.
If the bottom width is less than the minimum width, the minimum width was used.
The backfill depth under the sewer was assumed to be 1 foot.
The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1
file://C:\Program%20Files\NeoUDSewer\Reports\3316060289.htm
1/28/2005
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NeoUDS Results Summary
Project Title: Poudre Rest Area
Project Description: -A� Z
Output Created On: 1/28/2005 at 7:53:14 AM
Using NeoUDSewer Version 1.5.
Rainfall Intensity Formula Used.
Return Period of Flood is 0 Years.
Sub Basin Information
Manhole Basin
ID # Area * C
Time of Concentration
Peak Flow
Overland
Minutes
Gutter
mutes
Basin
routes
Rain I
(Inch/Hour)CFS
�1
0.00
5.0
0.0
0.0
1045.00
4.2
2�
0.00
5.0
0.0
0.0
1045.00
4.2
The shortest design rainfall duration is 5 minutes.
For rural areas, the catchment time of concentration is always => 10 minutes.
For urban areas, the catchment time of concentration is always => 5 minutes.
At the first design point, the time constant is <_ (IO+Total Length/180) in minutes.
When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized.
When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes
the calculated values.
Summary of Manhole Hydraulics
Design
Manhole
Contributing
Rainfall
Rainfa►1
Peak
Ground
Water
ID #
Area * C
Duration
Intensity
Flow
Elevation
Elevation
Comments
(Minutes)
(Inch/Hour)
CFS
(Feet)
(Feet)
ce
7Surfa
4891.00
4891.94
Water
Present
00
5.0
1045.00
4.2
4895.49
4891.99
' Summary of Sewer Hydraulics
' Note: The given depth to flow ratio is 0.9.
Manhole ID Number I Calculated IF Suggested Existing
file:HC:\Program%20Files\NeoUDSewer\Reports\3316060394.htm
1 /28/2005
' NeoUDS Results Summary Page 2 of 3
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Sewer
ID #
Upstream
Downstream
Sewer
Sha a
Diameter Rise Diameter Rise Diameter Rise
(Rise) (Rise) ( )
(Inches) (FT) (Inches) (FT) (Inches) (FT)
Width
FT
1000
Round
15.3 18 18
N/A
Round and arch sewers are measured in inches.
Box sewers are measured in feet.
Calculated diameter was determined by sewer hydraulic capacity.
Suggested diameter was rounded up to the nearest commercially available size
All hydraulics where calculated using the existing parameters.
If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations.
Normal
Normal
Critical
Critical
Full
Sewer
ID
199
Depth
Velocity
Depth
Velocity
Velocity
Froude
Number
Comment
(Feet
PS
eet
PS
pS
�1
4.2
6.5
0.88
3.9
0.79
4.4
2.4
0.8
A Froude number = 0 indicated that a pressured flow occurs.
Summary of Sewer Design Information
Invert Elevation
Buried Depth
Sewer ID
Slope
Upstream
(Feet
Downstream
Feet
Upstream
eet
Downstream
Feet
Comment
0
0.50
4891.09
4891.03
2.90
1.53
Sewer Too Shallox
Summary of Hydraulic Grade Line
Invert Elevation
F Water Elevation
Sewer
Sewer
Length
Surcharged
Length
U stream
p❑�
Downstream
Upstream
Downstream
Condition
ID #
(Feet)
(Feet)
(Feet)
(Feet)
11.3
0
4891.09j
4891.03
4891.99
4891.94
Subcritical
Summary of Energy Grade Line
Upstream Manhole
Juncture Losses
Downstream
Manhole
[Sewer]n
Sewer
Energy
BendFLatesra]l
FLat7eralManhole
Energy
Manhole
Elevation
FactionFBendKLoss
Elevation
' file://C:\Program%20Files\NeoUDSewer\Reports\3316060394.htm
1 /28/2005
iNeoUDS Results Summary
Page 3 of 3
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ID # 11 ID #
1 7F _'
4892.21
t l�
Bend loss = Bend K * Flowing full vhead in sewer.
Lateral loss = Outflow full vhead - Junction Loss K *Inflow full vhead.
A friction loss of 0 means it was negligible or possible error due to jump.
Friction loss includes sewer invert drop at manhole.
Notice: Vhead denotes the velocity head of the full flow condition.
A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0.
Friction loss was estimated by backwater curve computations.
Summary of Earth Excavation Volume for Cost Estimate
The user given trench side slope is 1.
Manhole
ID #
Rim(F Elevation
eet
Invert Elevation
Feet
Manhole Height
eet
�1
4891.00
4891.03
-0.03
0
4895.49
4891.09
4.40
ID #
[Koji
Upstream Trench
Width
Downstream Trench
Width
Sewer ID
On
At
On Ground
At Invert
Trench
Wall
Earth
Volume
#
Ground
Invert
(Feet)
(Feet)
Length
Thickness
(Cubic
(Feet)
(Feet)
(Feet)
(Inches)
Yards
0
8.9
3.9
3.9
3.9
11.3
2.50
Total earth volume for sewer trenches = 8.08 Cubic Yards. The earth volume was estimated to have a
bottom width equal to the diameter (or width) of the sewer plus two times either I foot for diameters less
than 48 inches or 2 feet for pipes larger than 48 inches.
If the bottom width is less than the minimum width, the minimum width was used.
The backfill depth under the sewer was assumed to be 1 foot.
The sewer wall thickness is equal to: (equivalent diameter in inches/12)+]
1
file://C:\Program%20Files\NeoUDSewer\Reports\3316060394.htm
1 /28/2005
3o" W
30" FES
' NeoUDS Results Summary Page 1 of 3
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NeoUDS Results Summary
Project Title: Poudre Rest Area
Project Description:
Output Created On: 1/28/2005 at 7:57:58 AM
Using NeoUDSewer Version 1.5.
Rainfall Intensity Formula Used.
Return Period of Flood is 0 Years.
Sub Basin Information
Manhole Basin
ID # Area * C
Time of Concentration
Peak Flow
CFS
Overland
mutes
Gutter
Miuutes
Basin
Minutes
Rain I
Inch/Hour
�1
0.00
5.0
0.0
0.0
15640.00
62.6
2�
0.00
5.0
0.0
0.0
15640.00
62.6
The shortest design rainfall duration is 5 minutes.
For rural areas, the catchment time of concentration is always => 10 minutes.
For urban areas, the catchment time of concentration is always => 5 minutes.
At the first design point, the time constant is <_ (10+Total Length/l 80) in minutes.
When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized.
When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes
the calculated values.
Summary of Manhole Hydraulics
Design
Manhole
Contributing
Rainfall
Rainfall
Peak
Grouad
Water
ID #
Area * C
Duration
Intensity
Flow
Elevation
Elevation
Comments
(Minutes)
(Inch/Hour)
CFS
(Feet)
(Feet)
00
0.0
0.00
62.6
4891.00
4891.00
Surface
EEIDE
62.6
E
4891.00
E
E
Water
Present
' Summary of Sewer Hydraulics
Note: The given depth to flow ratio is 0.9.
Manhole ID Number F Calculated Suggested Existing
file://C:\Program%20Files\NeoUDSewer\Reports\3316060678.htm
1/28/2005
NeoUDS Results Summary
Page 2 of 3
Sewer
ID #
Upstream
Downstream
Sewer
Shaper
Diameter (Rise) Diameter (Rise) Diameter (Rise)
Inches) (FT) Inches) (FT) aches T
Width
FT
�0�1
Round
30.0 30 30
N/A
Round and arch sewers are measured in inches.
Box sewers are measured in feet.
Calculated diameter was determined by sewer hydraulic capacity.
Suggested diameter was rounded up to the nearest commercially available size
All hydraulics where calculated using the existing parameters.
If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations.
Design
Full
Normal
Normal
Critical
Critical
Full
Sewer
Flo)
Flow
Depth
Veloc
Depth
Velocity
Velocity
Froude
Commeut
ID
CFS
CFS
eet
jty
PS
Feet
FPS
FPS
Number
62.6
62.6
2.50
12.7
2.37
13.0
12.7
N/A
A Froude number = 0 indicated that a pressured flow occurs.
Summary of Sewer Design Information
Invert Elevation
Buried Depth__]
Sewer ID
Slope
%(Feet
Upstream
Downstream
(Feet
Upstream
eet
Downstream
(Feet)
Comment
0.00
4891.00
4891.00
2.50
-2.50
Sewer Too Shallow
Summary of Hydraulic Grade Line
Invert Elevation 11
Water Elevation
Sewer
Sewer
Length
Surcharged
Length
Upstream
Downstream
Upstream
Downstream
Condition
ID #
eet)
(Feet)
(Feet)
(Feet)
(Feet)
(Feet)
0
67.7
67.7
4891.00
4891.00
4895.58
4891.00
Pressured
Summary of Energy Grade Line
Upstream Manhole
Juncture Losses
Downstream
Manhole
FSewe]rn
Sewer
Energy
�Ben]d
Fesra]l
nergy
F
Manhole
Elevation
Faction
Bend K
oFLateralKManhole
evation
file://C:\Program%20Files\NeoUDSewer\Reports\3316060678.htm
1 /28/2005
' NeoUDS Results Summary
Page 3 of 3
Bend loss = Bend K * Flowing full vhead in sewer.
Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead.
' A friction loss of 0 means it was negligible or possible error due to jump.
Friction loss includes sewer invert drop at manhole.
Notice: Vhead denotes the velocity head of the full flow condition.
' A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0.
Friction loss was estimated by backwater curve computations.
i
Summary of Earth Excavation Volume for Cost Estimate
The user Riven trench side slope is 1.
Manhole
ID #
Rim Elevation
(Feet
Invert Elevation
(Feet)(Feet)
Manhole Height
�1
4891.00
4891.00
0.00
�
4891.00
4891.00
0.00
Upstream Trench
Width
Downstream Trench
Width
On
At
Trench
Wall
Earth
Sewer ID
Ground
Invert
On Ground
At Invert
Length
Thickness
Volume
#
(Feet)
(Feet)
(Feet)
(Feet)
(T, eet)
(Inches)
(Cubic
Yards
�1
-1.1
5.1
-1.1
5.1
67.7
3.50
37
' Total earth volume for sewer trenches = 36.58 Cubic Yards. The earth volume was estimated to have a
bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less
than 48 inches or 2 feet for pipes larger than 48 inches.
' If the bottom width is less than the minimum width, the minimum width was used.
The backfill depth under the sewer was assumed to be 1 foot.
The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1
1
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file://C:\Program%20Files\NeoUDSewer\Reports\3316060678.htm 1/28/2005
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NeoUDS Results Summary Page I of
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NeoUDS Results Summary
Project Title: Poudre Rest Area
Project Description:
Output Created On: 1/28/2005 at 8:02:52 AM
Using NeoUDSewer Version 1.5.
Rainfall Intensity Formula Used.
Return Period of Flood is 0 Years.
Sub Basin Information
Manhole Basin
ID # Area * C
Time of Concentration
Peak Flow
CFS
Overland
Minutes
Gutter
Minutes
Basin
in
Rain I
nch/Hour
1�
0.00
5.0
0.0
0.0
3157.50
12.6
2�
0.00
5.0
0.0
0.0F
3157.501F
12.6
3�
0.00
5.0
0.0
0.0
3097.50
12.4
0.00
5.0
0.0
0.0
3099.50
12.4
The shortest design rainfall duration is 5 minutes.
For rural areas, the catchment time of concentration is always => 10 minutes.
For urban areas, the catchment time of concentration is always => 5 minutes.
At the first design point, the time constant is <_ (1 O+Total Length/180) in minutes.
When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized.
When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes
the calculated values.
Summary of Manhole Hydraulics
Deng°
Manhole
Contributing
Rainfall
Rainfall
Peak
Ground
Water
ID #
Area * C
Duration
Intensity
Elevation
Elevation
Comments
(Minutes)
(Inch/Hour)
CFS
(Feet)
(Feet)
Surface
12.6
F
4890.00
4892.80
Water
Present
0
0.01
5.0
1052.50F
12.6
4897.30F
4892,821
3�
0.01
5.0
1548.75F
12.4
4897.88F
4893,41
®0
5.0
3097.50
12.4
4895.31
4893.97
1
file://C:\Program%2OFiles\NeoUDSewer\Reports\3316060972.htm
1 /28/2005
' NeoUDS Results Summary
Page 2 of 4
1
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Summary of Sewer Hydraulics
Note: The liven depth to flow ratio is 0.9.
Sewe
ID #
Manhole ID Number
Sewer
Sha a
Calculated
Su ested
Existing
Upstream
Downstream
Diameter (Rise)
aches T
Diameter (Rise)
(Inches) FT
D mete) (Rise)
nches
Width
T
1��2
�1
Round
23.2
24
24
N/A
00�2
Round
23.0
24
24
N/A
®0
Round
23.0
24
24
N/A
' Round and arch sewers are measured in inches
Box sewers are measured in feet.
Calculated diameter was determined by sewer hydraulic capacity.
' Suggested diameter was rounded up to the nearest commercially available size
All hydraulics where calculated using the existing parameters.
If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations.
DesignjFlow
Normal
Normal
Critical
Critical
Full
Sewer
Flow
Depth
Velocity
Depth
Velocity
Velocity
Froude
Number
Comment
CFS
Feet
(FPS
Feet)
PS)
PS
12.6F
13.9
1.501
5.01
1.271
6.0
4.0
0.73
12.4
F 13.9
1.47
5.0
1.26
5.9
3.9
0.74
12.4
13.9
1.47
5.0
1.26
5.9
3.9
0.74
' A Froude number = 0 indicated that a pressured flow occurs.
' Summary of Sewer Design Information
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Sewer 1D Slope
Invert Elevation
Buried Depth
Comment
Upstream
Feet
Downstream
(Feet)Feet)
Upstream
Downstream
(Feet)
0.50
4890.36
4890.03
4.94
-2.03
Sewer Too Shallow
0.50
4890.97
4890.38
4.91
4.92
0
0.50
4891.63
4890.97
1.68
E
ISewer Too Shallow
Summary of Hydraulic Grade Line
Invert Elevation
Water Elevation
Sewer Surcharged
wcr Length Length
m
FFF
m
ream
Downstream
a
Condition
file://C:\Program%20Files\NeoUDSewer\Reports\3316060972.htm 1/28/2005
' NeoUDS Results Summary
Page 3 of 4
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Summary of Energy Grade Line
Upstream Manhole
Juncture Losses
Downstream
Manhole
EnergySewer
Bend
Lateral
Ener
Sewer
Manhole
Elevation
Friction
Bend K
Loss
Lateral K
Loss
Manhole
Elevation
ID #
ID #
(Feet)(Feet)Coefficient
Feet
Coefficient
( Feet)
ID #
Feet
1��2
4893.07
0.27
0.05
0.00
0.00
0.00
0
4892.80
00
4893.65
0.47
0.44F
-0. -1-1
0.00
0.00
�2
4893.07
3�®
4894.21
0.52
0.15
0.04
0.00
0.00
3�
4893.65
Bend loss = Bend K * Flowing full vhead in sewer.
Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead.
A friction loss of 0 means it was negligible or possible error due to jump.
Friction loss includes sewer invert drop at manhole.
Notice: Vhead denotes the velocity head of the full flow condition.
A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0.
Friction loss was estimated by backwater curve computations.
Summary of Earth Excavation Volume for Cost Estimate
The user Qiven trench side slope is 1.
Manhole
ID #
Rim Elevation
(Feet)
Invert Elevation
(Feetl
Manhole Height
(Feet)
4890.00
4890.03
-0.03
4897.30
4890.36
6.94
0
4897.88
4890.97
6.91
®
4895.31
4891.63
3.68
Upstream Trench
Downstream Trench
Width
Width
ID
On Ground
At Invert
Fer
On
At
(Feet)
(Feet)
Trench
]Earth
Wall
Volume
Ground
Invert
Length
Thickness
(Cubic
file:HC:\Program%20Files\NeoUDScwer\Reports\3316060972.htm
1 /28/2005
' NeoUDS Results Summary Page 4 of 4
Total earth volume for sewer trenches = 518.22 Cubic Yards. The earth volume was estimated to have a
bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less
than 48 inches or 2 feet for pipes larger than 48 inches.
If the bottom width is less than the minimum width, the minimum width was used.
The backfill depth under the sewer was assumed to be 1 foot.
' The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1
1
tite:HC:\Program%20Files\NeoUDSewer\Reports\3316060972.htm 1/28/2005
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NeoUDS Results Summary
Project Title: Poudre Rest Area
Project Description:S"IC%1-B2
Output Created On: 1/28/2005 at 8:09:38 AM
Using NeoUDSewer Version 1.5.
Rainfall Intensity Formula Used.
Return Period of Flood is 0 Years.
Sub Basin Information
Manhole Basin
ID # Area * C
Time of Concentration
Peak Flow
CFS
Overland
Minutes
Gutter
I(Minutes)
(
Basin
(Nmutes
in I
nch/Hour)
I�
0.00F
5.0
0.0
0.0F
1050.00
4.2
0
0.00
5.0
0.0
0.0
1050.00
4.2
3�
0.00l
5.0
0.0
0.0
632.50
2.5
The shortest design rainfall duration is 5 minutes.
' For rural areas, the catchment time of concentration is always => 10 minutes.
For urban areas, the catchment time of concentration is always => 5 minutes.
At the first design point, the time constant is <_ (10+Total Length/180) in minutes.
When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized.
When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes
the calculated values.
1
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Summary of Manhole Hydraulics
Design
Manhole
Contributing
Rainfall
Rainfall
Peak
Water
ID #
Area * C
Duration
Intensity
Flow
Elevation
Elevation
Comments
(Minutes)
(Inch/Hour)
CFS
(Feet)
(Feet)
Surface
1
❑���❑��
0
0.0
0.00
4.2
4890.00
4892.80
Water
Present
�2
0.01
5.0
525.00
4.2
4893.94
4892.73
O
00
5.0
632.50
2.5
4894.01
4892.81
Summary of Sewer Hydraulics
1
file:HC:\Program%20Files\NeoUD Sewer\Reports\3316061378.htm
1 /28/2005
NeoUDS Results Summary
Page 2 of 3
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Note: The eiven death to flow ratio is 0.9.
Sewer
ID #
Manhole ID Number
Sewer
Sha a
Calculated
F7S7u7jgested
Existing
Upstream
Downstream
Diameter se )
Inches
Diameter Rise
( )
(Inches)T)
Diameter Rise
( )
(Inches) (FT
Width
Round]15.3
18
18
N/A
00�2
Round
12.7
18
18
N/A
Round and arch sewers are measured in inches.
Box sewers are measured in feet.
Calculated diameter was determined by sewer hydraulic capacity.
Suggested diameter was rounded up to the nearest commercially available size
All hydraulics where calculated using the existing parameters.
If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations.
Norpmal
Normal
Critical
Critics
Fuilty
Sewer ID
151
De th
Veloci
De th
Veloci
Veloci
NFroude
umber
Comment
Feet
(FPS)
(Feet)
PS
FPS)
=F-4-2F
6.5
0.88
3.9
0.79
4.4
2.4
0.8
�2
2.5
6.5
0.65
3.4
0.62
3.7
1.4
0.86
A Froude number = 0 indicated that a pressured flow occurs.
Summary of Sewer Design Information
Sewer ID St
Invert Elevat
I Buried Depth
Comment
Upstream
Feet
Downstream
Feet
Upstream
Feet
Downstream
(Feet)
�1
4890.08
4890.03
2.36
1.53
Sewer Too Shallow
2�
0.50
4890.20
4890.09
2.31
2.35
Summary of Hydraulic Grade Line
Invert ElevationI
Water Elevation
Sewer
ID #
Sewer
LLength
(Feet
Surcharged
Length
Feet
Upstream
p
(Feet)
Downstream
(Feet)
Upstream
p
(Feet)
Downstream
(Feet)
Condition
1�
]0.86
10.86
4890.08
4890.03
4892.73
4892.80
Pressured
2O
21.33
21.33
4890.20
4890.09
4892.81
4892.73
Pressured
tile:l/C:\Program%20Files\NeoUD Sewer\Reports\3316061378.htm
1/28/2005
' NeoUDS Results Summary Page 3 of 3
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Summary of Energy Grade Line
Upstream Manhole
Juncture Losses
Downstream
Manhole
Sewer
Manhole
EnergySewer
Bend K
Bend
Lateral K
Lateral
Manhole
Energy
g.Y
ID #
ID #
Elevation
Friction
Coefficient
Loss
Coefficient
Loss
ID #
Elevation
(Feet)
Feet
eet
eet
(Feet)
�1
�2
4892.82
0.02
0.05
0.00
0.00F
0.00
1�F
4892.80
2��3
4892.84
0.02
0.05
0.00
0.00
0.00
Z�
4892.82
Bend loss = Bend K * Flowing full vhead in sewer.
Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead.
A friction loss of 0 means it was negligible or possible error due to jump.
Friction loss includes sewer invert drop at manhole.
Notice: Vhead denotes the velocity head of the full flow condition.
A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0.
Friction loss was estimated by backwater curve computations.
Summary of Earth Excavation Volume for Cost Estimate
The user Oven trench side slope is 1.
Manhole
ID #
IRim Elevation
eet(Feet)
Invert Elevation
Man hole Height
(Feet)
0
4890.00
4890.03
-0.03
0
4893.94
4890,08
3.86
0
4894.01
4890.20
3.81
Upstream Trench
Downstream Trench
Width
Width
On
At
Trench
Wall
Earth
Sewer ID
Ground
Invert
On Ground
At Invert
Length
Thiclmess
Volume
#
(Feet)
(Feet)
(Feet)
(Feet)
(Feet)
(Inches)
(Cubic
Yards
0
7.8
3.9
3.9
3.9
10.86
2.500
�2
7.7
3.9
7.8
3.9
21.33
2.50
18
Total earth volume for sewer trenches = 24.69 Cubic Yards. The earth volume was estimated to have a
bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less
than 48 inches or 2 feet for pipes larger than 48 inches.
If the bottom width is less than the minimum width, the minimum width was used.
The backfill depth under the sewer was assumed to be 1 foot.
The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1
1
file:HC:\Program%20Files\NeoUDSewer\Reports\3 316061378.htm
1/28/2005
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' NeoUDS Results Summary Page 1 of 3
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NeoUDS Results Summary
Project Title: Poudre Rest Area
Project Description:
Output Created On: 1/28/2005 at 8:11:12 AM
Using NeoUDSewer Version 1.5.
Rainfall Intensity Formula Used.
Return Period of Flood is 0 Years.
Sub Basin Information
Time of Concentration
Manhole Basin
Overland Gutter Basin Rain I
Peak Flow
ID # Area * C
inutes(Minutes) (Minutes) (Inch/Hour)[
CFS
0.00
5.0
0.0
0.0
1425.00
5.7
0
0.00
5.0
0.0
0.0
1425.00
5.7
0
0.00
5.0
0.0
0.0
560.00
2.2
The shortest design rainfall duration is 5 minutes.
For rural areas, the catchment time of concentration is always => 10 minutes.
For urban areas, the catchment time of concentration is always => 5 minutes.
At the first design point, the time constant is <_ (10+Total Length/180) in minutes.
When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized.
When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes
the calculated values.
Summary of Manhole Hydraulics
Design
Manhole
Contributing
Rainfall
Rainfall
Peak
Ground
Water
H) #
Area * C
Duration
Intensity
Flow
Elevation
Elevation
Comments
(Minutes)
(Inch/Hour)
CFS
(Feet)
(Feet)
Surface
1
❑���❑
0
0.0
0.00
5.7
4890.00
4892.80
Water
Present
0.01
5.0
712.50
5.7F
4894.51
4893.110
3
0
5.0
560.00
2.2
4894.59
4893.43
Summary of Sewer Hydraulics
file://C:\Program%20Files\NeoUDSewer\Reports\3316061472.htm
1/28/2005
INeoUDS Results Summary Page 2 of 3
1
Note: The given denth to flow ratio is 0.9.
Sewer
ID #
Manhole ID Number
Upstream Downstream
Sewer
Sha a
Calculated
Su ested
Existing
Diameter Rise
(Inches) ( )
Diameter Rise
(Inches) (FT))
Diameter Rise
(Inches) (FT)
Width
(FT)
0�0
Round
17.2
18
18
N/A
2���2
Round
12.1
18
18
N/A
1 Round and arch sewers are measured in inches.
Box sewers are measured in feet.
Calculated diameter was determined by sewer hydraulic capacity.
' Suggested diameter was rounded up to the nearest commercially available size
All hydraulics where calculated using the existing parameters.
If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations.
i
1
DesigngFlow
Normal
Normal
Critical
Critical
Full
Sewer
Flow
Depth
Velocity
Depth
Velocity
Velocity
Comment
ID
CFS
eet
(FPS)
(Feet)
FPS(FPS)Number
NumbFronder
=F
5.7F
6.5
1.10
4.1
0.92
5.0
3.2
0.71
0
2.2
6.5
0.61
3.3
0.59
3.5
1.3
0.86
A Froude number = 0 indicated that a pressured flow occurs.
tSummary of Sewer Design Information
1
1
Sewer ID Slope
Invert Elevation
Buried Dept
Comment
Upstream
(Feet)
Downstream
(Feet)(Feet
Upstream
Downstream
(Feet)
�1
0.50
4890.65
4890.04
2.36
1.54
Sewer Too Shallow
0
0.50
4890.76
4890.65
2.33
2.36
Summary of Hydraulic Grade Line
Invert Elevation 11
Water Elevation
Sewer
#
Sewer
Length
Feet)(Feet)(Feet)
Surcharged
Length
Upstream
Downstream
(Feet)
Upstream
(Feet)
Downstream
(Feet)
Condition
I�
121.06
121.06
4890.65
4890.04
4893.11
4892.80
Pressured
2�
21.33
21.33
4890.76
4890.65
4893.43
4893.11
Pressured
1
file://C:\Program%20Files\NeoUDSewer\Reports\3316061472.htm 1 /29/2005
INeoUDS Results Summary Page 3 of 3
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Summary of Energy Grade Line
Downstream
Upstream Manhole
Juncture Losses
Manhole
Sewer
Manhole
Energy
Sewer
Bend K
Bend
Lateral K
Lateral
Manhole
Manhole
Energy
ID #
ID #
Elevation
�❑
Friction
Coefficient
Loss
Coefficient
�
Loss
#
Elevatron
(Feet)
(Feet)
Feet
(Feet) -ID
(Feet
�O
4893.27
0.47
0.05
0.00
0.00F 0.00
4892.80
F -2
0.03
1.00F 0.14
4893.27
Bend loss = Bend K * Flowing full vhead in sewer.
Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead.
A friction loss of 0 means it was negligible or possible error due to jump.
Friction loss includes sewer invert drop at manhole.
Notice: Vhead denotes the velocity head of the full flow condition.
A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0.
Friction loss was estimated by backwater curve computations.
Summary of Earth Excavation Volume for Cost Estimate
The user eiven trench side slope is 1.
Manhole
ID #
Rim Elevation
Feet
Invert Eleation
(Feet)(Feet)
Manhole Height
4890.00
4890.04
-0.04
4894.51
4890.65
3.86
0
4894.59
4890.76
3.83
Upstream Trench
Downstream Trench
Width
width
Sewer H)
On
At
On Ground
At Invert
Trench
Wall
Earth
Volume
#
Ground
Invert
(Feet)
(Feet)
Length
Thiclmess
(Cubic
(Feet)
(F¢¢t)
(Feet)
(Inches)
Yards)
0
7.8
3.9
3.9
3.9
121.06
2.50
76
0
7.7
3.9
7.8
3.9
21.33
2.50L
18
Total earth volume for sewer trenches = 94.28 Cubic Yards. The earth volume was estimated to have a
bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less
than 48 inches or 2 feet for pipes larger than 48 inches.
If the bottom width is less than the minimum width, the minimum width was used.
The backfill depth under the sewer was assumed to be 1 foot.
The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1
I
file://C:\Program%20Files\NeoUDSewer\Reports\3316061472.htrn
1/28/2005
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NeoUDS Results Summary Page I of')
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NeoUDS Results Summary
Project Title: Poudre Rest Area
Project Description: INKNAW
Output Created On: 1/28/2005 at 8:59:49 AM
Using NeoUDSewer Version 1.5.
Rainfall Intensity Formula Used.
Return Period of Flood is 0 Years.
Sub Basin Information
Manhole Basin
ID # Area * Cl
Time of Concentration
Peak Flow
(CFS
Overland
inutes)
Gutter
(Minutes)
Basm
(Minutes)
Rain I
(Inch/Hour)
�1
0.00
5.0
0.0
0.0
182.50
0.7
�2
0.00
5.0
0.0
0.0
182.50
0.7
The shortest design rainfall duration is 5 minutes.
For rural areas, the catchment time of concentration is always => 10 minutes.
For urban areas, the catchment time of concentration is always => 5 minutes.
At the first design point, the time constant is <_ (1 O+Total Length/l80) in minutes.
When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized.
When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes
the calculated values.
Summary of Manhole Hydraulics
Design
Manhole
Contributing
Rainfall
Rainfall
Peak
Ground
Water
ID #
Area * C
Duration
Intensity
Flow
Elevation
Elevation
Comments
(Minutes)
(Inch/Hour)
(CFS
(Feet)
(Feet)
Surface
[70.7
4886.00
4891.50
Water
Present
Surface.0
EJE�❑1�
182.50
0.7
4890.31
4891.51
Water
Present
Summary of Sewer Hydraulics
' file://C:\Program%20Files\NeoUDSewer\Reports\3316064389.htm
1/28/2005
NeoUDS Results Summary Page 2 of 3
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Nnte• The oiven denth to flow ratio is 0.9.
Manhole ID Number
I Calculated
Su ested
Existing
Sewer
ID #
Upstream
Downstream
Sewer
Sha a
Diameter (Rise)
nches FT
Diameter (Rise)
nches FT
Diameter ((FR1 i�)
nches T
Wid
FT
�1
2�
1�
Round
7.0
18
18
N/A
Round and arch sewers are measured in inches.
Box sewers are measured in feet.
Calculated diameter was determined by sewer hydraulic capacity.
Suggested diameter was rounded up to the nearest commercially available size
All hydraulics where calculated using the existing parameters.
If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations.
Sewer
DesignMF
Normal
Normal
Critical
Critical
Full
Froude
Flow
Depth
Velocity
Depth
Velocity
Velocity
Number
Comment
(CFS)
eet
PS
eet
PS
PS
0.7
9.1
0.29
3.1
0.34
2.4
0.4
1.22
A Froude number = 0 indicated that a pressured flow occurs.
Summary of Sewer Design Information
Invert Elevation 11
Buried Depth
Sewer ID
Slope
%
Upstream
eet
Downstream
(Feet)
Upstream
(Feet)
Downstream
(Feet)
Comment
0
1.00
4887.28
4886.01
1.53
1.51
Scwer Too Shallow
Summary of Hydraulic Grade Line
Invert Elevation 11
Water Elevation
Sewer
Sewer
Len th
Surcharged
Len h
Upstream
Downstream
Upstream
Downstream
Condition
ID #
egt
(Feet
(Feet)
(Feet)
(Feet)
(Feet)
�1
127.23
127.23
4887.28
4886.01
4891.51
4891.50
Pressured
Summary of Energy Grade Line
Upstream Manhole Juncture Losses Downstream
Manhole
' file:HC:\Program%20Files\NeoUDSewer\Reports\3316064389.htm
1/28/2005
' NeoUDS Results Summary
Page 3 of 3
Ener Sewer Bend Lateral
Sewer Manhole � Bend K Lateral K
Elevation Friction Loss Loss
ID # ID # (Feet) eet Coefficient Feet Coefficient (Feet)
' �1 �2 4891.51 0.01 0.05 0.00 0.00 0.00
' Bend loss = Bend K * Flowing full vhead in sewer.
Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead.
A friction loss of 0 means it was negligible or possible error due to jump.
' Friction loss includes sewer invert drop at manhole.
Notice: Vhead denotes the velocity head of the full flow condition.
A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0.
' Friction loss was estimated by backwater curve computations.
1
Summary of Earth Excavation Volume for Cost Estimate
The user given trench side slope is 1.
Manhole
ID #(Feet)
Rim Elevation
Invert Elevation
(Feet)
Manhole Height
Feet
4886.00
4886.01
-0.01
0
4890.31
4887.28
3.03
anhole Energy
ID # Elevation
4891
Upstream Trench
Width
Downstream Trench
Width
On
At
Trench
Wap
Earth
Sewer ID
Ground
Invert
On Ground
At Invert
Length
Thicloaess
Volume
#
(Feet)
(Feet)
(Feet)
(Feet)
(Feet)
(Inches)
(Cubic
Yards)
�1
6.1
3.9
3.9
3.9
127.23
2.50
67
Total earth volume for sewer trenches = 66.96 Cubic Yards. The earth volume was estimated to have a
' bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less
than 48 inches or 2 feet for pipes larger than 48 inches.
If the bottom width is less than the minimum width, the minimum width was used.
' The backfill depth under the sewer was assumed to be 1 foot.
The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1
' file://C:\Program%20Files\NeoUDSewer\Reports\3316064389.htm
7�1!►ZiIt�
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' NeoUDS Results Summary Page 1 of 3
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NeoUDS Results Summary
Project Title: Poudre Rest Area
Project Description:
Output Created On: 1/28/2005 at 8:13:25 AM
Using NeoUDSewer Version 1.5.
Rainfall Intensity Formula Used.
Return Period of Flood is 0 Years.
Sub Basin Information
Time of Concentration
Manhole Basin
Overland Gutter Basin Rain I
Peak Flow
ID # Area C
Minutes (Minutes)(Minutes) nch/Hour
CFS)
�1
0.00
5.0
0.0
0.0
1695.00
6.8
0
0.00
5.0
0.0
0.0
1695.00
6.8
0
0.00
5.0
0.0
0.0
442.50
1.8
The shortest design rainfall duration is 5 minutes.
' For rural areas, the catchment time of concentration is always => 10 minutes.
For urban areas, the catchment time of concentration is always => 5 minutes.
At the first design point, the time constant is <_ (1 O+Total Length/180) in minutes.
When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized.
When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes
the calculated values.
1
1
1
Summary of Manhole Hydraulics
Design
Manhole
Contributing
Rainfall
Rainfall
Peak
Ground
Water
ID #
Area * C
Duration
Intensity
Flow
Elevation
Elevation
Comments
(Minutes)
(Inch/Hour)
(CFS)
(Feet)
(Feet)
Surface
1
❑���❑��
0
0.0
0.00
6.8
4892.00
4893.44
Water
Present
2�
0.01
5.0
847.50F
6.8F
4897.01
4893.34
1
00
5.0
442.50
1.8
4897.01
4893.36
Summary of Sewer Hydraulics
file:HC:\Proaram%20Files\NeoUD Sewer\Rer)orts\3 316061605.htm
1 /zR/2004
' NeoUDS Results Summary Page 2 of 3
Note: The Given depth to flow ratio is 0.9.
Sewer
#
Manhole ID Number
Sewer
Sha a
Calculated
Su ested
Existing
Upstream
Downstream
Diameter Rise
( )
Inches FT
Diameter Rise
(Rise))D
Inches FTFT
meter se
Inches)(FT)
Width
1�00
Round
18.4
21
18
N/A
��3
0
Round
11.1
18
18
N/A
' Round and arch sewers are measured in inches.
Box sewers are measured in feet.
Calculated diameter was determined by sewer hydraulic capacity.
' Suggested diameter was rounded up to the nearest commercially available size
All hydraulics where calculated using the existing parameters.
If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations.
1
1
1
1
1
ormalNormal
Critical
Critical
Full*19
glow
Depth
Velocity
Depth
Velocity
Velocity
Froude
Comment
Feet
FPS
Feet
pS
(FPS)
Number
=1
6.8
6.5
1.50
3.8
1.01
5.4
3.8
N/A
�Z
1.8
6.5
0.54
3.1
0.52
3.3
1.0
0.87
A Froude number = 0 indicated that a pressured flow occurs.
Summary of Sewer Design Information
Sewer ID Sl�pe
0
Invert Elevation 11
Buried Depth
Comment
Upset m
DowneeYeam
UpFeet m
Downeerteam
0
0.50
4890.64
4890. 22
4.87
-0.02
Sewer Too Shallow
�2
0.50
4892.67
4892.17
2.84
3.34
Summary of Hydraulic Grade Line
Invert Elevation 11
Water Elevation
Sewer
#
SewerF-S-ur-cha`r-ge-d7
Len
(Feet)
Length
Feet
Upstream
P
(Feet)
Downstream
(Feet)
Upstream
P
(Feet)
Downstream
(Feet)
Condition
�1
23.08
23.08
4890.64
4890.52
4893.34
4893.44
Pressured
0
100.96
0
4892.67
4892.17
4893.36
4893.34
Subcritical
file:HC:\Program%20Files\NeoUDSewer\Reports\3316061605.htm 1 /29/7001
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NeoUDS Results Summary Page 3 of 3
1 Summary of Energy Grade Line
1
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Upstream Manhole
Juncture Losses
Downstream
Manhole
Sewer
ManholeBend
EnergySewer
K
Bend
Lateral K
Lateral
Manhole
Energy
g3'
Elevation
Friction
Loss
Loss
Elevation
ID #
ID #
(Feet)Feet)
Coefficient
eet
Coefficient
eet)
ID #
(Feet)
��2
4893.57
0.13
0.05
0.00
0.00
0.000
4893.44
3�
4893.45
0.00
1.08
0.02
0.00
0.00
�2
4893.57
1 Bend loss = Bend K * Flowing full vhead in sewer.
Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead.
A friction loss of 0 means it was negligible or possible error due to jump.
1 Friction loss includes sewer invert drop at manhole.
Notice: Vhead denotes the velocity head of the full flow condition.
A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0.
1 Friction loss was estimated by backwater curve computations.
1 Summary of Earth Excavation Volume for Cost Estimate
1
1
i
1
1
1
1
The user given trench side slope is 1.
Manhole
ID #
Rim Elevation
eet
Invert Elevation
Feet(Feet)
Manhole Height
0
4892.00
4890.52
1.48
4897.01
4890.64
6.37
0
4897.01
4892.67
4.34
Upstream Trench
Downstream Trench
Width
Width
On
At
Trench
Wall
Earth
Sewer ID
Ground
Invert
On Ground
At Invert
Length
Thickness
Volume
#
(Feet)
(Feet)
(Feet)
(Feet)
(Feet)
(Inches)
(Cubic
Yards
12.8
3.9
3.0
3.9
23.08
2.50
25
8.8
3.9
9.8
3.9
100.96
2.50
109
Total earth volume for sewer trenches = 133.95 Cubic Yards. The earth volume was estimated to have a
1 bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less
than 48 inches or 2 feet for pipes larger than 48 inches.
If the bottom width is less than the minimum width, the minimum width was used.
1 The backfill depth under the sewer was assumed to be 1 foot.
The sewer wall thickness is equal to: (equivalent diameter in inches/ 12)+1
1
file:HC:\Program%20Files\NcoUDSewer\ReDorts\3316061605.htm 1 /2R/2005
1
NeoUDS Results Summary
Pagel of 3
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NeoUDS Results Summary
Project Title: Poudre Rest Area
Project Description:
Output Created On: 1/28/2005 at 8:16:30 AM
Using NeoUDSewer Version 1.5.
Rainfall Intensity Formula Used.
Return Period of Flood is 0 Years.
Sub Basin Information
Time of Concentration
Manhole Basin
Overland Gutter Basin Rain I
Peak Flow
ID # Area C
Minutes (Minutes):Minutes nch/Hour
CFS
1�
0.00
5.0
0.0
0.0
55.00
0.2
2�
0.00
5.0
0.0
0.0
55.00
0.2
The shortest design rainfall duration is.5 minutes.
For rural areas, the catchment time of concentration is always => 10 minutes.
For urban areas, the catchment time of concentration is always => 5 minutes.
At the first design point, the time constant is <_ (1 O+Total Length/180) in minutes.
When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized.
When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes
the calculated values.
Summary of Manhole Hydraulics
Design
Manhole
Contributing
Rainfall
Rainfall
Peak
Ground
Water
ID #
Area * C
Duration
Intensity
Flow
Elevation
Elevation
Comments
Minutes
( )
Inch/Hour
( )
(CFS)
(Feet)
(Feet)
Surface
0.2
r
4891.67
4892.00
Water
Present
00
5.0
55.00
0.2
4894.00
4892.20
Summary of Sewer Hydraulics
is
Manhole ID Number I I Calculated 11 Suggested 11 Existing
file://C:\ProPram%20File..c\NenTTD9f-wer\Rennrtc\II1t.01;17Qn htm 1i1)QiMnc
' NeoUDS Results Summary
Page 2 of 3
r
Sewer
ID #
Upstream
Downstream
ISewer
Sha a
Diameter Rise Diameter Rise Diameter Rise IF
(Inches ( )) (Inches (FT) ) ( T)
(Inch0ffT
L
1
2
1
Round
5.3 18 18
N/A
0
' Round and arch sewers are measured in inches.
Box sewers are measured in feet.
Calculated diameter was determined by sewer hydraulic capacity.
Suggested diameter was rounded up to the nearest commercially available size
All hydraulics where calculated using the existing parameters.
If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations.
I
t
1
I
I
1
I
Full
rmal
Normal
Critical
Critical
FullSewerroudeFlow
Miown
Depth
Velocity
Depth
VelocityVelocity
CFS
eet
PS
(Feet)
PS
PS
Number
❑I
0.2F5.]6
0.20
1.5
0.21
1.5
0.1
0.73
Velocity
ols
A Froude number = 0 indicated that a pressured flow occurs.
Summary of Sewer Design Information
Invert Elevation
Buried Dep th
Sewer 1D
Slo e
%
Upstream
(Feet)
Downstream
(Feet)Feet(Feet)
U stream
Downstream
Comment
0.38
4892.00
4891.70
0.50
1.53
Scwer'Too Shallow
Summary of Hydraulic Grade Line
Invert Elevation
Water Elevation
Sewer
Sewer
Len h
Surcharged
g
Length
Upstream
p
Downstream
Upstream
❑I
Downstream
Condition
ID #
�80.2
(Feet)
(Feet)
(Feet)
(Feet)
0
4892.00
4891.70
4892.20
4892.00
Subcritical
Summary of Energy Grade Line
Upstream Manhole
Juncture Losses
Downstream
Manhole
F7F—�
Energy
Sewer
j I
Bend
F
Lateral
��
Energy
F I e://C:\Pro2ram%20Fi les\Nt-oT TT1Sewer\R Pnnrtc\ 1't 1 FG161 7AW htm
1 /7R/7lVK
' NeoIJDS Results Summary
Page 3 of 3
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Sewer
1D #
Manhole
ID #
Elevation I
(Feet
Friction
Feet
Bend K
Coefficient
Loss
eet)
Lateral K
Coefficien
Loss
Feet)
Manhole
ID #
Elevation
Feet
��
4892.24
0.24
0.05
0.00
0.00
0.00
O
4892.00
Bend loss = Bend K * Flowing full vhead in sewer.
Lateral loss = Outflow full vhead - Junction Loss K *Inflow full vhead.
A friction loss of 0 means it was negligible or possible error due to jump.
Friction loss includes sewer invert drop at manhole.
Notice: Vhead denotes the velocity head of the full flow condition.
A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0.
Friction loss was estimated by backwater curve computations.
Summary of Earth Excavation Volume for Cost Estimate
The user given trench side slope is 1.
Manhole i
ID #
Rim Elevation
(Feet)
Invert Elevation
(Feet)
Manhole Height
(Feet)
1�
4891.671
4891.70
0.03
0
4894.00
4892.00
2.00
Upstream Trench
Width
Downstream Trench
Width
Sewer ID
On
At
On Ground
At Invert
Trench
Wall
Earth
Volume
Ground
Invert
Length
Thickness
(Cubic
Yards
0
4.1
3.9
3.9
3.9
80.2
2.50
34
Total earth volume for sewer trenches = 34.28 Cubic Yards. The earth volume was estimated to have a
' bottom width equal to the diameter (or width) of the sewer plus two times either 1
than 48 inches or 2 feet for pipes larger than 48 inches.
If the bottom width is less than the minimum width, the minimum width was used.
' The backfill depth under the sewer was assumed to be 1 foot.
The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1
1
1
foot for diameters less
tile://C:\Program%20FileF\Neof IDSewer\Re.nnrta\3316061,790 htm
1 /IR/9MG
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it
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NeoUDS Results Summary Page 1 of 3
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NeoUDS Results Summary
Project Title: Poudre Rest Area
Project Description:
Output Created On: 1/28/2005 at 8:18:58 AM
Using NeoUDSewer Version 1.5.
Rainfall Intensity Formula Used.
Return Period of Flood is 0 Years.
Sub Basin Information
Manhole Basin
ID # Area * C11
Time of Concentration
Peak Flow
I (CFS
Overland
Minutes
Gutter
Minutes
Basin
mutes
Rain I
nch/Hour)
�1
0.00
5.0
0.0
0.0
3450.00
13.8
2�
0.00
5.0
0.0
0.0
3450.00
13.8
The shortest design rainfall duration is 5 minutes.
For rural areas, the catchment time of concentration is always => 10 minutes.
For urban areas, the catchment time of concentration is always => 5 minutes.
At the first design point, the time constant is <_ (10+Total Length/180) in minutes.
When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized.
When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes
the calculated values.
Summary of Manhole Hydraulics
Design
Manhole
Contributing
Rainfall
Rainfall
Peak
Ground
Water
ID #
Area * C
Duration
Intensity
Flow
Elevation
Elevation
Comments
(Minutes)
(Inch/IIour)
(CFS
(Feet)
(Feet)
Surface
1
❑���❑��
0
0.0
0.00
13.8
4889.27
4890.21
Water
Present
0
5.0
3450.00
13.8
4892.51
4890.90
Summary of Sewer Hydraulics
is 0.9.
Manhole ID Number I I Calculated 11 Suggested 11 Existing
file://C:\Program%20Filea\NeoT JDSe.wer\Rennrt�\3316061 QIR htm
ti�Rnnna
NeoUDS Results Summary
Page 2 of 3
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Sewer
ID #
Upstream
Downstream
Sewer
Sha a
Diameter (Rise) Diameter (Rise) Diameter (Rise)
(Inches) (FT) (Inches) T (Inches)T))
Width
FT
�1
00
Round
25.0 27 18
N/A
Round and arch sewers are measured in inches.
Box sewers are measured in feet.
Calculated diameter was determined by sewer hydraulic capacity.
Suggested diameter was rounded up to the nearest commercially available size
All hydraulics where calculated using the existing parameters.
If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations.
Normal
CnHcal
CriticalullMIM
MullNormal
Depth
Velocity
Depth
Velocity
Velocity
Frou le
Feet
PS
Feet
PS
Pg
Number
O
13.8
5.8
1.50
7.8
1.35
8.2
7.8
N/A
A Froude number = 0 indicated that a pressured flow occurs.
Summary of Sewer Design Information
Invert Elevation
Buried De th
Sewer ID
Slope
Upstream
Feet(Feet)
Downstream
UpstIF ream
(Feet(Feet)
Downstream
Comment
1�
0.40
4889.21
4889.17
1.80
1.40
Sewer Too Shallow
Summary of Hydraulic Grade Line
Invert Elevation
Water Elevation
Sewer
Sewer
Length
Surcharged
Length
Upstream
Downstream
Upstream
Downstream
Condition
ID #
(Feet
Feet
(Feet)
(Feet)
(Feet)
(Feet)
l�
10
10
4889.21
4889.17
4890.90
4890.21
Pressured
Summary of Energy Grade Line
Upstream Manhole
Juncture Losses
Downstream
Manhole
FSewe]r
Sewer
Bend Lateral
Energy
�FEle
nergy
Manhole
vation
Friction
Bend K Loss Lateral K Loss
Manhole Elevation
file //C :\Pmuratrr44.2tlFflee\Nemd lnCewu r\Ren c1+� I COi1 i19IR htm
1 WAWA():
NeoUDS Results Summary
Page 3 of 3
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Bend loss = Bend K * Flowing full vhead in sewer.
Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead.
' A friction loss of 0 means it was negligible or possible error due to jump.
Friction loss includes sewer invert drop at manhole.
Notice: Vhead denotes the velocity head of the full flow condition.
' A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0.
Friction loss was estimated by backwater curve computations.
1
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Summary of Earth Excavation Volume for Cost Estimate
The user Given trench side slope is 1.
Manhole
ID #
Rim Elevation
eet(Feet)Feet
Invert Elevation
Man ( le Height
0
4889.27
4889.17
0.10
0
4892.51
4889.21
3.30
Upstream Trench
Width
Downstream Trench
Width
On
At
Trench
Wall
Earth
Sewer ID
Ground
Invert
On Ground
At Invert
Length
Thickness
Volume
#
(Feet)
(Feet)
(Feet)
(Feet)
(Feet)
(Inches)
(Cubic
Yards
�1
6.7
3.9
0.3
3.9
10
2.50
0
Total earth volume for sewer trenches = 4.88 Cubic Yards. The earth volume was estimated to have a
bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less
than 48 inches or 2 feet for pipes larger than 48 inches.
If the bottom width is less than the minimum width, the minimum width was used.
The backfill depth under the sewer was assumed to be 1 foot.
The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1
1
file://C:\Proeram%20Fi1es\Neo111)4eweARenm-fsk33 •1 60619g9.4trn 1 /7 R/?nn;
No Text
' NeoUDS Results Summary Page ] of",
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NeoUDS Results Summary
Project Title: Poudre Rest Area
Project Description: awl :E.
Output Created On: 1/28/2005 at 8:23:07 AM
Using NeoUDSewer Version 1.5.
Rainfall Intensity Formula Used.
Return Period of Flood is 0 Years.
Sub Basin Information
Manhole Basin
ID # Area C
Time of Concentration 771
Peak Flow
CFS
Overland
mutes)
Gutter
(Minutes)
Basin
(Minutes)
Rain I
(Inch/Hour
1�
0.00
5.0
0.0
0.0
3450.00
13.8
0
0.00
5.0
0.0
0.0
3450.00F
13.8
3�
0.00
5.0
0.0
0.0
2312.50
9.2
The shortest design rainfall duration is 5 minutes.
' For rural areas, the catchment time of concentration is always => 10 minutes.
For urban areas, the catchment time of concentration is always => 5 minutes.
At the fast design point, the time constant is <= (10+Total Length/180) in minutes.
' When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized.
When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes
the calculated values.
1
Summary of Manhole Hydraulics
Design
Manhole
Contributing
Rainfall
Rainfall
Peak
Ground
Water
Duration
Intensity
Elevation
Elevation
Comments
ID #
Area * C
(Minutes)
(Inch/Hour)
(Feet)
(Feet)
CFS)
�1
0
0.0
0.00
13.8
4890.03
4890.03
Z�
0.01
5.0
1725.00
13.8
4893.80
4892.58
00
5.0
2312.50
9.2
4893.11
4893.09
' Summary of Sewer Hydraulics
N
r
remixa
file://C:\Program%20Files\NeoUDSewer\Reports\3316062187.htm
1/28/2005
' NeoUDS Results Summary
Page 2 of 3
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Sewer
#
Manhole ID Number
Upstream Downstream
Sewer
Shapenches(FT
I Calculated
Suggested
I Existing
Diameter Rise
Diameter (Rise)
I nches) (FT)
Width
(FT)
=1
011
g22gj
25.01
271
24
N/A
2��3
0
Round
21.5
24
18
N/A
Round and arch sewers are measured in inches.
Box sewers are measured in feet.
Calculated diameter was determined by sewer hydraulic capacity.
Suggested diameter was rounded up to the nearest commercially available size
All hydraulics where calculated using the existing parameters.
If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations.
uNormal
Normal
Critical
Critical
FullSewer
Flow
Depth
V(ocitypth
Velocity
Velocity
Froude❑[DgFlo
1D
CFS
(Feet
PS
(Feet)PS(FPS)Number
13 8]F
12 4]F
2.00
4.4
1.34
6.2
4.4
N/A
9.2
5.$
1.50
5.2
1.18
6.2
5.2
N/A
A Froude number = 0 indicated that a pressured flow occurs.
Summary of Sewer Design Information
Slope
Sewer ID %
Invert Elevation
Upstream Downstream
eet) Feet
Buried Dept
Upstream Downstream
Feettweet)Comment
�L
0
0.40
ISewer Too Shallow
0
0.40
4890.53
4890.50
1.08
1.80
Sewer Too Shallow
Summary of Hydraulic Grade Line
Invert Elevation
Water Elevation
Sewer
ID #
Sewer
(Fe)
Surcharged
LenLehetl
U stream
(Feet)
❑�❑
Downstream
(Feet)
U stream
(Feet)
Downstream
(Feet)
Condition
�1
106.14
106.14
4890.48
489-6
4892.58
4890.03
Pressured
0
7.67
7.67
4890.53
4890.50
4893.09
4892.58
Pressured
' file://C:\Program%20Files\NeoUDSewer\Reports\3316062187.htm
1 /28/2005
' NeoUDS Results Summary Page 3 of 3
1
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Summary of Energy Grade Line
Downstream
Upstream Manhole
1
Juncture Losses
1[
Manhole
Sewer
Manhole
EnergySewer
Bend K
Bend
Lateral K
Lateral
Manhole
Energy
�'
ID #
ID #
Elevation
Friction
Coefficient
Loss
Coefficient
Loss
ID #
Elevation
(Feet)
(Feet
(Feet)
Feet)
(Feet)
�1
0
4892.88
2.85
0.05
0.00
0.00
0.00
4890.03
�Z
�3
4893.52
0.08
1.32
0.56
0.00
0.00
2�
4892.88
Bend loss = Bend K * Flowing frill vhead in sewer.
Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead.
A friction loss of 0 means it was negligible or possible error due to jump.
Friction loss includes sewer invert drop at manhole.
Notice: Vhead denotes the velocity head of the full flow condition.
A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0.
Friction loss was estimated by backwater curve computations.
• Summary of Earth Excavation Volume for Cost Estimate
The user given trench side slope is 1.
Manhole
ID #
Rim Elevation
(Feet(Feet)Feet
Invert Elevation
Man ( le Height
1�
4890.03
4890.06
-0.03
2�
4893.80
4890.48
3.32
0
4893.11
4890.53
2.58
Upstream Trench
Downstream Trench
Width
Width
Sewer ID
On
At
On Ground
At Invert
Trench
�Va]]
Earth
Volume
#
Ground
Invert
(Feet)
(Feet)
Length
Thickness
(Cubic
(Feet)
(Feet)
(Feet)
(Inches)
Yards
0
6.1
4.5
4.5
4.5
106.14
3.00
70
0
5.2
3.9
6.7
3.9
7.67
2.50
0
Total earth volume for sewer trenches = 74.98 Cubic Yards. The earth volume was estimated to have a
bottom width equal to the diameter (or width) of the sewer plus two times either I foot for diameters less
than 48 inches or 2 feet for pipes larger than 48 inches.
If the bottom width is less than the minimum width, the minimum width was used.
The backfill depth under the sewer was assumed to be 1 foot.
The sewer wall thickness is equal to: (equivalent diameter in inches/ 12)+1
' file:HC:\Program%20Files\NeoUDSewer\Reports\3316062187.htm
1 /28/2005
No Text
' NeoUDS Results Summary Page 1 of 3
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NeoUDS Results Summary
Project Title: Poudre Rest Area
Project Description:'
Output Created On: 1/28/2005 at 8:25:45 AM
Using NeoUDSewer Version 1.5.
Rainfall Intensity Formula Used.
Return Period of Flood is 0 Years.
Sub Basin Information
Manhole Basin
ID # Area * C
Time of Concentration
Peak Flow
(CFS)
Overland
inutes)
Gutter
(Minutes)(Minutes)
Basin
Rain I
(Inch/ilour
1�
0.00
5.0
0.0
0.0
1987.50
7.9
2�
0.00
5.0
0.0
0.0
1987.50
7.9
®
0.00
5.0
0.0
0.0
1060.00
4.2
The shortest design rainfall duration is 5 minutes.
For rural areas, the catchment time of concentration is always => 10 minutes.
For urban areas, the catchment time of concentration is always => 5 minutes.
At the first design point, the time constant is <_ (1 O+Total Length/l80) in minutes.
When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized.
When the Overland Tc plus the Gutter Tc does not equal the catchment To, the above criteria supersedes
the calculated values.
Summary of Manhole Hydraulics
Design
Manhole
Contributing
Rainfall
Rainfall
Peak
Ground
Water
ID #
Area * C
Duration
Intensity
Flow
Elevation
Elevation
Comments
(Minutes)
(Inch/Hour)
CFS
(Feet)
(Feet)
Surface
7.9
F
4889.00
4891.50
Water
Present
�2
0.01
5.0
993.75
7.9
4899.11
4891.59
®0
5.0
1060.00
4.2
4899.11
4892.21
Summary of Sewer Hydraulics
file:HC:\Program%20Files\NeoUDSewer\Reports\3 316062345.htm
lli18'RRiPF
' NeoUDS Results Summary Page 2 of 3
Note: The given depth to flow ratio is 0.9.
Sewer
ID #
Manhole ID Number
Upstream Downstream
Sewer
Sha a
Calculated
Su estedI
Existing
Diameter se
Inches (Rise)
)
Diameter Rise
(
(Inches) FT))
Diameter Rise
) (Inches) (FT)
Width
(FT
00
1�
Round
15.0
18
18
N/A
�2
®0
Round
11.9
18
18
N/A
' Round and arch sewers are measured in inches.
Box sewers are measured in feet.
Calculated diameter was determined by sewer hydraulic capacity.
' Suggested diameter was rounded up to the nearest commercially available size
All hydraulics where calculated using the existing parameters.
If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations.
1
1
rmal
Normal
Critical
Critical
FullSewer
glot'n
glow
Depth
Velocity
Depth
Velocity
Velocity
roude
Comment
ID
eet
(FPS)
Feet
(FPS)
S
Number
=
7.9
F 12.9
0.85
7.7
1.06
5.9
4.5
1.62
4.2
12.9
0.59
6.5
0.80
4.4
2.4
1.73
A Froude number = 0 indicated that a pressured flow occurs.
Summary of Sewer Design Information
Sewer ID Slope
Invert Elevation7j
Buried De th
Comment
Upstream
eet)
Downstream
Feet
Upstream
eet
Downstream
eet
�1
2.00
ISewer Too Shallow
�2
2.00
4891.41
4890.58
6.20
7.03
Summary of Hydraulic Grade Line
Invert Elevation 11
Water Elevation
Sewer
ID #
Sewer
Length
Surcharged
Length(Fee)
U stream
(Feet)
❑�❑Condition
Downstream
(Feet)
Upstream
(Feet)
Downstream
(Feet)
�1
70.61
45.74
4890.53
4889.12
4891.59
4891.50
Jump
0
41.35
0
4891.41
4890.58
4892.21
4891.59
Jump
' file:HC:\Program%20Files\NeoLTDSewer\Reports\3316062345.htm
1/28/2005
' NeoUDS Results Summary Page 3 of 3
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Summary of Energy Grade Line
Upstream Manhole
F Juncture Losses
Downstream
Manhole
Sewer
❑❑EnergySewer
ID #
ManholeBend
ID#
Elevation
eet
Friction
eet
KLateral
❑tElevation
CoefficientCoefficient
Zen
K
Lateral
eet
Manhole
ID #
Ener
eet
��
4892.14
0.64
0.05
0.00
0.00
0.00
0
4891.50
�®
4892.51
0.37
0.05
0.00
0.00
0.00
�2
4892.14
Bend loss = Bend K * Flowing full vhead in sewer.
Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead.
A friction loss of 0 means it was negligible or possible error due to jump.
Friction loss includes sewer invert drop at manhole.
Notice: Vhead denotes the velocity head of the full flow condition.
A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0.
Friction loss was estimated by backwater curve computations.
Summary of Earth Excavation Volume for Cost Estimate
The user Riven trench side slope is 1.
JManholellRim
ID#(Feet)
Elevation
Invert Elevation
(Feet)Feet
Manhole Height
1�
4889.00
4889.12
-0.12
�2
4899.11
4890.53
8.58
®
4899.11
4891.41
7.70
Upstream Trench
Downstream Trench
Width
Width
Sewer ID
On
At
On Ground
At Invert
Trench
Wall
Earth
Volume
#
Ground
Invert
(Feet)
(Feet)
Length
Thickness
(Cubic
(Feet)
(Feet)
(Feet)
(Inches)
Yards)
�1
17.2
3.9
F 3.9
3.9
70.61
2.50
121
�2
15.5
3.9
17.1
3.9
41.35
2.50
114
To earth volume for sewer trenches = 235.19 Cubic Yards. The earth volume was estimated to have a
bottom width equal to the diameter (or width) of the sewer plus two times either 1
than 48 inches or 2 feet for pipes larger than 48 inches.
If the bottom width is less than the minimum width, the minimum width was used.
' The backfill depth under the sewer was assumed to be 1 foot.
The sewer wall thickness is equal to: (equivalent diameter in inches/12)+l
foot for diameters less
tfile://C:\Program%20Files\NeoUDSewer\Reports\3316062345.htm
1/28/2005
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0
1
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'5 �-
l
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i
NeoUDS Results Summary Page I of')
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NeoUDS Results Summary
Project Title: Poudre Rest Area
Project Description: `5TRMv G
Output Created On: 1/28/2005 at 8:30:37 AM
Using NeoUDSewer Version 1.5.
Rainfall Intensity Formula Used.
Return Period of Flood is 0 Years.
Sub Basin Information
Manhole Basin
ID # Area * C
Time of Concentration
Peak Flow
CFS
Overland
(Minutes)
Gutter
I (Minutes)
Basin
(Minutes)
Rain I
(Inch/Honr
0.00
5.0
0.0
0.0
1975.00
7.9
0.00
5.0
0.0
0.0
1975.00
7.9
0.00
5.0
0.0
0.0
1077.50
4.3
The shortest design rainfall duration is 5 minutes.
For rural areas, the catchment time of concentration is always => 10 minutes.
For urban areas, the catchment time of concentration is always => 5 minutes.
At the first design point, the time constant is <_ (1 O+Total Length/180) in minutes.
When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized.
When the Overland Tc plus the Gutter Tc does not equal the catchment Te, the above criteria supersedes
the calculated values.
Summary of Manhole Hydraulics
Design
Manhole
Contributing
Rainfall
Rainfall
Peak
Ground
Water
ID #
Area * C
Duration
Intensity
Elevation
Elevation
Comments
(Minutes)
(Inch/Hour)
CFS
(Feet)
(Feet)
Surface
1
❑���❑��
0
0.0
0.00
7.9
4888.30
4891.50
Water
Present
2�
0.01
5.0
987.50
7.9
4899.69
4891.60
��
5.0
1077.50
4.3
4899.69
4891.92
O
Summary of Sewer Hydraulics
1
file://C:\Program%20Files\NeoUDSewer\Reports\3316062637.htm
1/28/2005
INeoUDS Results Summary Page 2 of 3
1
1
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1
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1
Note: The eiven depth to flow ratio is 0.9.
❑Sewer
ID #
Manhole ID N
Upstream Downstream
Sewer
Shape a
I Calculated
Su estedI
Existing
Diameter Rise
(Inches) ))
nches FT
Diameter se
( (Rise)
Inches T
(Rise);
Diameter Rise
Inches T
Width
Round
15.0
18
18
N/A
�00
Round
11.9
18
18
N/A
Round and arch sewers are measured in inches.
Box sewers are measured in feet.
Calculated diameter was determined by sewer hydraulic capacity.
Suggested diameter was rounded up to the nearest commercially available size
All hydraulics where calculated using the existing parameters.
If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations.
rmal
Normal
Critical
Critical
FuSewer
glow
Mlow
Depth
Velocity
Depth
Velocity
Velocity
Comment
ID
Feet
PS(Feet)
(FPS)
FPS
Number
=
7.9
F 12.9
0.85
7.7
1.06
5.9
4.5
1.63
2�
4.3
12.9
0.60
6.6
0.80
4.5
2.4
1.73
A Froude number = 0 indicated that a pressured flow occurs.
Summary of Sewer Design Information
Sewer ID rlope
Invert Elevation
m Downstreamp
Upstream
��
Buried Depth
Ups retam Downssttrteam
Comment
I�
2.00
ISewer Too Shallow
0
2.00
4890.41
4889.58
7.78
8.61
Summary of Hydraulic Grade Line
Invert Elevation
Water Elevation
Sewer
ID #
Sewer
Length
(Feet)
Surcharged
Length
Upstream
(Feet)
❑�❑
Downstream
(Feet)
Upstream
(Feet)
Downstream
(Feet)
Condition
�1
55.45
55.45
4889.52
4888.411
4891.601
4891.501
Pressured
=
41.34
41.34
4890.41
4889.58
4891.92
4891.60
Pressured
' filc:HC:\Program%20Files\NeoLTDSewer\Reports\3316062637.htm
1 /28/2005
' NeoUDS Results Summary Page 3 of 3
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Summary of Energy Grade Line
Downstream
Upstream Manhole
Juncture Losses
Manhole
Sewer
Manhole
EnergySewer
Bend K
Bend
Lateral K
Lateral
Manhole
Ener �'
ID #
ID #
Elevation
Friction
Coefficient
Loss
Coefficient
Loss
ID #
Elevation
(Feet)
(Feet)
eet
eet
eet
��
4891.92
0.42
0.05
0.00
0.00
0.00
0
4891.50
��
4892.01
0.09
0.05
0.00
0.00
0.00
0
4891.92
Bend loss = Bend K * Flowing full vhead in sewer.
Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead.
A friction loss of 0 means it was negligible or possible error due to jump.
Friction loss includes sewer invert drop at manhole.
Notice: Vhead denotes the velocity head of the full flow condition.
A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0.
Friction loss was estimated by backwater curve computations.
Summary of Earth Excavation Volume for Cost Estimate
The user given trench side slope is 1.
Manhole
ID #
JRim Ele�ttl
e(Feet)eet
Invert Elevation
Man) a Height
�1
4888.30
4888.41
-0.11
2�
4899.69
4889.52
10.17
0
4899.69
4890.41
9.28
Upstream Trench
Downstream Trench
Width
Width
On
At
Trench
Wap
Earth
Sewer ID
Ground
Invert
On Ground
At Invert
Length
Thickness
Volume
#
(Feet)
(Feet)
(Feet)
(Feet)
(Feet)
(Inches)
(Cubic
Yards
0
20.4
3.9
3.9
3.9
55.45
2.50
126
�2
18.6
3.9
20.3
3.9
41.34
2.50
157
Total earth volume for sewer trenches = 283.13 Cubic Yards. The earth volume was estimated to have a
bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less
than 48 inches or 2 feet for pipes larger than 48 inches.
If the bottom width is less than the minimum width, the minimum width was used.
The backfill depth under the sewer was assumed to be 1 foot.
The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1
' file:HC:\Program%20Files\NeoLTDSewer\Reports\3316062637.htm
1 /28/2005
POUDRE RIVER TEST AREA
I
' APPENDIX G
(RIPRAP SIZING)
77
LJ
Stantec
Riprap Calculations — 1 tikwlr i3oA f4&tvtyt—
UDFCD Criteria Manual Major Drainage -105
Q
d50
1764 11
0.337271 (a T(Ak ✓L
Doy�hle
Joy, 12 X q C.�✓N
yt
9.14 Ki PIILP
H
9
W
eqn
24
0.014 0.014
= b • O i94
C""
J
('la,�,. ViA j'+S�'Yl1
Jan , I
C" ✓w+
= �J( N )-S
( A /5 6U Cross sQ c4-)N-L_, 58(,q
vv
29,
3 = 18,
SEAR -BROWN
I
I
Poudre Rest Area
Al
Updated: 28-Jan-05
By: AGM 187010140
Checked:
Pipe Diameter: D 1 B in Soil Type: Erosion Resistant Soil (Clay)
Discharge: Q 2.7 cfs Max Velocity: V 7.7 fUsec
Tailwater': y 0.6 ft unknown)
Assume that y=0.4'D If tailwater conditions are unknown
1. Required riprap type:
Q/D2.5 = 0.98 < 6 —> use design charts
D = 1.50 ft
YUD = 0.40
Q/D^1.5 = 1.47
d50 = 1.22 in --> 0 in
—> Use geotextile or minimum riprap gradation.
2. Expansion Factor:
1/2tanO= 6.68
3. Riprap Length:
. At = Q/V = 0.35 ft2
L = 1/2tanO ` (At/Yt - D) _ -6 ft
4. Governing Limits:
L>3D 5 ft
L < 10D 15 ft
5. Maximum Depth:
Depth = 2d50 = 2 (0 in / 12) = 0 ft
increase length to 5 ft
_> -6 ft --> OK
6. Bedding:
Use 1 ft thick layer of Type II (CDOT Class A) bedding material.
7. Riprap Width:
Width = 3D = 3 (18 in /12) = 5 ft
(Extend riprap to minimum of culvert height or normal channel depth.)
Summary:
' geotextile or minimum riprap
gradation.
Length = 5 ft
Depth = 0 ft
Width = 5 ft
Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105
' V:\52817FACTIVE\181700038\DATA\DRAINAGE\RIPRAP1-28-05W1.XLS
I
SEAR BROWN
Poudre Rest Area
A2
Updated: 28-Jan-05
Pipe Diameter: D 18 in
Discharge: Q 4.2 cfs
Tailwater*: V 0.6 ft (unknown)
* Assume that y=0.4*D if tailwater conditions are unknown
1. Required riprap type:
By: AGM 187010140
Checked:
Soil Type: Erosion Resistant Soil (Clay)
Max Velocity: V 7.7 ft/sec
'
Q/D2.1 =
1.52 < 6 —> use design charts
D =
1.50 ft
Yt/D =
0.40
'
Q/DA1.5 =
2.29
d50 =
1.89 in —> 0 in
--> Use
geotextile or minimum rioraa gradation.
'
2. Expansion Factor:
1
1/2tanO = 6.15
3. Rpprap Length:
At = QN = 0.55 ft2
L = 1/2tanO * (AUYt - D) _ 4 ft
4. Governing Limits:
L>3D 5 ft
L < 100 15 ft
5. Maximum Depth:
Depth = 2d50 = 2 (0 in / 12) = 0 ft
increase length to 5 ft
_> -4 ft --> OK
6. Bedding:
Use 1 ft thick layer of Type II (CDOT Class A) bedding material.
7. Riprap Width:
Width = 3D = 3 (18 in /12) = 5 ft
(Extend riprap to minimum of culvert height or normal channel depth.)
Summary:
' geotextile or minimum riprap
gradation.
' Length = 5 ft
Depth = 0 ft
Width = 5 ft
Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105
' V:1.52817F\ACTIVE\181700038\DATA\DRAINAGE\RIPRAP1-28-05\A2.XLS
I
SEAR -BROWN
Poudre Rest Area
' AB
Updated: 28-Jan-05
Pipe Diameter: D 30 in
Discharge: Q 62.6 cfs
Tailwater`: V 1.0 ft (unknown)
' " Assume that y=0.4'D if tailwater conditions are unknown
1. Required riprap type:
By: AGM 187010140
Checked:
Soil Type: Erosion Resistant Soil (Clay)
Max Velocity: V 7.7 fUsec
'
Q/D2.1 =
6.33
SUPERCRITICAL DESIGN --use equiv. Da
Da =
1.25
ft
Yn = ft
Yt/Da =
0.80
VERIFY PIPE FLOW DEPTH
'
Q/DA1.5 =
44.79
d50 =
16.16
in ------->
18 in
> Use Type
H (Class 18) riprap
'
2.
Expansion Factor:
'
1/2tanO =
#N/A
3.
Riprap Length:
At = ON =
8.13
ft2
L = 1 /2tanO '
(At/Yt - D) _
#N/A
It
4.
Governing Limits:
L > 3D
8
ft
#N/A
'
L < 10D
25
ft
#N/A
5.
Maximum Depth:
'
Depth = 2d50 = 2 (18
in / 12) =
3
It
6. Bedding:
Use 1 ft thick layer of Type II (CDOT Class A) bedding material.
' 7. Riprap Width:
Width = 3D = 3 (30 in /12) = 8 ft
(Extend riprap to minimum of culvert height or normal channel depth.)
Summary:
Type H (Class 18) riprap
'
Length = #N/A ft
Depth = 3 ft
Width = 8 ft
Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105
' V'.\52817F\ACTIVE\181700038\DATA\DRAINAGE\RIPRAP 1-28-05\AB.XLS
SEAR BROWN
Poudre Rest Area
B1
Updated: 28-Jan-05
Pipe Diameter: D 24 in
Discharge: Q 12.6 cfs
Tailwater': y 0.8 ft (unknown)
" Assume that y=0.4"D if tailwater conditions are unknown
1. Required riprap type:
By: AGM 187010140
Checked:
Soil Type: Erosion Resistant Soil (Clay)
Max Velocity: v 7.7 ft/sec
'
Q/D2 5 =
2.23
< 6 —> use design charts
D =
2.00
ft
Yt/D =
0.40
'
Q/DAl.5 =
4.45
d50 =
3.69
in —> 6 in
—> Use Type
VL
(Class 6) riprap
'
2. Expansion Factor:
1l2tanO = 5.39
3. Riprap Length:
At = QN = 1.64 ft2
L = 1/2tanO ` (At(Yt - D) = 0 ft
4. Governing Limits:
L>3D 6 ft
L<10D 20 ft
5. Maximum Depth:
Depth = 2d50 = 2 (6 in / 12) = 1 ft
6. Bedding:
increase length to 6 ft
_> Oft --> OK
Use 1 ft thick layer of Type II (CDOT Class A) bedding material.
7. Rpprap Width:
Width = 3D = 3 (24 in /12) = 6 ft
(Extend riprap to minimum of culvert height or normal channel depth.)
Summary:
' Type VL (Class 6) riprap
Length = 6 ft
' Depth = 1 ft
Width = 6 ft
Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105
' V:\52817F\ACTIVE\181700038\DATA\DRAINAGE\RIPRAP7-28-05\B1.XLS
' SEAR -BROWN
Poudre Rest Area By: AGM 187010140
' B2 Checked:
Updated: 28-Jan-05
' Pipe Diameter: D 18=inSoil Type: Erosion Resistant Soil (Clay)
Discharge: Q 4.2 Max Veloci v 7.7 ft/sec
Tailwater`: 06
' ' Assume that y=0.4"D if tailwater conditions are unknown
1. Required riprap type:
'
Q/D2.5 =
1.52 < 6 --> use design charts
D =
1.50 ft
YUD =
0.40
'
Q/D^1.5 =
2.29
d50 =
1.89 in -----> 0 in
> Use
geotextiie or minimum riprap gradation.
'
2. Expansion Factor:
1/2tanO= 6.15
3. Riprap Length:
At = QN = - 0.55 ft2
L = 1 /2tanO ' (At/Yt - D) _ -4 ft
4. Governing Limits:
L>3D 5 ft
L<1OD 15 ft
5. Maximum Depth:
Depth = 2d50 = 2 (0 in / 12) = 0 ft
increase length to 5 ft
_> -4 ft --> OK
' 6. Bedding:
Use 1 ft thick layer of Type II (CDOT Class A) bedding material.
1
7. Rpprap Width:
Width = 3D = 3 (18 in /12) = 5 ft
(Extend riprap to minimum of culvert height or normal channel depth.)
Summary:
geotextile or minimum riprap
gradation.
' Length = 5 ft
Depth = 0 ft
Width = 5 ft
Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105
' V:\52817F\ACTIVE\181700038\DATA\DRAINAGE\RIPRAP1-28.05\B2.XLS
SEAR -BROWN
'oudre Rest Area
Iis 28-Jan-05
�Diameter: D 18 n
harge: Q 5.7 cfs
ailwater' y 0.6 ft (unknown)
1sume that y=0.4'0 if tailwater conditions are unknown
. Required riprap type:
1
Lpansion Factor:
By: AGM 187010140
Checked:
Soil Type: Erosion Resistant Soil (Clay)
Max Velocity: V 7.7 ftisec
Q/D2 5 = 2.07 < 6 --> use design charts
D =
1.50 ft
Yt/D =
0.40
Q/D^1.5 =
3.10
d50 =
2.57 in — ----- > 0 in
---> Use
geotextile or minimum riprap gradation.
' 1/2tan0= 5.58
Riprap Length:
' At = Q/V = 0.74 . ft2
L = 1/2tane ' (AtlYt - D) _ -1 ft
Uverning Limits:
L>3D 5 ft
' L < 10D 15 ft
Maximum Depth:
increase length to 5 ft
=> -1 ft —> OK
' Depth = 2d50 = 2 (0 in / 12) = 0 ft
�edding:
Use 1 ft thick layer of Type II (CDOT Class A) bedding material.
I'liprap Width:
Width = 3D = 3 (18 in /12) = 5 ft
' (Extend riprap to minimum of culvert height or normal channel depth.)
iummary:
' geotextile or minimum riprap
gradation.
' Length = 5 ft
Depth = 0 ft
Width = 5 ft
Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105
IZ2817F1ACTIVE\181700038\DATA\DRAINAGE\RI PRAPI-28-05\B3.XLS
L
SEAR -BROWN
1
1
Poudre Rest Area
C1
Updated: 28-Jan-05
Pipe Diameter: D 18 in
Discharge: Q 6.8 cfs
Taiwwater': y 0.6 ft (unknown)
' Assume that y=0.4`D if tailwater conditions are unknown
1. Required riprap type:
2. Expansion Factor:
By: AGM 187010140
Checked:
Soil Type: Erosion Resistant Soil (Clay)
Max Velocity: y 7.7 fUsec
Q/D25 =
.2.47
< 6 —> use design charts
D =
1.50
ft
YUD =
0.40
Q/DAl.5 =
3.70
d50 =
3.07
in ----> 6 in
--> Use Type
VL
(Class 6) riprap
'
1/2tanO=
5.10
3.
Riprap Length:
At = QN =
0.88
ft2
L = 1/2tanO " (At(Yt - D) =
0
ft
'
4.
Governing Limits:
L> 3D
5
ft increase length to 5 ft
'
L<10D
15
ft=>0ft—>OK
S.
Maximum Depth:
'
Depth = 2d50 = 2 (6 in / 12) =
1
ft
'
6.
Bedding:
Use 1 ft thick layer of Type
II
(CDOT Class A) bedding material.
' 7. Riprap Width:
Width = 3D = 3 (18 in /12) = 5 ft
' (Extend riprap to minimum of culvert height or normal channel depth.)
Summary:
Type VL (Class 6) riprap
Length = 5 ft
Depth = 1 ft
Width = 5 ft
Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105
' V:\52817F\ACTIVE\181700038\DATA\DRAINAGE\RIPRAPt-28-05\C1.XLS
SEAR -BROWN
I
Poudre Rest Area
CF
Updated: 28-Jan-05
Pipe Diameter: D 18 in
Discharge: Q 0.2 cfs
Tailwater y 0.6 ft (unknown)
Assume that y=0.4'D if tailwater conditions are unknown
1. Required riprap type:
- By: AGM 187010140
Checked:
Soil Type: Erosion Resistant Soil (Clay)
Max Velocity: v 7.7 ft/sec
'
Q/D2.5 =
0.07 < 6 --> use design charts
D =
1.50 ft
YUD =
0.40
'
Q/D^1.5 =
0.11
d50 =
0.09 in -------> 0 in
> Use
geotextile or minimum riprap gradation.
'
2. Expansion Factor:
1
1
1
1/2tanO= #N/A
3. Riprap Length:
At = QN = 0.03 ft2
L = 1/2tanO' (At/Yt - D) _ #N/A ft
4. Governing Limits:
L > 3D 5 ft
L < 10D 15 ft
5. Maximum Depth:
Depth = 2d50 = 2 (0 in / 12) = 0 ft
#N/A
#N/A
6. Bedding:
Use 1 ft thick layer of Type II (CDOT Class A) bedding material.
7. Riprap Width:
Width = 3D = 3 (18 in /12) = 5 ft
(Extend riprap to minimum of culvert height or normal channel depth.)
Summary:
' geotextile or minimum riprap
gradation.
t Length = #N/A ft
Depth = 0 ft
Width = 5 ft
Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105
' V:\52817MACTIVE\181700038\DATA\DRAINAGE\RI PRAP 1 -28-05\CF.XLS
' SEAR -BROWN
Poudre Rest Area By: AGM 187010140
' D1 Checked:
Updated: 28-Jan-05
' Pipe Diameter: D 18 in Soil Type: Erosion Resistant Soil (Clay)
Discharge: Q 13.8 cfs Max Velocity: v 7.7 ft/sec
Taiwwater`: y 0.6 ft unknown
Assume that y=0.4'D if tailwater conditions are unknown
1. Required riprap type:
' Q/D2.1 = 5.01 < 6 --> use design charts
D= 1.50 ft
Yt/D = 0.40
' Q/DAl.5 = 7.51
d50 = 6.23 in -------> 9 in
---> Use Tvpe L (Class 9) riprap
' 2. Expansion Factor:
1
IJ
1/2tanO = 2.40
3. Riprap Length:
At = Q/V = 1.79 ft2
L = 1/2tanO * (At/Yt - D) = 4 ft
4. Governing Limits:
L> 3D 5 ft increase length to 5 ft
L<10D 15 ft =>4ft—>OK
S. Maximum Depth:
Depth = 2d50 = 2 (9 in / 12) = 1.5 ft
6. Bedding:
Use 1 ft thick layer of Type II (CDOT Class A) bedding material.
7. Riprap Width:
Width = 3D = 3 (18 in /12) = 5 ft
(Extend riprap to minimum of culvert height or normal channel depth.)
Summary:
' Type L (Class 9) riprap
' Length = 5 ft
Depth = 1.5 ft
Width = 5 ft
Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105
' V:152817F\ACTIVE\181700038\DATA\DRAINAGE\RIPRAP1-28-05\131ALS
tSEAR
-BROWN
Poudre Rest Area
By: AGM 187010140
E1
Checked:
'
Updated: 28-Jan-05
24 in
Soil Type:
Erosion Resistant Soil (Clay)
Pipe Diameter: D
'
Discharge: Q
13.8 cfs
Max Velocity:
V 7.7 ft/sec
Tailwater': y
0.8 ft unknown
Assume that y=0.4`D if tailwater conditions are unknown
1. Required riprap type:
Q/D2.5 = 2.44 < 6 --> use design charts
D = 2.00 ft
Yt/D = 0.40
'
Q/D^1.5 = 4.88
d50 = 4.04 in -------> 6
in
> Use Tvpe VL (Class 6) riorao
2. Expansion Factor:
1
L
1
1
1/2tan0 = 5.13
3. Rpprap Length:
At = QN = 1.79 ft2
L = 1/2tan0' (At(Yt - D) = 1 ft
4. Governing Limits:
L>3D 6 ft
L<10D 20 It
5. Maximum Depth:
Depth = 2d50 = 2 (6 in / 12) = 1 ft
increase length to 6 ft
=> 1 ft —> OK
6. Bedding:
1 Use 1 ft thick layer of Type II (CDOT Class A) bedding material.
1
7. Riprap Width:
Width = 3D = 3 (24 in 112) = 6 ft
(Extend nprap to minimum of culvert height or normal channel depth.)
Summary:
Type VL (Class 6) riprap
' Length = 6 ft
Depth = 1 ft
Width = 6 ft
1
Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105
' V:\52817F\ACTIVE\1817D0038\DATA\DRAINAGE\RIPRAP1-28-05\E1.XLS
SEAR -BROWN
I
I
1
Poudre Rest Area
F
Updated: 28-Jan-05
Pipe Diameter: D 18 in
Discharge: Q 7.9 cfs
Tailwater": y 0.6 ft (unknown)
' Assume that y=0.4'D if tailwater conditions are unknown
1. Required riprap type:
By: AGM 187010140
Checked:
Soil Type: Erosion Resistant Soil (Clay)
Max Velocity: V 7.7 ftisec
'
Q/D2.5 =
2.87
< 6 —> use design charts
D =
1.50
ft
YUD =
0.40
'
Q/DA1.5 =
4.30
d50 =
3.56
in -----> 6 in
--> Use Type
VL
(Class 6) riorao
'
2. Expansion Factor:
'
1/2tan0=
4.61
3. Riprap Length:
At = ON =
1.03
ft2
L = 1/2tan0'
(At/Yt - D) =
1
ft
' 4. Governing Limits:
L> 3D 5 ft increase length to 5 ft
L<10D 15 ft =>1ft—>OK
S. Maximum Depth:
' Depth = 2d50 = 2 (6 in / 12) = 1 ft
6. Bedding:
Use 1 ft thick layer of Type II (CDOT Class A) bedding material.
' 7. Riprap Width:
Width = 3D = 3 (18 in /12) = 5 ft
' (Extend riprap to minimum of culvert height or normal channel depth.)
Summary:
' Type VL (Class 6) riprap
Length = 5 ft
' Depth = 1 ft
Width = 5 ft
Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105
' V:\52817FV\CTIVE\181700038\DATA\DRAINAGE\RIPRAP7-28-05\F.XLS
'
SEAR -BROWN
Poudre Rest Area
By: AGM 187010140
G
Checked:
'
Updated: 28-Jan-05
18 in
Soil Type:
Erosion Resistant Soil (Clay)
Pipe Diameter: D
Discharge: Q
7.9 cfs
Max Velocity:
V 7.7 ft/sec
Tailwater*: y
0.6 ft unknown
'
* Assume that y=0.4*D if tailwater conditions are unknown
1. Required riprap type:
'
Q/D2.5 = 2.87 < 6 --> use design charts
D= 1.50 ft
Yt/D = 0.40
'
Q/D^1.5 = 4.30
d50 = 3.56 in ------> 6
in
---> Use Type VL Klass 6) riprap
'
2. Expansion Factor:
1
L
1/2tan0= 4.61
3. Rpprap Length:
At = Q/V = 1.03 ft2
L = 1/2tan0 * (At/Yt - D) = 1 ft
4. Governing Limits:
L>3D 5 ft
L < 10D 15 ft
5. Maximum Depth:
Depth = 2d50 = 2 (6 in / 12) = 1 ft
increase length to 5 ft
=>1ft—>OK
6. Bedding:
Use 1 ft thick layer of Type II (CDOT Class A) bedding material.
7. Riprap Width:
Width = 3D = 3 (18 in /12) = 5 ft
(Extend riprap to minimum of culvert height or normal channel depth.)
Summary:
' Type VL (Class 6) riprap
' Length = 5 ft
Depth = 1 ft
Width = 5 ft
1
Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105
' V:\52817FV\CTIVE\181700038\DATA\DRAINAGE\RIPRAPt-28-05\G.XLS
SEAR -BROWN
Poudre Rest Area
BBC
Updated: 28-Jan-05
' Pipe Diameter: D 18 in
Discharge: Q 0.73 cfs
Taiwwater': y 0.6 ft unknown
Assume that y=0.4`D if tailwater conditions are unknown
1. Required riprap type:
By: AGM 187010140
Checked:
Soil Type: Erosion Resistant Soil (Clay)
Max Velocity: V 7.7 ft/sec
OJD2.5 =
0.26
< 6 —> use design charts
D =
1.50
ft
Yt/D =
0.40
'
Q/D^1.5 =
0.40
d50 =
0.33
in —> 0 in
--> Use
geotextile or minimum riprap gradation.
'
2. Expansion Factor:
1/2tan0=
#N/A
3. Riprap Length:
At = QN =
. 0.09
ft2
L = 1 /2tan0 "
(At/Yt - D) =
#N/A
ft
' 4. Governing Limits:
L > 3D 5 ft #N/A
' L < 10D 15 ft #N/A
5. Maximum Depth:
Depth = 2d50 = 2 (0 in / 12) = 0 ft
6. Bedding:
1 Use 1 ft thick layer of Type II (CDOT Class A) bedding material.
7. Riprap Width:
Width = 3D = 3 (18 in /12) = 5 ft
(Extend riprap to minimum of culvert height or normal channel depth.)
Summary:
' geotextile or minimum riprap
gradation.
' Length = #N/A ft
Depth = 0 ft
Width = 5 ft
Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105
V:\52817FV\CTIVE\181700038\DATA\DRAINAGE\RIPRAP1-28-05\BBC.xLS
IPOUDRE RIVER REST AREA
1
1
J
i
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11
1
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APPENDIX H
WATER QUALITY GRASS SWALE
1
No Text
I
Project Description
' Worksheet
Flow Element
Water Quality
Trapezoidal Cha
Method
Manning's Fonni
Solve For
Channel Depth
1
1
Water Quality Grass Swale ("G•')
Worksheet for Trapezoidal Channel
Input Data
Mannings Coeffic
0.050
Channel Slope
004000 ft/ft
Left Side Slope
4.00 H : V
Right Side Slope
4.00 H : V r ,�
Bottom Width
80.00 ft A, d�'nAIV11 M wl,% Wl
Discharge
1.14 cfs --V Z&r,—
'
Results
Depth
0.05 ft 4— t'liI ��
f � t L
�,rt�k A-"t+�t. ihk4oAt- Wl,\U-,G."`�-
Flow Area
4.3 ft-
p`o)t5- y ma--K
�--�n
'
Wetted Perim,
Top Width
80.44 ft
80.43 ft
1
Critical Depth
0.02 It
Critical Slope
0.134266 fttft
R 1.6
Velocity
0.27 fUs
5
'
Velocity Head
0.00 ft
Specific Eneq
0.05 ft
Froude Numb
0.20
'
Flow Type
Subcritical
' Ve9efa.�An �yG�05e0 v� SY�wt4 lrt K(+u �aravr �I
'l1tt�1 w cf rawntiofc� scdiMapti,+tm`b�� fl�`p'� nLJ� AaL—t
LIT 1"'(
I
I
I
I
I
Project Engineer. Alicia Forward
' vA... %data%drainege\ftowmastertwq swale.fm2 Sear -Brown Group FlowMaster v7.0 [7.0005)
01/28/05 05:23:41 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
Water Quality Grass Swale ("G")
Worksheet for Trapezoidal Channel
Project Description
Worksheet
Water Quality
Flow Element
Trapezoidal Cha
Method
Manning's Formi
Solve For
Channel Depth
Input Data
Mannings Coeffic
0.050
Channel Slope
004000 ft/ft
Left Side Slope
4.00 H : V
Right Side Slope
4.00 H : V
Bottom Width
80,00 ft
Discharge
6.62 cis 00 ' W
Results
Depth
0.15 ft
Flow Area
12.4 W
Wetted Perim,
81.26 ft
Top Width
81.23 ft
Critical Depth
0.06 ft
Critical Slope
0.094512 ft/ft
Velocity
0.54 ft/s
Velocity Head
0.00 ft
Specific Enerc
0.16 ft
Froude Numb.
0.24
Flow Type
Subcrftical
Project Engineer: Alicia Forward
v:\...\data\drainage\flowmaster\wq swale.fm2 Sear -Brown Group FlowMaster v7.0 17.00051
01/28/05 05:24:07 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
' STRUCTURAL BEST MANAGEMENT PRACTICES DRAINAGE CRITERIA MANUAL (V. 3)
1
1
17
1
1
1
1
2.0 GRASS SWALE (GS) — SEDIMENTATION FACILITY
2.1 Description
A grass swale (GS) sedimentation facility is an integral part of the MDCIA development concept. They
are densely vegetated drainageways with low-pitched sideslopes that collect and slowly convey runoff.
Design of their longitudinal slope and cross-section size forces the flow to be slow and shallow, thereby
facilitating sedimentation while limiting erosion. Berms or check dams should be installed perpendicular
to the flow as needed to slow it down and to encourage settling and infiltration.
2.2 General Application
A GS can be located to collect overland flows from areas such as parking lots, buildings, residential
yards, roadways and grass buffer strips (Bs). They can be made a part of the plans to minimize a
directly connected impervious area by using them as an alternative to a curb -and -gutter system. A GS is
set below adjacent ground level, and runoff enters the swales over grassy banks. The potential exists for
wetland vegetation to become established if the swale experiences standing water or if there is a base
flow. If that condition is possible, consider the use of underdrains. A site with a base flow should be
managed as either a swale with an unlined trickle channel, or as a wetland bottom channel, the latter
providing an additional BMP to stormwater runoff.
2.3 Advantages/Disadvantages
2.3.1 General. A GS, which can be more aesthetically pleasing than concrete or rock -lined drainage
systems, is generally less expensive to construct. Although limited by the infiltration capacity of local
soils, this BMP can also provide some reduction in runoff volumes from small storms. Dense grasses can
reduce flow velocities and protect against erosion during larger storm events. Swales in residential and
commercial settings can also be used to limit the extent of directly connected impervious areas.
S-8 9-1-99
Urban Drainage and Flood Control District
' DRAINAGE CRITERIA MANUAL (V. 3) STRUCTURAL BEST MANAGEMENT PRACTICES
The disadvantages of using GSs without underdrains include the possibility of soggy and wet areas in
' front yards, the potential for mosquito breeding areas, and the potential need for more right-of-way than
is needed for a storm sewer.
' 2.3.2 Physical Site Suitability. A GS is practical only at sites with general ground slopes of less than
4 percent and are definitely not practical for sites steeper than 6 percent. The longitudinal slopes of a GS
' should be kept to less than 1.0 percent, which often necessitates the use of grade control checks or drop
structures. Where the general terrain slope exceeds 4 percent, a GS is often practical only on the
' upslope side of the adjacent street.
When soils with high permeability (for example, Class A or B) are available, the swale will infiltrate a
' portion of the runoff into the ground, but such soils are not required for effective application of this BMP.
When Class C and D soils are present, the use of a sand/gravel underdrain is recommended.
' 2.3.3 Pollutant Removal. Removal rates reported in literature vary and fall into the low to medium
range. Under good soil conditions and low flow velocities, moderate removal of suspended solids and
' associated other constituents can be expected. If soil conditions permit, infiltration can remove low to
moderate loads of soluble pollutants when flow velocities are very low. As a result, small frequently
occurring storms can benefit the most. See Table SQ-6 in the Stormwater Quality Management chapter
�( for estimated ranges in pollutant removal rates by this BMP.
' 2.4 Desion Considerations and Criteria
Figure GS-1 shows trapezoidal and triangularswale configurations. A GS is sized to maintain a low
' velocity during small storms and to collect and convey larger runoff events, all for the projected fully
developed land use conditions. If the design flows are not based on fully developed land conditions, the
swales will be undersized and will not provide the intended pollutant removal, flow attenuation, or flow
' conveyance capacity.
' A healthy turf grass cover must be developed to foster dense vegetation. Permanent irrigation in some
cases may be necessary. Judicious use of GSs can replace both the curb -and -gutter systems and greatly
reduce the storm sewer systems in the upper portions of each watershed when designed to convey the
' "initial storm" (for example, a 2- or a 5-year storm) at slow velocities. However, if one or both sides of the
GS are also to be used as a GB, the design of the GB has to follow the requirements of Section 1. Grass
' Buffers.
1
' 9-1-99 S-9
Urban Drainage and Flood Control District
' STRUCTURAL BEST MANAGEMENT PRACTICES DRAINAGE CRITERIA MANUAL (V. 3)
'
2.5 Design Procedure and Criteria
n
GS design and criteria.
The following steps outline the
procedure
1. Design Discharge
Determine the 2-year flow rate in the proposed GS using hydrologic
'
procedures described in Volume 1 of the USDCM.
2. Swale Geometry
Select geometry for the GS. The cross section should be either
trapezoidal or triangular with side slopes flatter than 4:1 (Horizontal/
'
Vertical), preferably 5:1 or flatter. The wider the wetted area of the
swale, the slower the flow.
'
3. Longitudinal Slope
Maintain a longitudinal slope for the GS between 0.2 and 1.0 percent. If
the longitudinal slope requirements can not be satisfied with available
terrain, grade control checks or small drop structures must be
incorporated to maintain the required longitudinal slope. If the slope of
the swale exceeds 0.5 percent in semi -arid areas of Colorado, the swale
must be vegetated with irrigated turf grass.
4. Flow Velocity
Calculate the velocity and depth of flow through the swale. Based on
'
and Depth
Mannings equation and a Mannings roughness coefficient of n=0.05, find
the channel velocity and depth using the 2-year flow rate determined in
Step 1.
'
Maximum flow velocity of the channel shall not exceed 1.5 feet per
second and the maximum flow depth shall not exceed 2 feet at the
2-year peak flow rate. If these conditions are not attained, repeat steps 2
'
through 4 each time altering the depth and bottom width or longitudinal
01
slopes until these criteria are satisfied.
5. Vegetation
Vegetate the GS with dense turf grass to promote sedimentation,
'
filtration, and nutrient uptake, and to limit erosion through maintenance
of low flow velocities.
6. Street and
If applicable, small culverts at each street crossing and/or driveway
'
Driveway Crossings
crossing may be used to provide onsite stormwater capture volume in a
similar fashion to an EDB (if adequate volume is available).
7. Drainage and
Check the water surface during larger storms such as the 5-year
'
Flood Control
through the 100-year floods to ensure that drainage from these larger
events is being handled without flooding critical areas or residential,
'
Example
commercial, and industrial structures.
2.6 Design
t
Design forms that provide a means of documenting the design procedure are included in the Design
Forms section. A completed form follows as a design example.
1
1
' S-10 9-1-99
Urban Drainage and Flood Control District
STRUCTURAL BEST MANAGEMENT PRACTICES
DRAINAGE CRITERIA MANUAL (V.3)
1
1
1
1
1
6" Sandy Loam Turf
6" ASTM C-33 Sand
Underdrain
Depth (D) s 3 Feet
V2-yr <2.0 fps
Residual Capacity
for Larger Floods
i 2-year Flow
Depth (0) < 3 Feet
V2-yr <2.0 fps
�j Note:
Underdrain
Arrangement is
Necessary For Type
C&D Soils, Not Type
Z A&B Soils
6
Sideslope:
Z > 4(Z > 5 Prefered)
-- -- -- - --- -r ..
4" Perforated pipe in 9"
CDOT Sect. 703,
AASHTO #8
B W Coarse Aggregate
ottom Width ( )
TRAPEZOIDAL GRASS -LINED SWALE SECTION
NOT TO SCALE
SI — 0 2°k t 1 0°/
cps — . o . o Extend Alon Bank to 2-yr Flow
(drop toe to drop crest) 9
� r /Depth Plus a Minimum of 0.5 Feet
Grade Control Checks
GRASS -LINED SWALE PROFILE
NOT TO SCALE
2-year Flow
1
Residual
Capacity
t Note:
Underdrain
Z Arrangement is
Necessary For Type
C&D Soils, Not Type
A&B Soils
Sideslope:
Z> 4 (Z> 5 preferred)
6" Sandy Loam Turf
6" ASTM C-33 Sand 4" Perforated pipe in 9"
Underdrain CDOT Sect. 703,
AASHTO #8
Coarse Aggregate
TRIANGULAR GRASS -LINED SWALE SECTION
NOT TO SCALE
FIGURE GS-1
Profile and Sections of a Grass Swale
9-1-99
Urban Drainage and Flood Control District
S-11
I
1
4L;%POUDRE RIVER REST AREA
i
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1 Stantec
1
APPENDIX I
(EXISTING DRAINAGE PLANS
PROPOSED DRAINAGE PLANS
STORMWATER MANAGEMENT PLANS)
MATCHLINE
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1-800-922-1987
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Computer File Information Sheet Revisions Colorado Department of Transportation As Constructed Project No./Code
Creation Date: 6/16/04 Initials: ®t EXISTING DRAINAGE PLAN
Lost Modification pale: 7/9/04 Initials: Q _— nT 4201 E. Arkansas Ave. No Revisions: IM C060-030
Full Path: L:\JOBS\l Colorado 80222-3400 Designer:
Drawing gner:
Droving File Name: C230.O��� PamDelailer,
: FAX: Revised: 13224
® �
Arad Ver.: 2002 Scale: 1" = 50' Units:
Void: Sheet Subset: DRI Subset Sheets: 3 of 20 Sheet Number
III
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B NACRES
DESIGN PONT
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1-800-922-1987
MATCHLINE
Computer File information Sheet Revisions Colorado Department of Transportation As Constructed Project No./Code
Creation Dote: 6/16/04 Initials: (=D EAjSTING DRAINAGE PLAN
Lost Modification Dote: 7/9/04 Initials: 1=1 4201 E. Arkansas Ave. No Revisions: IM COSO-030
Full Path: L;\JOBS\181700038\PLANSET\ Denver, Colorado 80222-3400 Des�ner:
Drawing File Nam: CT230.DWG Phone: FAX: Revised: Detoiler: 13224
Acod Ver.: 2002 Scale: 1 = 50' Units: Void: Sheet Subset: DR I Subset Sheets: 4 Of 20 Sheet Number
/�.
. , . LEGEND
(
e IN NUMBER
& IN ACRES
DES*N PONT
♦. AIr --- - - _ �• �. - FLOW ARROW
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Com uter File Information Sheet Revisions Colorado Deportment of Transportation As Constructed Project No./Code
Creation Date: 6/16/04 Initials: EXISTING DRAINAGE PLAN
Lost
(� j 4201 E. Arkansas Ave. No Revisions: IM CO60-030
Full Path: th: Modification Dole: 7/g/04 Initials: Denver, Colorado 80222-3400
L:\JOBS\181700038\PLANSET\ ��� Phone: FAX: Revised: Designer:
13224
Drawing File Nome: CT230.DWGDetailer.
Acad Ver.: 2002 Scale: 1' = 50' Units: Void Sheet Subset: DRI Subset Sheets: 5 0( 20 Sheet Number
t
1
1
1
1
1
1
1
1
1
1
MATCHLINE _
I L I�GLOOORAIN
f 9 EXISTING WELCOME d Br8o; Rr -
\,�\\�Mf ^'--I CENTER P oa NGG��! .. ME II RIPRAP
CLASS A 5' f as
two 4A55 A) WIDE 5 LONG oel
--6' WIDE x 6' LONG t 5 DEPTH - STORM-D
I* RCP
TYPE R x 1' DEPTN N/ FES
�^ INLET
is yr
L/ STORM-E oP9
' . / � �:>,- \•i8•
RCP W/
-. 100' CREEK
Al II p.
/ D2 -
-, B
`. -\ - •:I:f TYPE II MPRAP /
(CDOT CLASS p) /
LON STIN-AI 1 DEPTH B D TYPE 9
TYPE R INLET e'N // MLE 10' TYPE R
=1 STORM -AI. �, I / INLET
A 18' RCP W/ fEs \STORM Ax L t„• - � / : /,h LEGEND
,, / JL / AREA INLET /f1PE II RIP W/ �5 18' ROP// ' ® HAyN NUMBER
® FG-96.7 (CDOT CLASS A) ST BASIN ACRES
woo
92.1) 18 RCP W/ ES
' / /s D' �.• ROOF i INV- S' W10E x 5' LONG r AI i �:
ORN� . 1' OEPIM Aa N' l tW RCP DESIGN POMT
/ aF owz 'N SPN-Ax-1 FLOM MROW
fl Pa POND A ®I TYPTBDaRF'
USTU-WS 3D e NDRrPRoPosExt
100 OOOPWN
PROPOSED
1IW O-rR FL00DNAY
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di1LET STRUCTURE SHEET/• iTI6•BT3YPE _
(SE
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R INLET _
," STORM 'CF' TypE 1'proRpP - —_•�- STN-92-1 ,-)
_(CDOT CLASS A) R IN I 'RAP
' S1MM- ASS 18
S WIDE K 5' LONG
TYPE 1 RIPRAP • 1 DEPTH rM 18 RCP BT POND B2d/ 9 WIDE x 10 LONG
/ (COOT CLASS A) G am W/ FES °.n /�• 3' DEPTH
_ THE VL FIPRIP � Bn
- 5' NIDE K 9' LONG � (COOT CLp55 6) aM
Is DEPTH\ I 18' RCP ea' TYPE 1I RI AP 1B' RCP
(NOT CLASS W/ IES
j 1 IS' FES W/ FES
� S' WIDE x 5' LONGG �WTLEi STRUCTURE j
1' DEPM\ e (SEE SHEET ORI3)�24' FES /
® SRN-Cl-1 � � 9T � ! / STOR
♦
18' RCP STIN-B1-1)
� /10' TYPE R INLET .,. \ ov 29' R �,�" - - / : ' A. RCP J
/ 24' RCP 5' TYPE )I I.
STIN-CI-2 A,\ STORM-Cl R MLET r
5' TYPE �• ♦ ♦ `•, R INLET ♦ 02 STMANHOLE �c
Y
\STORM -DI B' FES
'TYPE II RIPRAP
a,F an W' CREEK
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BUFFER 5 A
I
-\� X' AIDE x 5 LONG \
1DEPTH
\ / 100 TEAR
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1-800-922-1987
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Computer File Information
Sheet Revisions
Colorado
Deportment of Transpc ration
As Constructed
Project No./Code
Creation
Date:
6/16/04 Initials:
021)
®TwTT
—_ O T
4201 E. Arkansas Ave.
Denver, Colorado 80222-3400
Phone: FAX:
PROPOSED DRAINAGE PLAN
Last Modification Date: 7/9/04 Initials:
No Revisions:
IM C060-030
Full Path: L:\JOBS\181700038\PLANSET\
Revised:
Void:
Designer:
13224
Crowing File Nome: CT230.DWG
Detailer.
Acad Ver.: 2002 Scale: 1" = 50' Units:
Sheet Subset: DRI
Subset Sheets: 6 of 20
Sheet Number
- -- ----- -- -
Nll�
Creation Dale:
6/16/04
Initials:
Lost Modification Date.
7/9/04
Initials:
I=
Full Path:
L:\J0BS\l81700038\PLANSET\
Droning File Name:
CT230.DWG
Acod Ver.: 2002
Scale: I" = 50'
Units:
EXIStING WEI-t�WE
4ENTER -9
TYK K I(
CLASS A) ff
'
S' VADE.. ?.Oil
o.
4C
Colorado Department of Transportation As Constructed
JOT 4201 E. Arkansas Ave. No Revisions:
Denver, Colorado 80222-3400
Phone: FAX Revised:
Void:
LEGEND
BASIN WMBER
BASIN ACRES
DESIGN POINT
FLM ARROW
PROPOSED
BASIN (IDUNDUrf
100-M rt�v,
PROPOSED
o!if7 100-YR 1100DWAY
it
TYPE R
q
10- TYPE R
INLET
IT I ,' 'l I CEMF:A OF COOLIFlaMOO
-800-922-1987
PROPOSED DRAINAGE PLAN Project No./Code
IM C060-030
Designer: 13224
Deloilec
Sheet Subset: DR] Subset Sheets: 7 of 20 Sheet Number
-om uter rNe In Tormation
Creation Dote: 6/16/04 Initials:
Last 11o6Rcotion Date: 7/9/04 Initials:
Full Path: L:\J0BS\181700038\PLANSET\
Oro.ing File Nome: CT230.DWG
Acod Vec 2002 Scale: 1' = 50' Units:
ns
■
\
i
l
,I
Colorado
Deportment of Transportation
As Constructed
4201 E. Arkonsos Ave.
No Revisions:
Denver. Colorado 80222-3400
Revised:
awl
Phone: FAX:
Void:
PROPOSED DRAINAGE
Des'gner:
Detailer:
Sheet Subset: Subset Sheets:
o so too >o
BOALE IN FEET
LEGEND
BASIN NUMBER
to BASIN ACRES
Q DESIGN PoNI
-. FLOW ARROW
.� PROPOSED
BASH BOUNLMNY
PROPOSED
1OO-TR FLODDPWN
PROPOSED
S
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PROP D-TR FLODDNAT
CALL UTILITY NOTIFCAnON
CENTER OF COLORADD
1-800-922-1987
GYl l FVYiE4 Wy M/WNIF
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Wi fiE LEYOFAU{ME6
PLAN Project No./Code
IM C060-030
13224
8 of 20 Sheet Number
MATCHLINE �. EXISTING WELCOME
/ I I 100 YEAR �- z=' I V \ I J CENTER o KIN IROODPLAIN"``
°.y
�• , ' ;' � �. '..' n .._..�..._- 1 / J I. (COOT C^A55 a
pir. f \ : 5' WIDE 5' LONG
/ TYPE II RIPRAP
(COOT CLASS A)
/ 6 WO
E v 6' LONG J
1' DEPTH' ♦ I I I
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•. . ; ,' � � __. _ . ..... BUFFED_.- 1 n"'; 1 ;�% I �!
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1
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WIN BOUNDAR!
/ ��.. PR ED \\ F �•�•� PROPOSED
100-W FLOODPLUN
PROPOSED
x J ♦ , -. n �...� 0.5FT 100-YR ROODWAY
B0 J
`�� \ \.._ .- ct - _ ♦ � >... °'i2 "'—" o n. � � �. Y� A � ! GRAVEL MLET FILTER
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EROSIONPROTECTION
ROTECTION
PO C TYPE H RIPRAP
K
STOCPILE TYPE II RIPRAP (COOT CLASS te) \` /, EROSION BALE CHANNEL
TOP SOIL (COOT CLASS A) "IS'
0X BTWIDE x 10' LONG a% —)(— SILT FENCE
CX S' WIDE v 5' LONG °� u.n TYPE K RIPRAP j 3' DEPTH \ Ba
v i' DEPTH TYPE II RI AP POND B (COOT CLASSa.a - :.� STABILISED CONSTRUCTION
TYPE II RIPRAP °S1 8• WIDE v 6' LONG 9O ENTRANCE
(COOT CLASS A) I (COOT CLASS LONG
/
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5' N1DE v S' LONG y � � � v I' DEPTH / /( @ : \ dY - ,° ( CULVERT RIP RAP 4'%5' TYPE VL
• 1' DEPTH ♦ { -- e A/ U�,. - :'' ,A (CLASS 9)
......_ ✓
.- -� ; °9° ✓ BURIED 1e• DEPTH MY OR STRAW DRY
TYPE VL RIPRAP uLCH
MULCH (1-5A)
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CALL UTILITY NOTIFICATION
CENTER OF COLORAOO
1-800-922-1987
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Computer File Information Sheet Revisions Colorado Department of Transportation As Constructed Project No./Code
Creation Dote: 6/16/04 Initials: STORMWATER MANAGEMENT PLAN
Last Modification Dote: 7/9/04 Initiols: (m2) _ nT 4201 E. Arkansas Ave. No Revisions: IM C060-030
Denver, Colorado 80222-3400 Designer:
Full Path: V:\52817F\ACTIVE\181700038\PLANSET\ Phone: FAX: Revised: 13224
Drawing File Name: ERPLOI,DWG rr
Detailer:
Acod Ven: 2002 Scale: 1" = 50' Units: - Void: Sheet Subset: Subset Sheets: 18 of 20 Sheet Number
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Computer File Information
Sheet Revisions
Colorado Department of Transportation
As Constructed
Project No./Code
Creation Dote: 6/16/04 Initials:
R-t
STORMWATER MANAGEMENT PLAN
Lost Modification Dote: 7/9/04 Initials:
OT 4201 E. Arkansos Ave.
No Revisions:
IM C060-030
Fufl Path: V:\52817E\ACTNE\781700038\PLANSET\
t�
_—_ Denver, Colorodo 80222-3400Phone:
Des�"e`'
Droving Fle Nome: ERPL02.DWG
®
FAX:
�•'
Revised:
Detoiler.
13224
Acod Va.: 2002 Scole: 1" = 50' Units:
R—
Void:
Sheet Subset:
I Subset Sheets: 19 of 20
Sheet Number
i
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o so IN 1;
I
iSCALE IN FEET
. )1 - i1 l..e i LE"
Jf j1 tl filiN NUIBER
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DESIGN PONT
— 7 lv I I) I a � naY AIWNW
viiiiiiiiiiiiiIIII 0 0 RRonDuO
PROPOSED
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RROEosEo
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- STRAW AREA MET FLIER
-
'�yl STRAW NPR POUTLET
ROTECTION
— -- �. /" . �--' - - � EROSION PROTECTION
�L: CJ ,' EROSION DKE CHANNEL
SILT PENCE
r I 1
i '7I� t I � STA(%aZED CONSTRUCTION
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RIP R.W 5'%5' TYPE VL
(CLASS 9)
MY DR STRAW DRY
MULCH (I-5L)
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CALL UILRY NO ORA
CENIFA OF(%ILORADK)a
1.800-922-1987
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Com uter File Information Sheet Revisions Colorado Department of Transportation As Constructed STORMWATER MANAGEMENT PLAN
No./Code
Creation Dote: 6/16/04 Initials: ®-1
Lost Modification Dote: 7/9/04 Initials: — nT 4201 E. Arkansas Ave. Na Revisions: IM C060-030
Denver, Col
Full PAIN: V:\52817f\ACTNE\181700038\PLANSET\ �.�� orado 80222-3400 Designer:
Phone: FAX: Revised: 13224
Drawing File Name: ERPL03.DWG ® ,T�.,o DetaHer:
Acad Ver.: 2002 Scale: 1" = 50' Units: Void: Sheet Subset: DRI Subset Sheets: 20 of 20 Sheet Number