HomeMy WebLinkAboutDrainage Reports - 05/05/2022City of Fort Collins Approved Plans
Approved by: Wes Lamarque
Date: 5/5/2022
Fairway Lane Apartments - Fort Collins, CO
Final Drainage Report
Jensen LaPlante Development
C�,,,,,,��,,,;;y 1603 Oakridge Drive, Suite #101
PI��,�,��,� Fort Collins, CO 80525
Landscape and
Placemaking Project No. 20065
Infrastructure
Engineering
Surveying and
Mapping
Branding
Submittal Date: 1/18/2022
SAN D E RSO N��
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ST E WA RT �-
SAN D E RSO N��
STEWART �-�
r����,��
Bozeman
Denver
March 30, 2022
Ciry of Fort Collins
Stormwater Utilit��
700 Wood Street
Fort Collins, Colorado 80521
RE: Final Drainage and Erosion Control Report for
FAIRWAY LANE APARTMENTS
Dear Staf£
Sanderson Stewart is pleased to submit this Final Drainage and Erosion Control Report for your review.
This report accompanies the Final Development Plan submittal for the proposed Fairway Lane
Apartments.
This report has been prepared in accordance to Fort Collins Stormwater Criteria Manual (FCSCIV� and
serves to document the stormwater impacts associated with the proposed project. We understand that
review by the City is to assure general compliance with standardized criteria contained in the FCSCM.
If you should have any questions as you review this report, please feel free to contact us.
Sincerely,
SANDERSON STEWART
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Charles Sonnier, PI;
Senior Fngineer/Project iVlanager
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March 30, 2022
Project No. 20065
FINAL (FDP) STORMWATER MANAGEMENT REPORT
FOR
FAIRWAY LANE APARTMENTS
FORT COLLINS, COLORADO
I. Overview Narrative
The proposed project is a multi-family development that will include the construction of eight new
apartment buildings, eight garages, a clubhouse with amenities and supporting infrastructure
improvements. The purpose of this report is to identify the required stormwater management and water
qualit5� facilities for the developed site. The design standards governing this project are the Fort Collins
Stormwater Criteria Manual (FCSCIV�, Dec 201 S and the Mile High Flood District's Urban Storm
Drainage Criteria Manual (CJSDCM), Volume 1-3.
II. General Project Location
The proposed development is approximately 11 acres located at the northwest corner of the South
College lAvenue and West Fairway Lane intersection. The project site associated with this report
encompasses e�sting Parcel Nos. 9602100006, 9602100012, 9602100015, and 9602109002. More
specifically, the project site lies within the northeast corner of Section 3, Township 6 North, Range 69
West, latitude 40.5188, longitude -104.5.0785. The site is generally bounded by the Fort Collins South
Transit Center/Fossil Boulevard on the west, the Spradley Barr Ford car dealership on the north,
College Avenue on the east and Fairway� Lane on the south. Surrounding properties include: the Spradley
Barr Ford car dealership adjacent to the property on the north side, Woodley's Fine Furniture,
Worldpac, and Florida Tile on the south side of Fairwav Lane Road, and VCA Fort Collins rinimal
Hospital, and Fossil Ridge Animal Hospital east of South College Avenue. The existing project site is
undeveloped and has several mature trees with the ground cover consisting of small shrubs and grasses.
Refer to Appendi� A for a Vicinity map.
III. Existing Site Information
Ma�ar Basin Descri�tion
This property is located within the City of I'ort Collins Fossil Creek Drainage Basin that outfalls to the
Poudre River drainage basin which is a majar tributary to the South Platte Rivet.
Sub-Basin Descri�tion
The site is mostly flat to minimally sloped. Generally, runoff from the site sheet flows to the east and
south to the e�sring detention pond, travels through an ezisting 15" RCP pipe to a water quality facility�
on the Woodlev's property south of Fairway Lane. The flow is then conveyed through a curb chase onto
College Avenue where it is picked up by curb inlets approximately 700 feet south and 1400 feet south of
the L�'oodley's property, and ultimately� discharges into Fossil Creek. Flow then conveys southeast
appro�mately 2.5 miles to the I'ossll Creek Reservoir and then another 0.5 miles from the Tossil Creek
Reservoir Outlet to the Cache La Poudre River.
FainUay Lane Apartments March 30, 2022 Page 1
Project No. 2Q065
This project site sits within the FF.MA Zone X, flrea of Minimal flood Hazard, per FEMA FIRM Maps
08069C1000I', dated December 19, 2006.
According to the NRCS website, the site consists of primarily Nunn cla5� loam, 1 to 3 percent slopes,
and Fort Collins loam, 0 to 3 percent slopes, both classified as Type C soils. The soils have an erodibility
factor of 0.28 to 0.43 which suggests a moderate susceptibility to sheet and rill erosion by runoff.
Refer to Appendix A for soil data and floodplain map.
IV. Project Description
The proposed project will consist of eight new multi-family buildings, eight garages, and one clubhouse.
Proposed utility improvements will consist of storm sewer, sanitary sewer, and waterline improvements.
Surface improvements will include driveway, parking lot, landscaped areas and concrete sidewalk
surrounding the buildings. Off-site improvements will mainly consist of adjacent side�valks, a driveway
connection, and an emergency access connection on the north side of the site connecting to the adjacent
property. Refer to Appendi� A for Site Plan.
V. Drainage Design Criteria
A. Regulations/Development Criteria
The design standards governing this project are the Fort Collins Stormwater Criteria Manual
(FCSCIV�, Dec 2018 and the Mile High Flood District's Urban Storm Drainage Criteria Manual
(LJSDCIV�, Volume 1-3.
B. Four-Step Process
The overall stormwater management strategy to be employed with the proposed project will
utilize the "Four Step Process" to minunize adverse unpacts of urbanization on receiving
waters. The following is a description of how the proposed development will incorporated
each step.
Ste� 1— Em�lo�- Runoff Reduction Practices
Several techniques will be urilized with the proposed development to facilitate the reduction of
runoff peaks, volumes, and pollutant loads by implementing multiple Low Impact
Development (LID) strategies. Proposed techniques will include providing landscaped islands
and buffer areas throughout the site to reduce the overall impervious area, to minimize directly
connected impervious areas (MDCIA) and to grade the site such that runoff is routed over a
longer distance to increase the time of concentration.
Ste� 2— Im�lement BMPs That Provide a Water Oualit�Ca�ture Volume (WOCVI with Slow
Release
The efforts taken in Step 1 will facilitate the reduction of runoff; however, urban
development of this intensit�� will still generate stormwater runoff that will require additional
BMPs and water qualiry. The majority of stormwater runoff from the site will ultimately Ue
treated by the proposed detention pond with an associated outlet structure on the southeast
corner of the properry. The detention pond will act as a sedimentation basin by allowing for
the sediment, fines and pollution suspended in the stormwater to setde out before being
released downstream.
FainUay Lane Apartments March 30, 2022 Page 2
Project No. 2Q065
Ste� 3 — Stabilize Streams
There are no major wet drainage conveyances within the subject properry.
Step 4— Im�lement Site Specific and Other Source Control B1�1Ps
The proposed project will improve upon site specific source controls compared to historic
conditions: The proposed development will provide water quality treatment measures; thus,
eliminating sources of potential pollution previously left eaposed to weathering and runoff
processes. The site-specific measure for this project that will provide a higher level of water
qualiry treatment (LID) will consist of (2) sub-surface StormTech systems, one located north
central of the site divided into an east and west system, and one located to the south of the site.
C. Hydrological Criteria
1. The City of Fort Collins Rainfall Intensity-Duration-Frequency Curves, as depicted
in r'igure 3.4-1 of the FCSCM, serve as the source for all hydrologic computations
associated with the proposed development. Tabulated data contained in Table 3.4-1
in the FCSCM has been utilized for Rational Method runoff calculations. Refer to
Appendix B for criteria used.
2. The Rational Method will be utilized to compute stormwater runoff utilizing
coefficients and calculation methods contained in Chapter 5, Section 3.2 of the
FCSCM.
3. Three separate design storms will be utilized to address distinct drainage scenarios.
The first design storm event analyzed was the "Minor," or "Initial" Storm, which
has a 2-year recurrence interval. The second event considered is the "Major Storm,"
which has a 100-year recurrence interval. The third storm computed, for
comparison purposes only, was the 10-j�ear event.
4. The project site falls within the Fossil Creek Drainage Basin. According to the City
of Fort Collins, the developed release rate from the stie must be a maximum 0.2
cfs/acre.
5. No other assumptions or calculation methods have been used with this
development that are not referenced by current City of Fort Collins criteria.
6. Per recent meetings with City Stormwater staff, it was discussed that the preferred
outfall would be to utilize the e�sting Weberg PUD outfall pipe that discharges to
the south across the Woodly's parking lot that ultimately collects in a water quality
pond near the southeast corner of the parking lot and discharges to the South
College Avenue right-of-way. Most, if not all, of the esisting outfall pipe across the
Woodly's parking lot lies witlun an e�sting access and drainage easement.
Coordination with `�'oodly's Furniture store ownership and Water Utilities
Development Review has been completed regarding discharging to this pipe and
agreements put in place for maintenance of the storm pipe. Refer to Appendix F for
excerpt of Weberg PUD Drainage Report and Plat.
FainUay Lane Apartments March 30, 2022 Page 3
Project No. 2Q065
D. Hydraulic Criteria
All drainage and LID facilities proposed with the project are designed in accordance
with criteria outlined in the FCSCM and/or the USDCM. Refer to Appendix B for
Rational Method calculation.
E. Modifcations of Criteria
The proposed development is not requestin� any modificarions to criteria at this
time.
VI. Proposed Drainage Facilities
A. General Concept
The intent of the proposed design is to safely and adequately convey the minor and major
design storm given the site's existing constraints that were previously mentioned.
Stormwater from the project site will be collected into a proposed pond at the
southeast corner of the site. This will serve as detention and provide standard water
qualiry treatment for the contriUuting basins totaling appro�mately 10.8-acres.
2. A more detailed description of the projects sub-basins and drainage patterns is
provided below.
B. Specifc Details
The proposed storm drainage system will collect runoff via sheet flow, curb and gutter and
drainage pans and convev to proposed area and curb inlets. The storm drain piping will then
convey the collected stormwater to the proposed detention pond on the southeast corner of the
properry. Three total outfall pipes are proposed to discharge into the proposed detention pond.
The basins contributory to the proposed detenrion pond and the off-site basins are described
below.
There are nineteen (19) total sub-basins analyzed for this project. Seventeen (1�
basins will be collected in the proposed storm system and detention pond while the
two (2) remaining basins consist of areas that cannot be captured and detained but
instead will flow to South College Avenue. These basins are further described below.
Sub-Basin Nos. 1 throu�h 4 and Nos. 6 throu�h 17: These sub-basins total to
appro�imately 10.8 acres and are proposed to be collected in various storm inlets
throughout the site via sheet flow, curb and gutter and drainage pans. The flow will
then be piped to two (2) outfalls into the proposed detention pond. These basins
generally are comprised of rooftop, driveway and parl�ing lot, sidewalls, and
landscaping. The percent composite imperviousness for these basins is approximately
61 %.
Sub-Basin 5: This sub-basin totals to approximately 0.82 acres and consists of the
southeast side of the transit center, the east half of Fossil Blvd, and the north side of
Fairway Lane. The runoff is proposed to be collected in a storm inlet just to the east of
the proposed access off West Fairway Lane. The flow will then be piped directly into
the proposed detention pond at design point 5. The percent composite imperviousness
of this basin is appro�mately 53%.
FainUay Lane Apartments March 30, 2022 Page 4
Project No. 2Q065
Sub-Basin OS-1: This basin consists of a 0.27-acre area that cannot be collected or
conveyed to the proposed detention pond. OS-1 is located along the east side of the
site and will generally sheet flow east to the South College Avenue right-of-way. The
percent composite imperviousness of this basin is approximately 67% with an
appro�imate discharge rate of 0.54 cfs (2-year) and 2.3 cfs (100-year). To help off-set
the flow that cannot be captured from this basin, approximatel5� 0.41 acres of Basin 5 is
proposed to be captured from off-site and conveyed to the proposed on-site detention
basin (a net-positive 0.14-acre capture).
Sub-Basin OS-2: Basin OS-2 is a small 0.12-acre strip of the north half of Fossil Blvd
that currently flows into the existing detention basin for Lot 2 of the Weberg PUD.
The on-site grading of the proposed detention pond would prevent this Uasin from
being directed into the proposed detention pond and is therefore proposed to flow east
to the South College Avenue right-of-way and ehen south to the same point that the
flow from this basin historically discharges to. The percent composite imperviousness
of this basin is appro�imately 92% with an appro�mate discharge rate of 0.30 cfs (2-
year) and 1.2 cfs (100-year).
Refer to Appendix B for the Drainage Basin Map
A curb cut currently e�sts at the southeast edge of the Spradley Barr Ford Dealership
property to accommodate a future road to the south from the Spradley Barr property�.
Stormwater currendy flows into the project site at this locarion and over a riprap
rundown. This project proposes to re-establish the curb line at this location as the
future roadway will no lon�er be constructed. As a result, stormwater on the Spradley
Barr property will continue to flow east to the South College Avenue right-of-way
rather than flow onto the project site.
Standard water quality and LID treatment will be served by the detention facility at
the southeast portion of the site and two (2) StormTech systems located north central
(divided into east and west s5�stems) and south of the project site.
4. The MHFD spreadsheets were used to calculate the inlet capacities and perform the
detention pond outlet works design. The storm pipe capacities and HGLs were
modeled using Hydraflow Storm Sewers Extension for Autodesk Civil 3D Version:
2019.2 by Autodesk, Inc. Refer to Appendix C for inlet and storm drain calculations.
Stormwater faciliry Standard Operating Procedures (SOP) will be provided by the
City of Fort Collins in the Development Agreement, as required.
C. Low Impact Development (LID)
The LID requirement option for this project will treat at least 75% of the new and/or
modified impet-� ious areas. Proposed on-site LID treatment intended to meet this
requirement will include two (2) sub-surface StormTech chamber systems sized to
accommodate the required WQCV for the project sire. The north system (S1) is split
into east and west sub-s3�stems that will collectively be designed to intercept
appro�imately 91,874 sf of new and/or moclified impervious area and treat 3.007 cu-ft
of WQCV. The south system (S2) will be designed to intercept approximatel�� 124,846
sf ot new and/or modified impervious area and treat 4,264 cu-ft of WQCV.
Considering all s5�stems on a total project site level, 75.9% of the new and or modified
FainUay Lane Apartments March 30, 2022 Page 5
Project No. 2Q065
impervious areas will be treated and 7,271 cu-ft of WQCV will be provided (6,993 cu-ft
is required). Refer to Appendix E far StormTech LID Location Exhibit and associated
calculations for each system.
D. Detention Pond Design
The proposed detention pond is located at the southeast corner of the site. The basin is designed to
store the required runoff from the proposed site and artenuate the flows to at or below the developed
maximum release rate for the Fossil Creek Drainage Basin of 0.2 cfs�acre. The detention basin will also
be designed to treat and release the WQCV with a 40-hour drain time.
The detention pond's outlet structure is designed with an orifice plate to slowly discharge the water
quality volume while the structure's horizontal and vertical openings will attenuate the flows to at or
below the maximum 0.2 cfs/acre release rate. An emergency� spillway will be designed to pass the
developed 100-year event to the Fairway Lane right-of-way with the crest set at 4998.00.
The control structure will utilize the e�isting 15-inch RCP outfall pipe that will conve5� runoff south
under Fairway Lane, through the Weberg property, and outfall to the College Avenue Right-Of-Way.
The condition of the outfall pipe was evaluated through a video camera and jet cleaning. It was
determined that the pipe was in good functioning condition and sufficient for use by- the proposed
development.
Refer to Table 1 below for proposed detention basin input parameters and storage volume results.
Table 1. Prot�osed Detention Basin Summary Table
Pond ID
SE
Pond
Allowed Required
Contributing Release 100-yr
Area Rate @ Detention
(Acres) 0.2 Volume
cfs/acre (ac-ft)
10.82 2.16 2.35
Provided 100-yr
100-yr Water
Detention SurFace
Volume Elevation
(ac-ft) (ft)
2.37 4998.0
Also refer to Appendix D for supporting detention pond calculations.
Inlet and pipe sizing were calculated/modeled per Ciry requirements and are presented in this report
(refer to Appendix C).
VII. Variance Requests (if necessary)
The proposed development is not requesting any variances at this time.
VIII. Erosion Control
Erosion and sediment control will be achieved through construction control measure to include various
BMPs selected from the FCSCM such as silt fencing, vehicle tracking devices, inlet�outl.et protection
and curb protection, concrete washout, vehicle tracking control and stabilized staging areas. BMP
locations will be shown in the corresponding Utilit5� Plans associated with this report. A separate
Erosion Control Report and Erosion Control Plans has been provided as part of the Final Development
Plan submittal.
FainUay Lane Apartments March 30, 2022 Page 6
Project No. 2Q065
IX. Conclusion
The proposed drainage system design will provide safe conveyance of the minor and major storm events
while providing increased water quality treatment compared to the e�sting condition.
The City of Fort Collins Stormwater Criteria Manual has been used to establish the criteria for the
developed condition stormwater management plan within the project area.
A. Compliance with Standards
The drainage design proposed with the proposed project complies with the Citt� of Fort
Collins' Stormwater Criteria Manual.
The drainage design proposed with this project complies with requirements for the
Fossil Creek Drainage Basin.
The drainage plan and stormwater manabement measures proposed with the proposed
development are compliant with all applicable State and Federal regulations governing
stormwater discharge.
4. The erosion control materials that will be submitted with the final plans will comply
with the Yequirements set foYth by die City of Fort Collins' StormwateY Crite�ia Manual
and the Urban Storm Drainage Criteria Manual.
B. Drainage Concept
The drainage design proposed with this project will effectively limit any potential
flooding and/or damage associated with runoff quantities while effectively tr�ating
runoff through water quality mitigation features.
Standard water qualit�� and LID treatment will be provided by such measures as grass
buffers, grassed swales, proposed detention pond, and sub-surface StormTech sy=stems.
FainUay Lane Apartments March 30, 2022 Page 7
Project No. 2Q065
REFERENCES
1. City of Fort Collins, DecemUer 2018, Fort Collitls Stormwatet Ctitetia Manual
2. Mile High Flood District, 2001 (NovemUer 2010 with some sections updated Apri12018),
Utban Storm Drainage Crrterra Manual, Polume 3, Stormwater Quality.
3. United Stares Depaitment of Agriculture Natuial Resources Conservation Service; Web Soil
Sutvey; accessed on-line September 2019.
4. Federal Emergenc�� Management Agency; FEMA Flood Map Service Center; accessed on-line
September 2019.
APPENDICES
1. Appendix A- Site Information
a. Vicinity Map
b. Site Plan
c. NRCS Soils Data
d. FENIA Maps
2. Appendix B— Hydrologic Calculations
a. Storm Criteria
U. Drainage Basin Map
c. Rational Calculations
3. Appendix C— Hydraulic Calculations
a. Inlet Calculations
b. Storm Drain Modeling
4. Appendix D— Detention Basin Calculation
a. Detention Basin Volume Calculations
b. Outlet Works Calculations
c. Emergency Spillway Calculations
5. Appendix E— LID E�ibit & Calculations
a. LID FYhibit with StormTech Calculations
6. Appendix F- Relevant Drainage Reports
a. Pages from the Weberg PUD Drainage Report
FainUay Lane Apartments March 30, 2022 Page 8
Project No. 2Q065
ENDURING
C�MMUNITY
DESIGN
Fairway Lane Apartments — Fort Collins, CO
20065
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Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol � Map Unit Name � Acres in AOI � Percent of AOI
35 Fort Collins loam, 0 to 3 percent 3.4 26.8%
slopes
74 Nu�n clay loam, 1 to 3 percent 9.4 73.2°/o
slopes
Totals for Area of Interest 12.9 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to afFect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
11
Custom Soil Resource Report
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
12
Custom Soil Resource Report
Larimer County Area, Colorado
35—Fort Collins loam, 0 to 3 percent slopes
Map Unit Setting
National map unit symbol: 2tlnc
Elevation: 4,020 to 6,730 feet
Mean annual precipitation: 14 to 16 inches
Mean annual air temperature: 46 to 48 degrees F
Frost-free period.� 135 to 160 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Fort collins and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Fort Collins
Setting
Landform: Stream terraces, interfluves
Landform position (three-dimensional): Interfluve, tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Pleistocene or older al�uvium and/or eolian deposits
Typical profile
Ap - 0 to 4 inches: loam
Bt1 - 4 to 9 inches: clay loam
Bt2 - 9 to 16 inches: clay loam
Bk1 - 16 to 29 inches: loam
Bk2 - 29 to 80 inches: loam
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.20 to 2.00 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding.� None
Frequency of ponding: None
Calcium carbonate, maximum content: 12 percent
Maximum salinity: Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm)
Available water capacity: High (about 9.1 inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Ecological site: R067BY002C0 - Loamy Plains
Hydric soil rating.� No
13
Custom Soil Resource Report
Minor Components
Nunn
Percent of map unit: 10 percent
Landform: Stream terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Ecological site: R067BY002C0 - Loamy Plains
Hydric soil rating: No
Vona
Percent of map unit: 5 percent
Landform: Interfluves
Landform position (three-dimensional): Side slope, interfluve
Down-slope shape: Linear
Across-slope shape: Linear
Ecological site: R0676Y024C0 - Sandy Plains
Hydric soil rating.� No
74—Nunn clay loam, 1 to 3 percent slopes
Map Unit Setting
National map unit symbol.� 2tlpl
Elevation: 3,900 to 5,840 feet
Mean annual precipitation: 13 to 17 inches
Mean annual air temperature: 50 to 54 degrees F
Frost-free period: 135 to 160 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Nunn and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Nunn
Setting
Landform: Terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Pleistocene aged alluvium and/or eolian deposits
Typical profile
Ap - 0 to 9 inches: clay loam
Bt - 9 to 13 inches: clay loam
Btk - 13 to 25 inches: clay loam
Bk1 - 25 to 38 inches: clay loam
Bk2 - 38 to 80 inches: clay loam
14
Custom Soil Resource Report
Properties and qualities
Slope: 1 to 3 percent
Depth to resfrictive feafure: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to fransmit water (Ksat): Moderately low to
moderately high (0.06 to 020 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding.� None
Frequency of ponding: None
Calcium carbonate, maximum content: 7 percent
Maximum salinity: Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm)
Sodium adsorption ratio, maximum: 0.5
Available water capacity: High (about 9.9 inches)
Interpretive groups
Land capability classification (irrigated): 2e
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Ecological site: R067BY042C0 - Clayey Plains
Hydric soil rating: No
Minor Components
Heldt
Percent of map unit: 10 percent
Landform: Terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Ecological site: R067BY042C0 - Clayey Plains
Hydric soil rating: No
Satanta
Percent of map unit: 5 percent
Landform: Terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Ecological site: R067BY002C0 - Loamy Plains
Hydric soil rating: No
15
Soil Information forAll Uses
Soil Properties and Qualities
The Soil Properties and Qualities section includes various soil properties and
qualities displayed as thematic maps with a summary table for the soil map units in
the selected area of interest. A single value or rating for each map unit is generated
by aggregating the interpretive ratings of individual map unit components. This
aggregation process is defined for each property or quality.
Soil Erosion Factors
Soil Erosion Factors are soil properties and interpretations used in evaluating the
soil for potential erosion. Example soil erosion factors can include K factor for the
whole soil or on a rock free basis, T factor, wind erodibility group and wind erodibility
index.
K Factor, Whole Soil
Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by
water. Factor K is one of six factors used in the Universal Soil Loss Equation
(USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the
average annual rate of soil loss by sheet and rill erosion in tons per acre per year.
The estimates are based primarily on percentage of silt, sand, and organic matter
and on soil structure and saturated hydraulic conductivity (Ksat). Values of K range
from 0.02 to 0.69. Other factors being equal, the higher the value, the more
susceptible the soil is to sheet and rill erosion by water.
"Erosion factor Kw (whole soil)" indicates the erodibility of the whole soil. The
estimates are modified by the presence of rock fragments.
iL
Custom Soil Resource Report
Table—Hydrologic Soil Group
Map unit symbol Map unit name
35 Fort Collins loam, 0 to 3 C
percent slopes
74 Nunn clay loam, 1 to 3 C
percent slopes
Totals for Area of Interest
Rating � Acres in AOI
Rating Options—Hydrologic Soil Group
Aggregation Method: Dominant Condition
Component Percent Cutoff.� None Specified
Tie-break Rule: Higher
3.4
9.4
12.9
Percent of AOI
26.8%
73.2%
100.0%
23
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ENDURING
C�MMUNITY
DESIGN
Fairway Lane Apartments — Fort Collins, CO
20065
FORT COLLINS STORMWATER CRITERIA MANUAL
2.0 Runoff Methodologies
Hydrology Standards (Ch. 5)
2.0 Runoff Methodologies
There are two runoff analysis methodologies that are approved by the City: the Rational Method and
the Stormwater Management Model (SWMM). In general, the chosen methodology should follow the
basin size limitations listed in Table 2.0-1 below. SWMM must also be used to assess the performance of
multiple detention basins in parallel or in series in a particular watershed. The City is the determining
authority with respect to the appropriate methodology to use under uncertain circumstances. Please
note that the Colorado Urban Hydrograph Procedure (CUHP) is not allowed to be utilized for hydrology
analysis for Fort Collins area projects because this procedure is calibrated using Denver/Boulder rainfall
data.
Table 2.0-1: Runoff Calculation Method
Project Size Runoff Calculation Method
< 5 acres Rational Method Required
5-20 acres Rational Method or SWMM Accepted
>_ 20 acres SWMM Required
Reference� Draii�age Report submittal requir ements must be prepared in accordance with
the criteria set forth in Chapter 2� Development Submittal Requirements.
3.0 Rational Method
3.1 Rational Formula
The methodology and theory behind the Rational Method is not covered in this Manual as this subject is
well described in many hydrology reference books. However, the Rational Method procedure is
generally provided in the following sections. Runoff coefficient calculations, rainfall data, and the time of
concentration formula are specific to the City and are included below.
The Rational Formula is represented by the following equation:
Q = CIA
Where: Q= Peak Rate of Runoff, cfs
C = Runoff Coefficient, dimensionless
I = Rainfall Intensity, in/hr
A= Area of the Basin or Sub-basin, acres
F�rt� ns
Equation 5-1
3.1 Rational Formula
Page 3
FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5)
3.2 Runoff Coefficients
3.0 Rational Method
Runoff coefficients used for the Rational Method are determined based on either overall land use or
surface type across the drainage area. For Overall Drainage Plan (ODP) submittals, when surface types
may not yet be known, land use shall be used to estimate flow rates and volumes. Table 3.2-1 lists the
runoff coefficients for common types of land uses in the City.
Table 3.2-1. Zoning Classification - Runoff Coefficients
Land Use Runoff Coefficient (C)
Residential
Urban Estate 0.30
Low Density 0.55
Medium Density 0.65
High Density 0.85
Commercial
Commercial 0.85
Industrial 0.95
Undeveloped
Open Lands, Transition 0.20
Greenbelts, Agriculture 0.20
Reference� For further guidance regarding zoning classifications, refer to the Land Use
Code, Article 4.
For a Project Development Plan (PDP) or Final Plan (FP) submittals, runoff coefficients must be based on
the proposed land surface types. Since the actual runoff coefficients may be different from those
specified in Table 3.2-1, Table 3.2-2 lists coefficients for the specific types of land surfaces.
F�rt�� ns
3.2 Runoff Coefficients
Page 4
FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5)
3.0 Rational Method
Table 3.2-2. Surface Type - Runoff Coefficients
Surface Type Runoff Coefficients
Hardscape or Hard Surface
Asphalt, Concrete 0.95
Rooftop 0.95
Recycled Asphalt 0.80
Gravel 0.50
Pavers 0.50
Landscape or Pervious Surface
Lawns, Sandy Soil, Flat Slope < 2% 0.10
Lawns, Sandy Soil, Avg Slope 2-7% 0.15
Lawns, Sandy Soil, Steep Slope >7% 0.20
Lawns, Clayey Soil, Flat Slope < 2% 0.20
Lawns, Clayey Soil, Avg Slope 2-7% 0.25
Lawns, Clayey Soil, Steep Slope >7% 0.35
3.2.1 Composite Runoff Coefficients
Drainage sub-basins are frequently composed of land that has multiple surface types or zoning
classifications. In such cases a composite runoff coefficient must be calculated for any given drainage
sub-basin.
The composite runoff coefficient is obtained using the following formula:
,�
� (c;xa; )
� _ �-�
A,
Where: C= Composite Runoff Coefficient
C; = Runoff Coefficient for Specific Area (A;), dimensionless
A; = Area of Surface with Runoff Coefficient of C;, acres or square feet
n= Number of different surfaces to be considered
At= Total Area over which C is applicable, acres or square feet
3.2.2 Runoff Coefficient Frequency Adjustment Factor
Equation 5-2
The runoff coefficients provided in Table 3.2-1 and Table 3.2-2 are appropriate for use with the 2-year
storm event. For any analysis of storms with higher intensities, an adjustment of the runoff coefficient is
required due to the lessening amount of infiltration, depression retention, evapotranspiration and other
losses that have a proportionally smaller effect on high-intensity storm runoff. This adjustment is
�'�, ";` 3.2 Runoff Coefficients
��F�rt� ns Page 5
FORT COLLINS STORMWATER CRITERIA MANUAL
Hydrology Standards (Ch. 5)
3.0 Rational Method
applied to the composite runoff coefficient. These frequency adjustment factors, Cf, are found in Table
3.2-3.
Table 3.2-3. Frequency Adjustment Factors
Storm Return Period Frequency Adjustment
(years) Factor (Cf)
2, 5, 10 1.00
25 1.10
50 1.20
100 1.25
CxCF
PRODUCT OF CxCF
CANNOT EXCEED THE
VALUE OF 1
3.3 Time of Concentration
3.3.1 Overall Equation
The next step to approximate runoff using the Rational Method is to estimate the Time of
Concentration, T�, or the time for water to flow from the most remote part of the drainage sub-basin to
the design point under consideration.
The Time of Concentration is represented by the following equation:
T�=T;+Tt
Where: T� = Total Time of Concentration, minutes
T; = Initial or Overland Flow Time of Concentration, minutes
TL = Channelized Flow in Swale, Gutter or Pipe, minutes
3.3.2 Overland Flow Time
Overland flow, T;, can be determined by the following equation:
1.87(1.1—CxCf)�
T' 3�
Where: C= Runoff Coefficient, dimensionless
Cf = Frequency Adjustment Factor, dimensionless
L= Length of Overland Flow, feet
S = Slope, percent
City of
F�rt� ns
Equation 5-3
Equation 3.3-2
OVERLAND FLOW LENGTH
L=200' MAX IN DEVELOPED AREAS
L=500' MAX IN UNDEVELOPED
AREAS
3.3 Time of Concentration
Page 6
FORT COLLINS STORMWATER CRITERIA MANUAL
Hydrology Standards (Ch. 5)
3.0 Rational Method
3.3.3 Channelized Flow Time
Travel time in a swale, gutter or storm pipe is considered "channelized" or "concentrated" flow and can
be estimated using the Manning's Equation:
V _ 1.49 RZ/3S1/Z
n
Where: V = Velocity, feet/second
n = Roughness Coefficient, dimensionless
R= Hydraulic Radius, feet (Hydraulic Radius = area / wetted perimeter, feet)
S = Longitudinal Slope, feet/feet
/elii"�
L
Tt — vX6o
3.3.4 Total Time of Concentration
A minimum T� of 5 minutes is required. The maximum T�
allowed for the most upstream design point shall be
calculated using the following equation:
T�—iso+10
Equation 3.3-5
The Total Time of Concentration, T�, is the lesser of the
values of T� calculated using T� = T; + Tt or the equation
listed above.
Equation 5-4
Equation 5-5
Tc
• A MINIMUM Tc OF 5
MINUTES IS REQUIRED IN
ALL CASES.
• A MAXIMUM Tc OF 5
MINUTES IS TYPICAL FOR
SMALLER, URBAN PROJECTS.
3.4 Intensity-Duration-Frequency Curves for Rational Method
The two-hour rainfall Intensity-Duration-Frequency curves for use with the Rational Method is provided
in Table 3.4-1 and Figure 3.4-1.
��,, �;` 3.4 Intensity-Duration-Frequency Curves for Rational Method
��F�rt� ns Page 7
FORT COLLINS STORMWATER CRITERIA MANUAL
Hydrology Standards (Ch. 5)
3.0 Rational Method
Table 3.4-1. IDF Table for Rational Method
Duration
Intensity Intensity Intensity
(min) 2'Year 10-year 100-year
(in/hr) (in/hr) (in/hr)
5 2.85 4.87 9.95
6 2.67 4.56 9.31
7 2.52 4.31 8.80
8 2.40 4.10 8.38
9 2.30 3.93 8.03
10 2.21 3.78 7.72
11 2.13 3.63 7.42
12 2.05 3.50 7.16
13 1.98 3.39 6.92
14 1.92 3.29 6.71
15 1.87 3.19 6.52
16 1.81 3.08 6.30
17 1.75 2.99 6.10
18 1.70 2.90 5.92
19 1.65 2.82 5.75
20 1.61 2.74 5.60
21 1.56 2.67 5.46
22 1.53 2.61 5.32
23 1.49 2.55 5.20
24 1.46 2.49 5.09
25 1.43 2.44 4.98
26 1.4 2.39 4.87
27 1.37 2.34 4.78
28 1.34 2.29 4.69
29 1.32 2.25 4.60
30 1.30 2.21 4.52
31 1.27 2.16 4.42
32 1.24 2.12 4.33
33 1.22 2.08 4.24
34 1.19 2.04 4.16
35 1.17 2.00 4.08
36 1.15 1.96 4.01
37 1.16 1.93 3.93
38 1.11 1.89 3.87
F�rt� ns
Duration
Intensity Intensity Intensity
(min) 2'Year 10-year 100-year
(in/hr) (in/hr) (in/hr)
39 1.09 1.86 3.8
40 1.07 1.83 3.74
41 1.05 1.80 3.68
42 1.04 1.77 3.62
43 1.02 1.74 3.56
44 1.01 1.72 3.51
45 0.99 1.69 3.46
46 0.98 1.67 3.41
47 0.96 1.64 3.36
48 0.95 1.62 3.31
49 0.94 1.6 3.27
50 0.92 1.58 3.23
51 0.91 1.56 3.18
52 0.9 1.54 3.14
53 0.89 1.52 3.10
54 0.88 1.50 3.07
55 0.87 1.48 3.03
56 0.86 1.47 2.99
57 0.85 1.45 2.96
58 0.84 1.43 2.92
59 0.83 1.42 2.89
60 0.82 1.4 2.86
65 0.78 1.32 2.71
70 0.73 1.25 2.59
75 0.70 1.19 2.48
80 0.66 1.14 2.38
85 0.64 1.09 2.29
90 0.61 1.05 2.21
95 0.58 1.01 2.13
100 0.56 0.97 2.06
105 0.54 0.94 2.00
110 0.52 0.91 1.94
115 0.51 0.88 1.88
120 0.49 0.86 1.84
3.4 Intensity-Duration-Frequency Curves for Rational Method
Page 8
FORT COLLINS STORMWATER CRITERIA MANUAL
Figure 3.4-1. Rainfall IDF Curve — Fort Collins
Hydrology Standards (Ch. 5)
3.0 Rational Method
io.00 __ _ _ _ _ _
� � -- -_ _----
ii i
L - - - -- - - ' � '-
100-Year Storm
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c�tyof 3.4 Intensity-Duration-Frequency Curves for Rational Method
��F�rt� ns Page 9
FORT COLLINS STORMWATER CRITERIA MANUAL
Detention (Ch. 6)
2.0 Water Quantity Detention
Table 2.1-1: Detention Calculation Method
Project Size * Detention Calculation Method
< 5 acres Modified FAA Required
5-20 acres Modified FAA or SWMM Accepted
>20 acres SWMM Required
*Project Size must include any offsite runoff that is tributary to the subject site
Note about the UDFCD Manual� Because of the Master Drainage Plans detention
requirements, the City does not allow for detention basins to be designed with the "full-
spectrum detention" method that is described in the UDTCD Manual.
2.2 SWMM
For project sites equal to or greater than 20 acres, the use of a Stormwater Management Model
(SWMM) is required.
If there are upstream detention facilities within the watershed that contribute and route runoff into the
site being designed, hydrograph routing methods must be employed to allow for the upstream facilities
to be included in the overall SWMM model.
Reference� The theory and methodology for reservoir routing is not covered in this Manual
as this subject is well described in many hydrology reference books.
2.3 Modified FAA Procedure
The Modified FAA Procedure (1966) detention sizing method as modified by Guo (1999a), provides a
reasonable estimate of volume requirements for detention facilities. This method provides sizing for one
level of peak control only and not for multi-stage control facilities.
The input required for this Modified FAA volume calculation procedure includes:
A= area of the catchment tributary to the detention facility (acres)
C = runoff coefficient
Qo„t = allowable maximum release rate from the detention facility (cfs)
T� = time of concentration for the tributary catchment (minutes)
I= rainfall intensity (inches/hour) at the site taken from Chapter 4: Hydrology Standards, for the
relevant return frequency storms
The calculations are best set up in a tabular (spreadsheet) form with each 5-minute increment in
duration being entered in rows and the following variables being entered, or calculated, in each column:
1) Storm Duration Time, T(minutes), up to 120 minutes
2.2 SWMM
��F�rt� ns Page 6
FORT COLLINS STORMWATER CRITERIA MANUAL
2)
3)
4)
5)
Rainfall Intensity, I(inches per hour)
Detention (Ch. 6)
2.0 Water Quantity Detention
Inflow volume, Vi (cubic feet), calculated as the cumulative volume at the given storm
duration using the equation:
Vi = CIA (60T)
Equation 6-1
Calculated outflow volume, Vo, (cubic feet), given the maximum allowable release rate,
Qo„t (cfs), over the duration T:
Vo= Qo„c (60 T)
Equation 6-2
Required detention volume, Vs (cubic feet), calculated using the equation:
Vs = V; — Vo Equation 6-3
The value of Vs increases with time, reaches a maximum value, and then starts to decrease. The
maximum value of Vs is the required detention volume for the detention facility.
Note about UDIPCD Manual� Please note that the UDFCD exc�l-based spreac�sheets are not
allowed to be used to calculate required detention volumes because they utilize Denver
region rainfall data. The Design Engineer will be required to establish their own
spreadsheet for calculating basin volume requirements based on the Modified FAA
Procedure documented above using Fort Collins IDF curves.
2.4 Detention Basin Volume
2.4.1 Stage-Storage
A relationship between the water surface elevation and detention basin volume, commonly referred to
as a"stage-storage" curve, needs to be developed. This relationship, in conjunction with the "stage-
discharge" relationship will provide the required detention volume. An initial detention basin design
must be created and a"stage-storage" curve developed that corresponds to the design.
The available detention volume shall be based on the following formula:
V=°�A+B+ AB�
Where V= Volume between two contours, ft3
D= Depth between contours, feet
A= Area of bottom contour, ft2
B= Area of top contour, ftZ
F�rt� ns
Equation 6-4
2.4 Detention Basin Volume
Page 7
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DESIGN
Fairway Lane Apartments — Fort Collins, CO
20065
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Project:
Inlet ID:
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
iteria for Maximum Allowable Flow Depth antl
Enter Your Project Name Here
INLET A3 & C1
r T ,
r. TM,�
Se^cx w I T.
m � STREET
I � �� I Q.' � CROWN
iI S / .-.. `�
/
mum Allowable Widih for Spread Behind Curb
Slope Behind Curb Qeave blank for no conveyance credit behind curb)
iing's Rouqhness Behind Curb (rypically between 0.012 and 0.020)
of Curb at Gutter Flow Line
ce from Curb Face to Street Crown
Width
Transverse Slope
Cross Slope (rypically 2 inches over 24 inches or 0.083 fUft)
Longitudinal Slope - Enter 0 for sump condition
ig's Rouqhness for Street Section (rypically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor 8 Major Storm
k boxes are not applicable in SUMP conditions
STORM Allowable Capacity is 6ased on Depth Criterion
STORM Allowable Capacity is based on Depth Criterion
TaA�K= o.o n
SencK = 0.020 Poft
�eacK = 0.020
Hcuas= 6.00 inches
TCROWN- ZB.O II
W = 2.00 ft
Sx = 0.020 fl/ft
Sw = 0.083 ftlft
So = 0.000 ft/ft
�sTReer = 0.015
Minor Storm Major Storm
TMnx = 26.0 26.0 ft
dm�= 6.0 12.0 inches
Minor Storm Major Storm
Qa�iow= SUMP SUMP cfs
UD-Inlet_v4.06 (1).xlsm, INLET A3 & C1 12/15/2021, 1131 AM
f INLET IN A SUMP OR SAG LOCATION I
Version 4.06 Released August 2018
�La (C)�
H-Curb H-Vert
Wo
Wp
W
Lo (G)
�� � v ��..� � � �e.�.. I
of Inlet CDOT/Denver 13 Combina5on
I Depression (additional to continuous gutier depression'a' from above)
ber of Unit Inlets (Grale or Curb Opening)
�r Depth at Flowline (outside of local depressionj
a Information
th of a Unit Grate
� of a Unit Grate
Opening Ratio for a Grate (typical values 0.15-0.90)
�ing Facfor for a Single Grate (typical value 0.50 - 070)
� Weir Coefficient (typical value 2.75 - 3.60)
= Orifice Coefficient (typical value 0.60 - 0.80)
� Opening Information
th of a Unit Curb Opening
ot of Vertical Curb Opening in Inches
nl of Curb Orifice Throat in IncheS
: of Throat (see USDCM Figure ST-5)
Width for Depression Pan (typiGally the gutter width of 2 feet)
�ing Factor for a Single Curb Opening (typical value 0.10)
Opening Weir Coefficient (typical value 2.3-3.7)
Opening Orifice Coefficient (lypical value 0.60- 070)
i for Grate Midwidth
i for Curb Opening Weir Equation
�ination Inlet Performance Reduction Factor for Long Inlets
Opening Periormance Reduction Factor for Long INets
�.d Inlet Pertormance Reduction Factor for Long Inlets
Inlet Interception Capacity (assumes ciogged co�dition)
IS GOOD for Minor and Major Storms(>Q PEAK
� MINOR MAJOR
Type = CDOT/Denver 13 Com6ination
a�„�,i= 2.00 inches
No= 6
Ponding Depth = 6.0 7.8 inches
MINOR MAJOR � n„o�.�.�e ne�th�
la (G) = 3.00 feet
Wo= 1.73 � feet
A�ono = 0.43 ...
C� (G) = 0.50 0.50
Cw (G) = 3.30
C„ (G) = 0.60 �
MINOR MAJOR
L� (C) = 3.00 feet
H�en= 6.50 inches
Hm,�a�= 525 � inches
Theta = 0.00 � deqrees
Wp = 2.00 feet
C�(C) = 0.10 0.10
��: (�) = 370 �
Co (C) = 0.66
MINOR MAJOR
dc���e = 0.523 0.669 ft
d�,,,e = 0.33 0.48 ft
RFcom�;,,�i;o„= 0.57 0.73
RFc��m= 0.79 0.88
RF�„�e= 0.57 0.73
4a =
Q PENK RE�UIRE� -
MINOR MAJOR
UD-Inlet_v4.06 (1).xlsm, INLET A3 & C1 12/15/2021, 1131 AM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Project:
Inlet ID:
(Based on Regulated Criteria for Maximum Allowable
Enter Your Project Name Here
INLET A5
r T ,
r. TM,�
Se^cx w I T.
m � STREET
I � �� I Q.' � CROWN
iI S / .-.. `�
/
antl
mum Allowable Widih for Spread Behind Curb
Slope Behind Curb Qeave blank for no conveyance credit behind curb)
iing's Rouqhness Behind Curb (rypically between 0.012 and 0.020)
of Curb at Gutter Flow Line
ce from Curb Face to Street Crown
Width
Transverse Slope
Cross Slope (rypically 2 inches over 24 inches or 0.083 fUft)
Longitudinal Slope - Enter 0 for sump condition
ig's Rouqhness for Street Section (rypically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor 8 Major Storm
Flow Depth at Street Crown (leave blank for noj
TaA�K= o.o n
SencK = 0.020 Poft
�eacK = 0.020
Hcuas= 8.00 inches
TCROWN- ZB.O II
W = 2.00 ft
Sx = 0.020 fl/ft
Sw = 0.083 ftlft
So = 0.015 ft/ft
�sTReer = 0.015
Minor Storm Major Storm
TMnx = 26.0 26.0 ft
dm�= 6.0 6.0 inches
� " check = yes
INOR STORM Allowable Capacity is 6ased on Depth Criterion Minor Storm Major Storm
AJOR STORM Allowable Capacity is based on Depth Criterion Qa�iow = 18.0 '18.0 cfs
inor storm maz. allowable capacity GOOD - greater than the design flow given on sheet'Inlet ManagemenY
ajor s[onn max. allowable capacity GOOD - greater than [he design flow given on shee['Inle[ ManagemenY
UD-Inlet_v4.06 (1).xlsm, INLET A5 12/15/2021, 1131 AM
INLET ON A CONTINUOUS GRADE
Version 4.06 Released August 2018
�Lo (C)�
H-Curb H-Vert
�
W
\� �
��-�"-r `Lo (G1
�
of Inlet I CDOT/Denver 13 Combination
Depression (additional to continuous gutter depression'a')
Number of Units in the Inlet (Grate or Curb Opening)
�.h of a Single Unit Inlet (Grate or Curb Opening)
i ot a Unit Grate (cannot be greater than W, Gutter Width)
3ing Factor for a Single Unit Grate (typical mfn. value = 0.5)
aing Factor for a Single Unit Curb Opening (typical min. value = 0.
Inlet Interception Capacity
Inlet Carry-Over Flow (flow bypassing inlet)
ira Par�anfana = O_/O_ _
Type
a�oca�
No
L„
Wo
C�-G
Q
Oo
C%
MINOR MAJOR
CDOT/Denver 13 Combination
2.0
2
3.00
1.73
0.50 0.50
0.10 0.10
MINOR MAJOR
1.8 6.1
0.5 10.5
77 37
UD-Inlet_v4.06 (1).xlsm, INLET A5 12/15/2021, 1131 AM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Project:
Inlet ID:
(Based on Regulated Criteria for Maximum Allowable
Enter Your Project Name Here
INLET A7
r r ,
T. Tu�
�scu w T.
pl —� _ STREET
I I I �• ����� CftOWN
�I I I __— ��
I�L �./
/
antl
mum Allowable Widih for Spread Behind Curb
Slope Behind Curb Qeave blank for no conveyance credit behind curb)
iing's Rouqhness Behind Curb (rypically between 0.012 and 0.020)
of Curb at Gutter Flow Line
ce from Curb Face to Street Crown
Width
Transverse Slope
Cross Slope (rypically 2 inches over 24 inches or 0.083 fUft)
Longitudinal Slope - Enter 0 for sump condition
ig's Rouqhness for Street Section (rypically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor 8 Major Storm
Flow Depth at Street Crown (leave blank for noj
TaA�K= o.o n
SencK = 0.020 Poft
�eacK = 0.020
Hcuas= 6.00 inches
TCROWN- ??.O II
W = 2.00 ft
Sx = 0.020 fl/ft
Sw = 0.083 ftlft
So = 0.015 ft/ft
�sTReer = 0.015
Minor Storm Major Storm
TMnx = 22.0 22.0 ft
dm�= 6.0 6.0 inches
� " check = yes
INOR STORM Allowable Capacity is 6ased on Depth Criterion Minor Storm Major Storm
AJOR STORM Allowable Capacity is based on Depth Criterion Qa�iow = 18.0 '18.0 cfs
inor storm maz. allowable capacity GOOD - greater than the design flow given on sheet'Inlet ManagemenY
ajor s[onn max. allowable capacity GOOD - greater than [he design flow given on shee['Inle[ ManagemenY
UD-Inlet_v4.06 (1).xlsm, INLET A7 12/15/2021, 1131 AM
INLET ON A CONTINUOUS GRADE
Version 4.06 Released August 2018
�Lo i;CJ�
H-Curb H-Vert
Wo
W �
-J� �o iG)
of Inlet I CDOT/Denver 13 Combination
Depression (additional to continuous gutter depression'a')
Number of Units in the Inlet (Grate or Curb Opening)
�.h of a Single Unit Inlet (Grate or Curb Opening)
i ot a Unit Grate (cannot be greater than W, Gutter Width)
3ing Factor for a Single Unit Grate (typical mfn. value = 0.5)
aing Factor for a Single Unit Curb Opening (typical min. value = 0.
Inlet Interception Capacity
Inlet Carry-Over Flow (flow bypassing inlet)
ira Par�anfana = O_/O_ _
Type
a�oca�
No
L„
Wo
C�-G
Q
Oo
C%
MINOR MAJOR
CDOT/Denver 13 Combination
2.0
2
3.00
1.73
0.50 0.50
0.10 0.10
MINOR MAJOR
1.9 5.8
0.6 9.I
76 39
UD-Inlet_v4.06 (1).xlsm, INLET A7 12/15/2021, 1131 AM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Project:
Inlet ID:
(Based on Regulated Criteria for Maximum Allowable
Enter Your Project Name Here
INLET A8
r T ,
r. TM,�
Se^cx w I T.
m � STREET
I � �� I Q.' � CROWN
iI S / .-.. `�
/
antl
mum Allowable Widih for Spread Behind Curb
Slope Behind Curb Qeave blank for no conveyance credit behind curb)
iing's Rouqhness Behind Curb (rypically between 0.012 and 0.020)
of Curb at Gutter Flow Line
ce from Curb Face to Street Crown
Width
Transverse Slope
Cross Slope (rypically 2 inches over 24 inches or 0.083 fUft)
Longitudinal Slope - Enter 0 for sump condition
ig's Rouqhness for Street Section (rypically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor 8 Major Storm
Flow Depth at Street Crown (leave blank for noj
TaA�K= io.o n
SencK = 0.020 Poft
�eacK = 0.020
Hcuas= 6.00 inches
TCROWN- ZB.O II
W = 2.00 ft
Sx = 0.025 fl/ft
Sw = 0.083 ftlft
So = 0.020 ft/ft
�sTReer = 0.015
Minor Storm Major Storm
TMnx = 26.0 26.0 ft
dm�= 6.0 6.0 inches
� " check = yes
INOR STORM Allowable Capacity is 6ased on Depth Criterion Minor Storm Major Storm
AJOR STORM Allowable Capacity is based on Depth Criterion Qa�iow = 17.9 '17.9 cfs
inor storm maz. allowable capacity GOOD - greater than the design flow given on sheet'Inlet ManagemenY
ajor s[onn max. allowable capacity GOOD - greater than [he design flow given on shee['Inle[ ManagemenY
UD-Inlet_v4.06 (1).xlsm, INLET A8 12/15/2021, 1131 AM
INLET ON A CONTINUOUS GRADE
Version 4.06 Released August 2018
�Lo fC}�
H-Curb H-Vert
�_ b^Jo
4
W
_ .�"
-�ti �G)
of Inlet I CDOT/Denver 13 Comhination
Depression (additional to continuous gutter depression'a')
Number of Units in the Inlet (Grate or Curb Opening)
�.h of a Single Unit Inlet (Grate or Curb Opening)
i ot a Unit Grate (cannot be greater than W, Gutter Width)
3ing Factor for a Single Unit Grate (typical mfn. value = 0.5)
aing Factor for a Single Unit Curb Opening (typical min. value = 0.1)
Inlet Interception Capacity
Inlet Carry-Over Flow (flow bypassing inlet)
ira Par�anfana = O_/O_ _
Type
a�oca�
No
L„
Wo
C�-G
Q
Oo
C%
MINOR MAJOR
CDOT/Denver 13 Combination
2.0
4
3.00
1.73
0.50 0.50
0.10 0.10
MINOR MAJOR
3.2 11.5
0.1 4.3
96 73
UD-Inlet_v4.06 (1).xlsm, INLET A8 12/15/2021, 1131 AM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Project:
Inlet ID:
(Based on Regulated Criteria for Maximum Allowable
Enter Your Project Name Here
INLET 81
r T ,
r. TM,�
Se^cx w I T.
m � STREET
I � �� I Q.' � CROWN
iI S / .-.. `�
/
antl
mum Allowable Widih for Spread Behind Curb
Slope Behind Curb Qeave blank for no conveyance credit behind curb)
iing's Rouqhness Behind Curb (rypically between 0.012 and 0.020)
of Curb at Gutter Flow Line
ce from Curb Face to Street Crown
Width
Transverse Slope
Cross Slope (rypically 2 inches over 24 inches or 0.083 fUft)
Longitudinal Slope - Enter 0 for sump condition
ig's Rouqhness for Street Section (rypically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor 8 Major Storm
Flow Depth at Street Crown (leave blank for noj
TaA�K= o.o n
SencK = 0.020 Poft
�eacK = 0.020
Hcuas= 6.00 inches
TCROWN- 24.0 II
W = 2.00 ft
Sx = 0.020 fl/ft
Sw = 0.083 ftlft
So = 0.006 ft/ft
�sTReer = 0.015
Minor Storm Major Storm
TMnx = 24.0 24.0 ft
dm�= 6.0 6.0 inches
� " check = yes
INOR STORM Allowable Capacity is 6ased on Depth Criterion Minor Storm Major Storm
AJOR STORM Allowable Capacity is based on Depth Criterion Qa�iow = i'1.4 '11.4 cfs
inor storm maz. allowable capacity GOOD - greater than the design flow given on sheet'Inlet ManagemenY
ajor s[onn max. allowable capacity GOOD - greater than [he design flow given on shee['Inle[ ManagemenY
UD-Inlet_v4.06 (1).xlsm, INLET B1 12/15/2021, 1131 AM
INLET ON A CONTINUOUS GRADE
Version 4.06 Released August 2018
�Lo (C)�
H-Curb H-Vert
�
W
\� �
��-�"-r `Lo (G1
�
of Inlet I CDOT/�enver 13 ValleyGrate
Depression (additional to continuous gutter depression'a')
Number of Units in the Inlet (Grate or Curb Opening)
�.h of a Single Unit Inlet (Grate or Curb Opening)
i ot a Unit Grate (cannot be greater than W, Gutter Width)
3ing Factor for a Single Unit Grate (typical mfn. value = 0.5)
aing Factor for a Single Unit Curb Opening (typical min. value = 0.1
Inlet Interception Capacity
Inlet Carry-Over Flow (flow bypassing inlet)
ira Par�anfana = O_/O_ _
Type
a�oca�
No
L„
Wo
C�-G
Q
Oo
C%
MINOR MAJOR
CDOT/Denver 13 Valley Grate
2.0
2
3.00
173
0.50 0.50
NIA NIA
MINOR MAJOR
1.3 4.2
0.4 4.6
76 48
UD-Inlet_v4.06 (1).xlsm, INLET B1 12/15/2021, 1131 AM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Project:
Inlet ID:
(Based on Regulated Criteria for Maximum Allowable
Enter Your Project Name Here
INLET 62 & 83
r T ,
r. TM,�
Se^cx w I T.
m � STREET
I � �� I Q.' � CROWN
iI S / .-.. `�
/
antl
mum Allowable Widih for Spread Behind Curb
Slope Behind Curb Qeave blank for no conveyance credit behind curb)
iing's Rouqhness Behind Curb (rypically between 0.012 and 0.020)
of Curb at Gutter Flow Line
ce from Curb Face to Street Crown
Width
Transverse Slope
Cross Slope (rypically 2 inches over 24 inches or 0.083 fUft)
Longitudinal Slope - Enter 0 for sump condition
ig's Rouqhness for Street Section (rypically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor 8 Major Storm
Flow Depth at Street Crown (leave blank for noj
TaA�K= o.o n
SencK = 0.020 Poft
�eacK = 0.020
Hcuas= 6.00 inches
TCROWN- ZB.O II
W = 2.00 ft
Sx = 0.020 fl/ft
Sw = 0.083 ftlft
So = 0.015 ft/ft
�sTReer = 0.015
Minor Storm Major Storm
TMnx = 26.0 26.0 ft
dm�= 6.0 6.0 inches
� " check = yes
INOR STORM Allowable Capacity is 6ased on Depth Criterion Minor Storm Major Storm
AJOR STORM Allowable Capacity is based on Depth Criterion Qa�iow = 18.0 '18.0 cfs
inor storm maz. allowable capacity GOOD - greater than the design flow given on sheet'Inlet ManagemenY
ajor s[onn max. allowable capacity GOOD - greater than [he design flow given on shee['Inle[ ManagemenY
UD-Inlet_v4.06 (1).xlsm, INLET 62 & H3 12/15/2021, 1131 AM
INLET ON A CONTINUOUS GRADE
Version 4.06 Released August 2018
�Lo fC}�
H-Curb H-Vert
�_ b^Jo
4
W
_ .�"
-�ti �G)
of Inlet I CDOT/�enver 13 Combination
Depression (additional to continuous gutter depression'a')
Number of Units in the Inlet (Grate or Curb Opening)
�.h of a Single Unit Inlet (Grate or Curb Opening)
i ot a Unit Grate (cannot be greater than W, Gutter Width)
3ing Factor for a Single Unit Grate (typical mfn. value = 0.5)
aing Factor for a Single Unit Curb Opening (typical min. value = 0.1'
Inlet Interception Capacity
Inlet Carry-Over Flow (flow bypassing inlet)
ira Par�anfana = O_/O_ _
Type
a�oca�
No
L„
Wo
C�-G
Q
Oo
C%
MINOR MAJOR
CDOT/Denver 13 Combination
2.0
4
3.00
1.73
0.50 0.50
0.10 0.10
MINOR MAJOR
2.I 7.7
0.0 '1.4
100 85
UD-Inlet_v4.06 (1).xlsm, INLET 62 & H3 12/15/2021, 1131 AM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Project:
Inlet ID:
(Based on Regulated Criteria for Maximum Allowable
Enter Your Project Name Here
W LET C6
r T ,
r. TM,�
Se^cx w I T.
m � STREET
I � �� I Q.' � CROWN
iI S / .-.. `�
/
antl
mum Allowable Widih for Spread Behind Curb
Slope Behind Curb Qeave blank for no conveyance credit behind curb)
iing's Rouqhness Behind Curb (rypically between 0.012 and 0.020)
of Curb at Gutter Flow Line
ce from Curb Face to Street Crown
Width
Transverse Slope
Cross Slope (rypically 2 inches over 24 inches or 0.083 fUft)
Longitudinal Slope - Enter 0 for sump condition
ig's Rouqhness for Street Section (rypically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor 8 Major Storm
Flow Depth at Street Crown (leave blank for noj
TaA�K= o.o n
SencK = 0.020 Poft
�eacK = 0.020
Hcuas= 6.00 inches
TCROWN- 24.0 II
W = 2.00 ft
Sx = 0.020 fl/ft
Sw = 0.083 ftlft
So = 0.030 ft/ft
�sTReer = 0.015
Minor Storm Major Storm
TMnx = 24.0 24.0 ft
dm�= 4.5 4.5 inches
� �- check = yes
INOR STORM Allowable Capacity is 6ased on Depth Criterion Minor Storm Major Storm
AJOR STORM Allowable Capacity is based on Depth Criterion Qaiiow = 9.5 9.5 cfs
inor storm maz. allowable capacity GOOD - greater than the design flow given on sheet'Inlet ManagemenY
ajor s[onn max. allowable capacity GOOD - greater than [he design flow given on shee['Inle[ ManagemenY
UD-Inlet_v4.06 (1).xlsm, INLET C6 12/15/2021, 1131 AM
INLET ON A CONTINUOUS GRADE
Version 4.06 Released August 2018
�Lo (C)�
H-Curb H-Vert
�
W
\� �
��-�"-r `Lo (G1
�
of Inlet I CDOT/Denver 13 Combination
Depression (additional to continuous gutter depression'a')
Number of Units in the Inlet (Grate or Curb Opening)
�.h of a Single Unit Inlet (Grate or Curb Opening)
i ot a Unit Grate (cannot be greater than W, Gutter Width)
3ing Factor for a Single Unit Grate (typical mfn. value = 0.5)
aing Factor for a Single Unit Curb Opening (typical min. value = 0.1)
Inlet Interception Capacity
Inlet Carry-Over Flow (flow bypassing inlet)
ira Par�anfana = O_/O_ _
Type
a�oca�
No
L„
Wo
C�-G
Q
Oo
C%
MINOR MAJOR
CDOT/Denver 13 Combination
2.0
2
3.00
1.73
0.50 0.50
0.10 0.10
MINOR MAJOR
0.7 2.3
0.2 '1.5
93 61
UD-Inlet_v4.06 (1).xlsm, INLET C6 12/15/2021, 1131 AM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Project:
Inlet ID:
(Based on Regulated Criteria for Maximum Allowable
Enter Your Project Name Here
INLET C4
T T ,
T, TA.�x
�^ _"" W I T,
� STREET
Q i p, CFOWN
�
�' � _ � ��
antl
mum Allowable Widih for Spread Behind Curb
Slope Behind Curb Qeave blank for no conveyance credit behind curb)
iing's Rouqhness Behind Curb (rypically between 0.012 and 0.020)
of Curb at Gutter Flow Line
ce from Curb Face to Street Crown
Width
Transverse Slope
Cross Slope (rypically 2 inches over 24 inches or 0.083 fUft)
Longitudinal Slope - Enter 0 for sump condition
ig's Rouqhness for Street Section (rypically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor 8 Major Storm
Flow Depth at Street Crown (leave blank for noj
TaA�K= o.o n
SencK = 0.020 Poft
�eacK = 0.020
Hcuas= 6.00 inches
TCROWN- ZB.O II
W = 2.00 ft
Sx = 0.020 fl/ft
Sw = 0.083 ftlft
So = 0.010 ft/ft
�sTReer = 0.015
Minor Storm Major Storm
TMnx = 26.0 26.0 ft
dm�= 6.0 6.0 inches
� �- check = yes
INOR STORM Allowable Capacity is 6ased on Depth Criterion Minor Storm Major Storm
AJOR STORM Allowable Capacity is based on Depth Criterion Qa�iow = 14.7 '14.7 cfs
inor storm maz. allowable capacity GOOD - greater than the design flow given on sheet'Inlet ManagemenY
ajor s[onn max. allowable capacity GOOD - greater than [he design flow given on shee['Inle[ ManagemenY
UD-Inlet_v4.06 (1).xlsm, INLET C4 12/15/2021, 1131 AM
INLET ON A CONTINUOUS GRADE
Version 4.06 Released August 2018
r—Lo iCj�
H-Curb H-Vert
L"Jo
W
�—� � � L �o G ; �
�
of Inlet � CDOT/Denver 13 Comhination
Depression (additional to continuous gutter depression'a')
Number of Units in the Inlet (Grate or Curb Opening)
�.h of a Single Unit Inlet (Grate or Curb Opening)
i ot a Unit Grate (cannot be greater than W, Gutter Width)
3ing Factor for a Single Unit Grate (typical mfn. value = 0.5)
aing Factor for a Single Unit Curb Opening (typical min. value = 0.1)
Inlet Interception Capacity
Inlet Carry-Over Flow (flow bypassing inlet)
ira Par�anfana = O_/O_ _
Type
a�oca�
No
L„
Wo
C�-G
Q
Oo
C%
MINOR MAJOR
CDOT/Denver 13 Combination
2.0
2
3.00
1.73
0.50 0.50
0.10 0.10
MINOR MAJOR
1.7 5.0
0.4 5.2
92 49
UD-Inlet_v4.06 (1).xlsm, INLET C4 12/15/2021, 1131 AM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Project:
Inlet ID:
(Based on Regulated Criteria for Maximum Allowable
Enter Your Project Name Here
INLET C2 & C3
� ra.�
T, Tu �
Sa^ w T.
STREET
� ��p,; CROWN
is+ ' ��
/
antl
mum Allowable Widih for Spread Behind Curb
Slope Behind Curb Qeave blank for no conveyance credit behind curb)
iing's Rouqhness Behind Curb (rypically between 0.012 and 0.020)
of Curb at Gutter Flow Line
ce from Curb Face to Street Crown
Width
Transverse Slope
Cross Slope (rypically 2 inches over 24 inches or 0.083 fUft)
Longitudinal Slope - Enter 0 for sump condition
ig's Rouqhness for Street Section (rypically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor 8 Major Storm
Flow Depth at Street Crown (leave blank for noj
TaA�K= o.o n
SencK = 0.020 Poft
�eacK = 0.020
Hcuas= 6.00 inches
TCROWN- 24.0 II
W = 2.00 ft
Sx = 0.020 fl/ft
Sw = 0.083 ftlft
So = 0.010 ft/ft
�sTReer = 0.015
Minor Storm Major Storm
TMnx = 24.0 24.0 ft
dm�= 6.0 6.0 inches
� �- check = yes
INOR STORM Allowable Capacity is 6ased on Depth Criterion Minor Storm Major Storm
AJOR STORM Allowable Capacity is based on Depth Criterion Qa�iow = 14.7 '14.7 cfs
inor storm maz. allowable capacity GOOD - greater than the design flow given on sheet'Inlet ManagemenY
ajor s[onn max. allowable capacity GOOD - greater than [he design flow given on shee['Inle[ ManagemenY
UD-Inlet_v4.06 (1).xlsm, INLET C2 & C3 12/15/2021, 1131 AM
INLET ON A CONTINUOUS GRADE
Version 4.06 Released August 2018
�Lo (C)��
H-Curb H-Vert
Wo
W \
�r- ���_�-�Lo jG�
of Inlet � CDOT/Denver 13 Combination
Depression (additional to continuous gutter depression'a')
Number of Units in the Inlet (Grate or Curb Opening)
�.h of a Single Unit Inlet (Grate or Curb Opening)
i ot a Unit Grate (cannot be greater than W, Gutter Width)
3ing Factor for a Single Unit Grate (typical mfn. value = 0.5)
aing Factor for a Single Unit Curb Opening (typical min. value = 0.
3n �ischarge for Half of Street (from Sheet Inlet Management )
r Spread Width
r Depth at Flowline (outside of local depression)
r Depth at Street Crown (or at T�,x)
of Gurier Flow to Design Flow
iarge outside the Gutter Section W, carried in Section T,
iarge within the Gutter Section W
iarge Behind the Curb Face
Area within the Gutter Section W
�.ity wlthin the Gutter SeGtion W
r Deoth for Desian Condition
Length of Inlet Grate Opening
of Grate Flow to Design Flow
r No-Clogging Condition
wm Velocity Where Grete Splash-over Begins
eption Rate of Frontal Flow
eption Rate ot Side Flow
eption Capacity
r Clogging Condition
ing CoeFficient for Multiple-unit Grate Inlet
ing Factor for Multiple-unit Grate Inlet
ive (unclogged) Length of Multiple-unit Grate Inlet
wm Velocity Where Grate Splash-Over Begins
eption Rate of Frontal Flow
eption Rate of Side Flow
J Interception Capacity
-0ver Flow = Q,; Q, (to be applied to curb openino or next dls
lent Slope SQ (based on grate carry-over)
ad Length L710 Have 100 % Interception
No-Clogging Condition
�e length of Curb Opening or Slotted Inlet (minimum of l, lr)
ption Capaciry
Clogging Condition
ig Coefficient
ig Factor for Multiple-unit Curb Opening or Slotted Inlet
�e (Unclogged) Length
Interception Capacity
Dver Flow = Q..,,-e..�,-Q.
Inlet Interception Capacity
Inlet CarryAver Flow (flow bypassing inlet)
ire Percentage = Q,/Qo =
MINOR MAJOR
Type = CDOT/Denver 13 Combination
a�o�q� = 2.0 incl
No= 4
L„ = 3.00 ft
Wo= 173 fl
C�-G = 0.50 0.50
C�C = 0.10 0.10
MINOR MAJOR
40 = 1.7 N.0 cfs
T = 7.2 16.7 ft
d= 3.2 5.5 incl
dCROWN- O.O 0.0 incl
Eo = 0.738 0.358
Q, = 0.5 7.1 cfs
Qw = 1.3 3.9 cfs
Qeq�K = 0.0 0.0 tfs
Aw = 0.37 0.75 sq�
Vw = 3.4 5.2 fps
d�oca� = 52 7.5 incl
MINOR MAJOR
L = 12.00 12.00 ft
Eo-GRFTE - O.BS'I 0.324
MINOR MAJOR
Vo = 3.49 3.49 fps
R�= 1.00 0.97
R, = 0.88 079
Q; = 1.7 9.3 cfs
MINOR MAJOR
GrateCoef= 1.88 1.88
GrateClog = 024 024
LQ= 9.18 9.18 fl
Vo= 2.97 2.97 fps
R�= 1.00 0.92
R, = 0.79 0.66
Q, = t.6 8.2 cfs
Qe = 0.1 2.8 cfs
MINOR MAJOR
SQ = 0.128 0.072 ft/ft
Lr = 1.69 11.30 ft
MINOR MAJOR
L= 1.69 11.30 ft
Q; = 0.3 1.7 cfs
MINOR MAJOR
CurbCoef= 125 L25
CurbClog = 0.05 0.05
La = 11.63 11.63 ft
Q, = 0.3 'I.5 cfs
Qe = 0.0 1.3 cfs
MINOR MAJOR
Q = 1.9 9.7 cfs
Qe = 0.0 '1.3 cfs
C % = 100 88 %
UD-Inlet_v4.06 (1).xlsm, INLET C2 & C3 12/15/2021, 1131 AM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Project:
Inlet ID:
(Based on Regulated Criteria for Maximum Allowable
Enter Your Project Name Here
INLET 85
T T ,
T, TA.�x
�^ _"" W I T,
� STREET
Q i p, CFOWN
�
�' � _ � ��
antl
mum Allowable Widih for Spread Behind Curb
Slope Behind Curb Qeave blank for no conveyance credit behind curb)
iing's Rouqhness Behind Curb (rypically between 0.012 and 0.020)
of Curb at Gutter Flow Line
ce from Curb Face to Street Crown
Width
Transverse Slope
Cross Slope (rypically 2 inches over 24 inches or 0.083 fUft)
Longitudinal Slope - Enter 0 for sump condition
ig's Rouqhness for Street Section (rypically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor 8 Major Storm
Flow Depth at Street Crown (leave blank for noj
TaA�K= o.o n
SencK = 0.020 Poft
�eacK = 0.020
Hcuas= 6.00 inches
TCROWN- �Z.O II
W = 2.00 ft
Sx = 0.030 fl/ft
Sw = 0.083 ftlft
So = 0.040 ft/ft
�sTReer = 0.015
Minor Storm Major Storm
TMnx = 12.0 12.0 ft
dm�= 6.0 6.0 inches
� �- check = yes
INOR STORM Allowable Capacity is 6ased on Depth Criterion Minor Storm Major Storm
AJOR STORM Allowable Capacity is based on Depth Criterion Qa�iow = 13.4 '13.4 cfs
inor storm maz. allowable capacity GOOD - greater than the design flow given on sheet'Inlet ManagemenY
ajor s[onn max. allowable capacity GOOD - greater than [he design flow given on shee['Inle[ ManagemenY
UD-Inlet_v4.06 (1).xlsm, INLET 65 12/15/2021, 1131 AM
INLET ON A CONTINUOUS GRADE
Version 4.06 Released August 2018
r—Lo iCj�
H-Curb H-Vert
L"Jo
W
�—� � � L �o G ; �
�
of Inlet � CDOT/Denver 13 Combination
Depression (additional to continuous gutter depression'a')
Number of Units in the Inlet (Grate or Curb Opening)
�.h of a Single Unit Inlet (Grate or Curb Opening)
i ot a Unit Grate (cannot be greater than W, Gutter Width)
3ing Factor for a Single Unit Grate (typical mfn. value = 0.5)
aing Factor for a Single Unit Curb Opening (typical min. value = 0.
Inlet Interception Capacity
Inlet Carry-Over Flow (flow bypassing inlet)
ira Par�anfana = O_/O_ _
Type
a�oca�
No
L„
Wo
C�-G
Q
Oo
C%
MINOR MAJOR
CDOT/Denver 13 Combination
2.0
2
3.00
1.73
0.50 0.50
0.10 0.10
MINOR MAJOR
0.4 2.0
0.1 '1.2
90 63
UD-Inlet_v4.06 (1).xlsm, INLET 65 12/15/2021, 1131 AM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Project:
Inlet ID:
(Based on Regulated Criteria for Maximum Allowable
Enter Your Project Name Here
INLET A9
T T ,
T, TA.�x
�^ _"" W I T,
� STREET
Q i p, CFOWN
�
�' � _ � ��
antl
mum Allowable Widih for Spread Behind Curb
Slope Behind Curb Qeave blank for no conveyance credit behind curb)
iing's Rouqhness Behind Curb (rypically between 0.012 and 0.020)
of Curb at Gutter Flow Line
ce from Curb Face to Street Crown
Width
Transverse Slope
Cross Slope (rypically 2 inches over 24 inches or 0.083 fUft)
Longitudinal Slope - Enter 0 for sump condition
ig's Rouqhness for Street Section (rypically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor 8 Major Storm
Flow Depth at Street Crown (leave blank for noj
TaA�K= o.o n
SencK = 0.020 Poft
�eacK = 0.020
Hcuas= 6.00 inches
TCROWN- ZO,O II
W = 2.00 ft
Sx = 0.025 fl/ft
Sw = 0.083 ftlft
So = 0.035 ft/ft
�sTReer = 0.015
Minor Storm Major Storm
TMnx = 20.0 20.0 ft
dm�= 6.0 6.0 inches
� �- check = yes
INOR STORM Allowable Capacity is 6ased on Depth Criterion Minor Storm Major Storm
AJOR STORM Allowable Capacity is based on Depth Criterion Qa�iow = 15.6 '15.6 cfs
inor storm maz. allowable capacity GOOD - greater than the design flow given on sheet'Inlet ManagemenY
ajor s[onn max. allowable capacity GOOD - greater than [he design flow given on shee['Inle[ ManagemenY
UD-Inlet_v4.06 (1).xlsm, INLET A9 12/15/2021, 1131 AM
INLET ON A CONTINUOUS GRADE
Version 4.06 Released August 2018
r—Lo iCj�
H-Curb H-Vert
L"Jo
W
�—� � � L �o G ; �
�
of Inlet � CDOT/Denver 13 Combination
Depression (additional to continuous gutter depression'a')
Number of Units in the Inlet (Grate or Curb Opening)
�.h of a Single Unit Inlet (Grate or Curb Opening)
i ot a Unit Grate (cannot be greater than W, Gutter Width)
3ing Factor for a Single Unit Grate (typical mfn. value = 0.5)
aing Factor for a Single Unit Curb Opening (typical min. value = 0.
Inlet Interception Capacity
Inlet Carry-Over Flow (flow bypassing inlet)
ira Par�anfana = O_/O_ _
Type
a�oca�
No
L„
Wo
C�-G
Q
Oo
cr
MINOR MAJOR
CDOT/Denver 13 Combination
2.0
2
3.00
1.73
0.50 0.50
0.10 0.10
MINOR MAJOR
1.0 2.5
0.2 '1.9
ea 5�
UD-Inlet_v4.06 (1).xlsm, INLET A9 12/15/2021, 1131 AM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Project:
Inlet ID:
(Based on Regulated Criteria for Maximum Allowable
Enter Your Project Name Here
INLET E1
T T ,
T, TA.�x
�^ _"" W I T,
� STREET
Q i p, CFOWN
�
�' � _ � ��
antl
mum Allowable Widih for Spread Behind Curb
Slope Behind Curb Qeave blank for no conveyance credit behind curb)
iing's Rouqhness Behind Curb (rypically between 0.012 and 0.020)
of Curb at Gutter Flow Line
ce from Curb Face to Street Crown
Width
Transverse Slope
Cross Slope (rypically 2 inches over 24 inches or 0.083 fUft)
Longitudinal Slope - Enter 0 for sump condition
ig's Rouqhness for Street Section (rypically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor 8 Major Storm
Flow Depth at Street Crown (leave blank for noj
TaA�K= ios n
SencK = 0.020 Poft
�eacK = 0.015
Hcuas= 6.00 inches
TCROWN- 4S,O II
W = 2.00 ft
Sx = 0.020 fl/ft
Sw = 0.083 ftlft
So = 0.015 ft/ft
�sTReer = 0.015
Minor Storm Major Storm
TMnx = 30.0 45.0 ft
dm�= 6.0 8.0 inches
� " check = yes
INOR STORM Allowable Capacity is 6ased on Depth Criterion Minor Storm Major Storm
AJOR STORM Allowable Capacity is based on Depth Criterion Qa�iow = 18.0 48.0 cfs
inor storm maz. allowable capacity GOOD - greater than the design flow given on sheet'Inlet ManagemenY
ajor s[onn max. allowable capacity GOOD - greater than [he design flow given on shee['Inle[ ManagemenY
UD-Inlet_v4.06 (1).xlsm, INLET E1 12/15/2021, 1131 AM
INLET ON A CONTINUOUS GRADE
Version 4.06 Released August 2018
�Lo (C)�
H-Curb H-Vert
Wo
W
--� �-� Lo fG�
of Inlet � CDOT/Denver 93 Combination
Depression (additional to continuous gutter depression'a')
Number of Units in the Inlet (Grate or Curb Opening)
�.h of a Single Unit Inlet (Grate or Curb Opening)
i ot a Unit Grate (cannot be greater than W, Gutter Width)
3ing Factor for a Single Unit Grate (typical mfn. value = 0.5)
aing Factor for a Single Unit Curb Opening (typical min. value = 0.1)
Inlet Interception Capacity
Inlet Carry-Over Flow (flow bypassing inlet)
ira Par�anfana = O_/O_ _
Type
a�oca�
No
L„
Wo
C�-G
Q
Oo
C%
MINOR MAJOR
CDOT/Denver 13 Combination
2.0
5
3.00
1.73
0.50 0.50
0.10 0.10
MINOR MAJOR
1.8 7.4
0.0 0.0
100 99
UD-Inlet_v4.06 (1).xlsm, INLET E1 12/15/2021, 1131 AM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Project:
Inlet ID:
(Based on Regulated Criteria for Maximum Allowable
Enter Your Project Name Here
INLET D1
T T ,
T, TA.�x
�^ _"" W I T,
� STREET
Q i p, CFOWN
�
�' � _ � ��
antl
mum Allowable Widih for Spread Behind Curb
Slope Behind Curb Qeave blank for no conveyance credit behind curb)
iing's Rouqhness Behind Curb (rypically between 0.012 and 0.020)
of Curb at Gutter Flow Line
ce from Curb Face to Street Crown
Width
Transverse Slope
Cross Slope (rypically 2 inches over 24 inches or 0.083 fUft)
Longitudinal Slope - Enter 0 for sump condition
ig's Rouqhness for Street Section (rypically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor 8 Major Storm
Flow Depth at Street Crown (leave blank for noj
TaA�K= s.o n
SencK = 0.020 Poft
�eacK = 0.015
Hcuas= 6.00 inches
TCROWN- ZB.O II
W = 1.00 ft
Sx = 0.020 fl/ft
Sw = 0.083 ftlft
So = 0.040 ft/ft
�sTReer = 0.015
Minor Storm Major Storm
TMnx = 20.0 26.0 ft
dm�= 6.0 6.0 inches
� �- check = yes
INOR STORM Allowable Capacity is 6ased on Depth Criterion Minor Storm Major Storm
AJOR STORM Allowable Capacity is based on Depth Criterion Qaiiow = 24.6 24.6 cfs
inor storm maz. allowable capacity GOOD - greater than the design flow given on sheet'Inlet ManagemenY
ajor s[onn max. allowable capacity GOOD - greater than [he design flow given on shee['Inle[ ManagemenY
UD-Inlet_v4.06 (1).xlsm, INLET D1 12/15/2021, 1131 AM
INLET ON A CONTINUOUS GRADE
Version 4.06 Released August 2018
�Lo (C)�
H-Curb H-Vert
Wo
W
--� �-� Lo fG�
of Inlet � CDOT/Denver 13 Combination
Depression (additional to continuous gutter depression'a')
Number of Units in the Inlet (Grate or Curb Opening)
�.h of a Single Unit Inlet (Grate or Curb Opening)
i ot a Unit Grate (cannot be greater than W, Gutter Width)
3ing Factor for a Single Unit Grate (typical mfn. value = 0.5)
aing Factor for a Single Unit Curb Opening (typical min. value = 0.
Inlet Interception Capacity
Inlet Carry-Over Flow (flow bypassing inlet)
ira Par�anfana = O_/O_ _
Type
a�oca�
No
L„
Wo
C�-G
Q
Oo
C%
MINOR MAJOR
CDOT/Denver 13 Combination
2.0
2
3.00
1.73
0.50 0.50
0.10 0.10
MINOR MAJOR
0.3 1.1
0.0 0.4
100 72
UD-Inlet_v4.06 (1).xlsm, INLET D1 12/15/2021, 1131 AM
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ENDURING
C�MMUNITY
DESIGN
Fairway Lane Apartments — Fort Collins, CO
20065
Detention requirements for Detention Pond for Major Storm (100-Yr)
Modified FAA Method
Runoff Coefficient 0.82
Allowed Release Rate (cfs) 2.16 Total Detention @ 120 mins (Acre-ft) = 2.35
Area (B-1 - B-17) (Acres) 10.82
Volume (ft^3) 102,204
Intensity 3 3 Volume Detained Volume Detained
Time (min) (In/hr) Q�n (cfs) Vin (ft ) Qout (cfs) Vout (ft ) ft3 (acre-ft)
5 9.95 88.47 26540 2.16 649 25890 0.59
10 7.72 68.64 41183 2.16 1299 39885 0.92
15 6.52 57.97 52173 2.16 1948 50225 1.15
20 5.6 49.79 59748 2.16 2598 57151 1.31
25 4.98 44.28 66416 2.16 3247 63169 1.45
30 4.52 40.19 72338 2.16 3896 68442 1.57
35 4.08 36.28 76179 2.16 4546 71633 1.64
40 3.74 33.25 79806 2.16 5195 74611 1.71
45 3.46 30.76 83060 2.16 5844 77216 1.77
50 3.23 28.72 86155 2.16 6494 79661 1.83
55 3.03 26.94 88902 2.16 7143 81759 1.88
60 2.86 25.43 91543 2.16 7793 83750 1.92
65 2.71 24.09 93970 2.16 8442 85528 1.96
70 2.59 23.03 96717 2.16 9091 87626 2.01
75 2.48 22.05 99224 2.16 9741 89484 2.05
80 2.38 21.16 101572 2.16 10390 91182 2.09
85 2.29 20.36 103839 2.16 11039 92799 2.13
90 2.21 19.65 106106 2.16 11689 94417 2,17
95 2.13 18.94 107947 2.16 12338 95608 2.19
100 2.06 18.32 109894 2.16 12988 96906 2.22
105 2.00 17.78 112028 2.16 13637 98391 2.26
110 1.94 1725 113841 2.16 14286 99555 2.29
115 1.88 16.72 115335 2.16 14936 100399 2.30
120 1.84 16.36 117789 2.16 15585 102204 2.35
MHFO-Oetention, �ersion 4.04 (February 2021J
sasin
.�.I.z.T`-�('�-
PO°` MJExampleZoneEConfiguration�RetentionPond�
Watershetl Information
Selected BMP Type = EDB
WatershetlArea= 10.82 res
Wa[ershed Lenqth = I,OBS RC
Watershetl Ler�gth to Cen[roltl = 540 ft
Watershetl5lope= 0.025 ft/ft
WaCershetllmperviousr�ess= 60.8�% perrent
PerrentageNydroloqi<SOIIGroupA= 0.0% perrent
Percenta9e Hytlrologic Soll 6roup 8= 0.0 % percent
Perrentage Hytlrolo9l< Soil Groups C/D = 100.0"/o per<ent
Targe[WQNDrainTime= 90.� hours
loca(ion for 1-hr Rainfall Depths = User Input
aaer p�n�m��n� �aqwraa mvun acu,�e �nei��rn�,g i-n��u� �a���ran
�=p[hs, dick �Run fl1ryF' m nener�te n�noff hv[,Ironraphs u�ing
[ne embed�:l J Coloradu UrL n Hydrt��iaph Vi uceJui�.
WaterQuailryCaptureVolurtre(WQCV)= 0.215 re-feet
Ex<ess Urban Runoff Volume (EURVJ = 0.632 re-feet
2-yr Rurmff Volume (PI = 0.82 in.) = 0.4�4 cre-feet
5-yr Runoff Volume (Pl = 1.331n.) = 0.623 cre-feet
10-yr Rurwff Volume (Pi = 1.4 in.) = a.849 cre-feet
25-yr Rurwff Valume (PI = 1.93 in.) = 1.353 cre-feet
5�-yr Runoff Valume (PI = 2.41n.) = 1.787 cre-feet
300-yr Runoff Valume (Pl = 2.8fi in.) = 2.238 cre-feeC
500-yr Runoff Valurtre (PI = 9.51 In.J = 3.808 cre-feet
Approximate 2ryr Detention Volume = 0389 re-feet
Approximate S-yr De[ention Volume = 0.609 re-feet
Approximate30ryr0etentionVoWme= 0.738 cre-feet
Approximate 25�yr Detention VoWme = 0.953 rrfeet
Approximate SO-yr De[ention Volume = 1.036 <re-fzet
Approxima[e iW-yr Defention Volume = 1.276 cre-feet
Define Zones antl easin Geometry
2ane I Volume (VJQCVJ = �.215 re-feet
Zarie 2 Valume (EURV � Zo�te 1) = 0.417 cre-feet
Zor�e 3 Volume (100-year - 2ones 1& 2) = 0.693 re-feet
Totai Detention Basin Volume = 1.276 re-feet
Ini[ial Surcharge Voiume (ISV) = R'
Initial Surchar9e Dep[h (ISD) = ft
To[al Available Deten[ion Depth (H�ml) = R
DepthofTri[MeChannei(4L]= ft
9ope of TrickJe ChannN (Sr�c) = R/R
4opes of Maln Basin Stles (Sma��) = H:V
Basin Len9[I}taWitlth Ratio (R�y) _
NIHaI SurchargeArea (Ayy) = ft�
Surcharge Volume Leng[h (L��) = ft
SurchargeVolumeWlG[h(W�y)= R
DepM of Basin Fioor (Hp�p) = ft
IengCh of 8asin floor (If�pa) = R
Width of Basln floor (Wpippa) = ft
Area of Basin fioor (Ap�ua) = ft''
Volume of Basin Floor (Vrima) = R'
Depth of Main Basin (HMp�N) = ft
LengCh of Maln Basin (I.+�p��y) = ft
Wltl[h of Main Basin (Wpp�N) = R
Area of Maln Basin (AMaw) = ft''
Volume of Main easln (VMnmi) = ft'
Calcula[ed Total Basin Volume (Vm�l) = uset re-feet
<rest
Op[ional User Ovemde>
re-fee[
re-fee[
0.92 Iriches
1.13 'inches
1.40 Ir¢hes
1.93 inches
2.40 Inches
2.86 Iriches
9.51 Ir�[hes
Dep[h Incremen[ = ft
Op[ional f[iona
SCage-Stora9e Stage Overricle Length Witlth Area Overntlz Area Volume Volume
Descrt io R 5[a�e ft R R R� Area ft' R' a[-R
Top of Micropool -- 0.44 -- -- -- 0 0.000
4993 -- �.75 -- -- -- 7,646 0.176 2,967 O.O6ti
4994 -- 1.75 -- -- -- 15,255 0350 14,31I 0329
4995 -- 2.75 -- -- -- 19,41� 0.946 31,65� 0.727
4996 -- 3.75 "' "' "' 22,737 0.522 52,723 3.230
4997 -- 4.75 -- -- -- 25,0�8 �.574 76,596 1.758
4998 -- 5.75 -- -- -- 27,251 0.626 302,725 2358
4999 6.75 27,251 0.626 129,976 2.984
MHf0.�etention�v404 (3).dsm, Besin 12/�4/2021, 8'.01 PM
MHFD-Detention, �ersion 4.04 (February 2021)
Project: Fairway Lane Apartments
Basin ID: SE POND
- ��o"" - Estimated Estimated
zone:
zoHe � Stage (ft) Volume (arft) Outlet Type
IOFYR 1 -
VOLUME fUHV W�yrt�
� T �f Zone 1(WQCV) 1.A0 0.215 Orifice Plate
���E^^^ Zone 2(EURV) 2.54 0.417 Circular Orifice
nuoz onivice
pEqMa„E,,, ORIFlCES Zone 3(100-year) 3.88 0.643 Weir&Pipe (Restrict)
°pO` Example Zone Configuration (Retention Pond)
Total (all zones) 1.276
User Input: Orifice at Underdrain Outlet (rypicaily used to drain WOCV in a Filtration BMP� Calculated Parameters for Underdrain
Underdrain Orifice Invert Depth = ft(distance below the filtration media surface) Underdrain Orifice Area = ftZ
Underdrain Orifice Diameter = inches Underdrain Orifice Centroid = feet
Invert of Lowest Orifice = 0.00
Depth at top of Zone using Orifice Plate = 1.40
Orifice Plate: Orifice Vertical Spacing = 4.00
Orifice Piate: Orifice Area per Row = 1.02
�put: Staqe and Total Area of Each Orifice Row (numt
Row i (req
Stage of Orifice Centroid (ft) 0.00
Orifice Area (sq. inches) lA2
Row 9 o t
Stage of Orifice Centroid (ft)
Orifice Area (sq. inches)
(relative to 6asin bottom at Stage = 0 ft)
(relative to basin bottom at Stage = 0 ft)
inches (diameter = 1-1/8 inches)
;MN] Calculated Parameters for Plate
WQ Orifice Area per Row = 7.083E-03 ftz
Elliptical Half-Width = N/A feet
Elliptical Slot Centroid = N/A feet
Elliptical Slot Area = N/A ftz
User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical Orif
Zone 2 Circular Not Seleded Zone 2 Circular Not Seleded
Invert of Vertical Orifice = 1.44 N/A ft(relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = N/A
Depth at top of Zone using Vertical Orifice = 2.57 N/A ft (relative to basin bottom at Stage = 0 ft) Verticai Orifice Centroid = N/A
Vertical Orifice Diameter = N/A inches
OverFlow Weir Front Edge Height, Ha = 2.54
Overftow Weir Front Edge Length = 5.00
Overflow Weir Grate Slope = 4.00
Horiz. Length of Weir Sides = 5.00
OverFlow Grate Type = Type C Grate
Debris Clogging % = SO%
i9uiar/Trapezoidal Weir jand No Outlet Pi�e� Calculated Parameters for OverFlow W�
Zone 3 weir Not Selected
(relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, H� = 3.79 N/A
et Overftow Weir Slope Length = 5.15 N/A
V Grate Open Area / 100-yr Orifice Area = 39.13 N/A
et OverFlow Grate Open Area w/o Debris = 17.94 N/A
Overflow Grate Open Area w/ Debris = 8.97 N/A
User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice. Restrictor Piate. or Rectanaular Orificel Calculated Parameters for Outlet Pipe w/ Flow Restriction Plt
Zone 3 Restrictor Not Selected Zone 3 Restrictor Not Seleded
Depth to Invert of Outlet Pipe = 0.00 N/A ft(distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = 0.46 N/A
OuHet Pipe Diameter = 15.00 N/A inches Outlet Orifice Centroid = 0.29 N/A
Restrictor Piate Neight Above Pipe Invert = 6.00 inches Half-Central Angle of Restridor Plate on Pipe = 137 N/A
User Inout: Emeraencv Soillwav (Rectangular or Traoezoidail
Spillway Invert Stage= ft(relative to basin bottom at Stage = 0 ft)
Spillway Crest Length = feet
Spillway End Siopes = H:V
Freeboard above Max Water Surface = feet
Calculated Parameters for Soiilwav
Spillway Design Fiow Depth= feet
Stage at Top of Freeboard = feet
Basin Area at Top of Freeboard = acres
Basin Volume at Top of Freeboard = acre-ft
Routed Hydrograph Resuits
Design Storm Return Perlod
One-Hour Rainfall Depth (in)
NHP Runoff Volume (acre-ft)
Inflow Hydrograph Volume (acre-ft)
CUHP Predevelopment Peak Q (cfs)
OPTIONAL Override Predevelopment Peak Q(cfs)
Predevelopment Unit Peak Flow, q(cfs/acre)
Peak Inflow Q (cFs)
Peak OutFlow Q (cfs)
Ratio Peak OutFlow to Predevelopment Q
Structure Controlling Flow
Max Velocity through Grate 1(fps)
Max Velocity through Grate 2(fps)
Time to Drain 97 % of Intlow Volume (hours)
Time to Drain 99 % of Intlow Volume (hours)
Maximum Ponding Depth (ft)
Area at Maximum Ponding Depth (acres)
Maximum Volume Stored (acre-ft)
MHFD-Detention_v4 04 (3).xlsm, Outlet Structure 1/6/2022, 10:39 AM
�o
60
50
40
L
3
0
LL 30
20
10
MHFD-Detention, �ersion 4.04 [February 2021)
S
7
6
„ 5
r
x
�
� 4
l7
2
0
2
O
' 3
2
1
0
0.1
E�
DRAIN TIME [hr]
USef Afea [ft^2]
120,000 � Interpolaied Area (ft^2]
Summary Area [ft^2]
�Volume [ft^3]
ioo,000 —
-•�-•Summary Volume [ft^3]
� Outfiow [dsj
80,000 � -f'Summary0utflow(ds)
x
� 60,000 -�
O
>
'K 40,000 -
a
a
20,000 �� . -
i
0 '.
0.00 1.00 2.00 3.00 4.00
PONDING DEPTH [ft
$-A-V-D Chart Auis Override X-axis Left Y-Axis Ri ht Y-FUns
minimum bound
maximum bound
10
5.00 6.00 7.00
100
10
9
8
�
6
�
5 3
O
— �
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-- 3
- 2
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8.00
MHFD-Detention_v4 04 (3).xlsm, Outlet Structure 1/6/2022, 10:39 AM
.. _ _. . r. .� _ _ — _. _'_
0.1 1 SO
TIME [hr)
Outflow Hydrograph Workbook Filename:
Inflow Hvdroqraphs
The user can override [he calculated inFlow hydrogrzphs from this workbook with inFlow hydroqraphs dev2loped in a separate proqram.
SOURCE CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP
Time Tnterval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year I
5.00 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0:10:00 0.00 0.00 0.00 0.00 0.00 0,00 0.26 0.25 1.39
0:15:00 0.00 0.00 0.31 1.07 1.62 1.53 2.27 2.46 4.67
0:20:00 0.00 0.00 2.47 3.80 4.87 3.86 5.08 5.97 11.66
O:Z5:00 0.00 0.00 5.53 8.64 12.18 8.80 12.52 15.13 28.49
0:30:00 0.00 0.00 6.67 10.41 14.12 21,15 28.21 33.93 57.53
0:35:00 0.00 0.00 6.06 9.38 12.57 23.15 30.36 3837 63.84
0:40:00 0.00 0.00 5.33 8.04 10.76 21.77 28.40 35.67 59.09
0:45:00 0.00 0.00 4.40 6.76 9.16 18.90 24.64 31.91 52.73
0:50:00 0.00 0.00 3.65 5.73 7.SS 16.63 21.62 27.81 45.89
0:55:00 0.00 0.00 3.15 4.88 6.53 13.62 17.76 23.52 38,91
1:00:00 0.00 0.00 2.80 4.29 5.81 11.58 15.15 20.65 34.23
1:05:00 0.00 0.00 2.49 3.79 5.18 10.08 13.22 18.56 30.78
1:10:00 0.00 0.00 2.07 3.31 4.57 8.34 10.98 14.92 24.88
1:15:00 0.00 0.00 1.69 2.76 4.03 6.82 9.02 11.83 19.85
1:20:00 0.00 0.00 1.42 2.30 3.40 5.26 6.96 8.66 14.68
1:Z5:00 0.00 0.00 1.27 2.04 2.86 4.12 5.47 634 10.96
1:30:00 0.00 0.00 1.19 1.90 2.52 3.30 4.39 4.92 8.67
1:35:00 0.00 0.00 1.15 1.81 2.29 2.77 3.69 4.05 7.26
1:40:00 0.00 0.00 1.13 1.61 2.12 2.42 3.22 3.45 617
1:45:00 0.00 0.00 1.11 1.47 2.00 2.19 2.91 3.05 5.62
1:50:00 0.00 0.00 1.09 1.36 1.92 2.04 2.70 2.76 5.15
1:55:00 0.00 0.00 0.95 1.28 1.81 1.93 2.55 2.56 4.63
2:00:00 0.00 0.00 0.83 1.18 1.63 1.86 2.45 2.46 4.66
2:05:00 0.00 0.00 0.61 0.87 1.18 1.35 1.78 1.79 339
2:10:00 0.00 0.00 0.44 0.62 0.84 0.96 1.27 118 2.43
2:15:00 0.00 0.00 031 0.44 0.59 0.68 0.90 0.92 1.73
2:20:00 0.00 0.00 0.22 0.30 0.41 0.48 0.63 0.64 1.21
2:25:00 0.00 0.00 0.15 0.20 018 0.33 0.43 0.44 0.82
2:30:00 0.00 0.00 0.10 0.14 0.19 0.22 0.29 0.30 0.57
2:35:00 0.00 0.00 0.06 0.09 0.12 0.15 0.19 0.19 0.37
2:40:00 0.00 0.00 0.03 0.05 0.07 0.08 0.11 0.11 011
2;45:00 0.00 0.00 0.01 0.02 0.03 0.04 0.05 0.05 0.09
2:50:00 0.00 0.00 0.00 0.01 0.01 0,01 0.01 0.01 0.03
2:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
3:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
3:05:00 0.00 0.00 0.00 0.00 0.00 O.OD 0.00 0.00 0.00
3:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
3:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
3:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
3:Z5:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
3:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
3:35'00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
3:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
3:45:00 0.00 0.00 0.00 O.OD 0.00 0.00 0.00 0.00 0.00
3:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
3:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.DO 0.00
4:25:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5:00:00 0.00 0.00 0.00 O.OD 0.00 0.00 0.00 0.00 0.00
5:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5:25:00 0.00 O.OD 0.00 0.00 0.00 0.00 0.00 O.DO 0.00
5:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
MHFD-Detention_v4 04 (3).xlsm, Outlet Structure 1/6/2022, 10:39 AM
Weir Report
Hydraflow Express Extension for AutodeskOO Civil 3DOO by Autodesk, Inc.
Detention Pond Spillway
Trapezoidal Weir
Crest = Sharp
Bottom Length (ft) = 30.00
Total Depth (ft) = 1.00
Side Slope (z:1) = 4.00
Calculations
Weir Coeff. Cw = 3.10
Compute by: Known Q
Known Q (cfs) = 88.57
Depth (ft)
2.00
1.50
1.00
0.50
� ��
-0.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Top Width (ft)
Detention Pond Spillway
Tuesday, Oct 26 2021
= 0.92
= 88.57
= 30.99
= 2.86
= 37.36
Depth (ft)
Z.00
1.50
1.00
0.50
� ��
-0.50
0 5 10 15 20 25 30 35 40 45 50
weir w.s. Length (ft)
ENDURING
C�MMUNITY
DESIGN
Fairway Lane Apartments — Fort Collins, CO
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Project: REV3 - FAIRWAY - N.WEST - 5247917 •
StormT ch�
Chamber Model - SC-740 ��,.o�...,. ,�,.,,�.... „�,. .,,,,
Units- � imperiai a���kr+e,ero,M���� .��id��,�r.,�����,.iA1�IpP2�
Number of chambers - 15
Voids in the stone (porosity) - 40 %
Base of Stone Elevation - 5002.39 ft
0 Indude Perimeter Stone in Cakulations
Amount of Stone Above Chambers - 6 in
Amount of Stone Below Chambers - 6 in
Area of system - 792 sf Min. Area - 507 sf min. area
42 0.00 0.00 26.40 26.40 1522.36 5005.89
41 0.00 0.00 26.40 26.40 1495.96 5005.81
40 0.00 0.00 26.40 26.40 1469.56 5005.72
39 0.00 0.00 26.40 26,40 1443.16 5005.64
38 0.00 0.00 26.40 26.40 1416.76 50D5.56 36�� is top of
37 0.00 0.00 26.40 26.40 1390.36 5005.47
36 0.05 0.82 26.07 26.89 1363.96 5005.39� ch a m be rs
35 0.16 2.44 25.42 27.87 1337.06 5005.31
34 0.28 4.23 24.71 28.94 1309.20 500522
33 0.60 9.06 22.78 31.84 126026 5005.14
32 0.80 12.03 21.59 33.62 1248.42 5005.06
31 0.95 1426 20.70 34.96 1214.81 5004.97
30 1.07 16.12 19.95 36.07 1179.85 5004.89
29 1.18 17.71 19.32 37.02 1143.78 5004.81 Max WQ Elev - 5004.75
28 1.27 18.98 16.81 37.79 1106.76 5004.72
27 1.36 20.33 18.27 3860 1068.97 5004.64 (Equal to Inv Out South in
26 1.45 21.81 17.68 39.49 1030.37 5004.56 Storm Structure B3)
25 1.52 22.87 1725 40.12 990.88 5004.47
24 1.58 23.73 16.91 40.64 950.76 5004.39
23 1.64 24.63 16.55 41.18 910.12 5004.31 Provides 1 119 cf of WQCV
22 1.70 25.49 1620 41.70 868.94 5004.22 �
21 1.75 2629 15.88 42.18 82724 5004.14
20 1.80 27.04 15.58 42.63 785.07 5004.06
19 1.85 27.82 1527 43.09 742.44 5003.97
18 1.89 28.40 15.04 43.44 699.35 5003.89
17 1.93 29.01 14.80 43.81 655.91 5003.81
16 1.97 29.62 14.55 44.17 612.10 5003.72
15 2.01 30.15 14.34 44.49 567.93 5003.64
14 2.04 30.67 14.13 44.80 523.44 5003.56
13 2.07 31.12 13.95 45.07 478.63 5003.47
12 2.10 31.57 13.77 45.34 433.56 5003.39
11 2.13 31.98 13.61 45.59 38822 5003.31
10 2.15 32.31 13.48 45.76 342.63 5003.22
9 2.18 32.66 13.34 45.99 296.84 5003.14
8 22D 32.98 13.21 46.19 250.85 5003.06
7 2.21 33.11 13.16 4627 204.67 5002.97
6 0.00 0.00 26.40 26.40 158.40 5002.89
5 0.00 0.00 26.40 26.40 132.00 5002.81
4 0.00 O.DO 26.40 26.40 105.60 5002.72
3 0.00 0.00 26.40 26.4D 7920 5002.64
2 0.00 0.00 26.40 26.40 52.80 5002.56
1 0.00 0.00 26.40 26.40 26.40 5002.47
Fairway Lane Apartments S1 Stormtech System (West)
Water Quality Capture Volume (WQCV) Calculations
WQCV = a(0.9173 — 1.1912 + 0.781
WQCV
V= 12 A x 1.2
Total Area of New and/or Modified Impervious Area Contributory to Stormtech = 33,139 sq-ft
a=
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V=
0.8 12-Hour Drain Time
90 %
0.321 Watershed-Inches
0.761 Acres
0.024 Acre-Feet
Therefore; 1,064 cubic-feet of WQCV is required to be treated
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Chamber ProducY
Desi�� Stonn
Developed "C"
Area
Max Release Rate
SC-740
WQ
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0.76 acres
0.35 cfs
Rec�uired Detention Volume
Quai�tity Detenlioi� 264 (fC3)
1'ime Cime FCCollins WQ Qio� Intlow (Runo�Ff� Volume Outtlow �Release) Volume Storage Detention
lntensity � Vol ume
(minsl (secs) (i»/lul (cfsl (�h') ('g`9) (�r')
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10 600 1.1 1 0.8 456 2 I 0 246
15 900 094 0.6 �79 315 ?64
?0 1 Z00 0.81 0.6 665 420 245
3� 1500 0.73 OS 739 �3� 214
30 1800 0.65 0.4 800 630 UO
35 2100 0.59 0.4 847 73� I12
40 Z400 0.54 0.4 886 840 4G
45 2700 0.50 0.3 933 94� -22
50 3000 0.46 0.3 944 1050 -106
�5 3300 0.44 03 993 I1�5 -162
60 3600 0.41 0.3 1010 1260 -250
65 3900 0.39 03 1040 1365 -32�
70 4200 037 0.3 1063 1470 -407
75 4500 03� 02 1077 1575 -498
80 4800 0.33 02 1083 1680 -597
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Project: REV3 - FAIRWAY - N.EAST - 5247917 •
StormT ch�
Chamber Model - SC-740 ��,.o�...,. ,�,.,,�.... „�,. .,,,,
Units- � imperiai a���kr+e,ero,M���� .��id��,�r.,�����,.iA1�IpP2�
Number of chambers - 26
Voids in the stone (porosity) - 40 %
Base of Stone Elevation - 5000.72 ft
0 Indude Perimeter Stone in Cakulations
Amount of Stone Above Chambers - 6 in
Amount of Stone Below Chambers - 6 in
Area of system - 1162 sf Min. Area - 879 sf min. area
42 0.00 0.00 38.73 38.73 2343.63 500422
41 0.00 0.00 38.73 38.73 2304.90 5004.14
40 0.00 0.00 38.73 38.73 2266.17 5004.05
39 0.00 0.00 38.73 38.73 222743 5003.97 36�� is top of
38 0.00 0.00 36.73 3873 2188.70 50D3.89
37 0.00 0.00 38.73 38.73 2149.97 5003.80 c h a m b e rs
36 0.05 1.43 38.16 39.59 211123 5003.72
35 0.16 4.24 37.04 4127 2071.64 5003.64
34 028 7.33 35.80 43.13 2030.37 5003.55
33 0.60 15.70 32.45 48.16 198724 5003.47
32 0.80 20.84 30.40 5124 1939.08 5003.39
31 0.95 24.72 28.85 53.56 1887.84 5003.30 Max WQ Elev = 5003.00
30 1.07 27.94 27.56 55.50 1834.28 500322 �Equal to Inv Out South in
29 1.18 30.69 26.46 57.15 1778.78 5003.14
28 1.27 32.91 25.57 58.48 1721.63 5003.05 Storm Structure C4)
27 1.36 3523 24.64 59.87 1663.15 5002.97
26 1.45 37.81 23.61 61.42 1603.28 5002.89 Provides 1,888 cf of WQCV
25 1.52 39.64 22.88 62.52 1541.87 5002.80
24 1.58 41.14 22.28 63.42 1479.35 5002.72
23 1.64 42.70 21.65 64.35 1415.93 5002.64
22 1.70 44.19 21.06 65.25 1351.58 50D2.55
21 1.75 45.58 20.50 66.08 1286.33 5002.47
20 1.80 46.87 19.98 66.86 1220.25 5002.39
19 1.85 4823 19.44 67.67 1153.39 5002.30
18 1.89 49.22 19.05 6827 1065.72 500222
17 1.93 50.28 18.62 68.90 1017.46 5002.14
16 1.97 51.35 18.19 69.54 948.55 5002.05
15 2.01 5226 17.83 70.09 879.01 5001.97
14 2.04 53.17 17.47 70.64 808.92 5001.89
13 2.07 53.95 17.15 71.10 738.29 5001.80
12 2.10 54.73 16.84 71.57 667.18 5001.72
11 2.13 55.43 16.56 71.99 595.61 5001.64
10 2.15 56.00 16.33 72.33 523.62 5001.55
9 2.18 56.60 16.09 72.70 451.29 5001.47
8 22D 57.16 15.87 73.03 378.60 5001.39
7 2.21 57.39 15.78 73.17 305.57 5001.30
6 0.00 0.00 36.73 38.73 232.40 5001.22
5 0.00 0.00 38.73 38.73 193.67 5001.14
4 0.00 O.DO 38.73 38.73 154.93 5001.05
3 0.00 0.00 38.73 38.73 11620 5000.97
2 0.00 0.00 38.73 38.73 77.47 5000.89
1 0.00 0.00 38.73 38.73 38.73 5000.80
Fairway Lane Apartments S1 Stormtech System (East)
Water Quality Capture Volume (WQCV) Calculations
WQCV = a(0.9173 — 1.1912 + 0.781
WQCV
V= 12 A x 1.2
Total Area of New and/or Modified Impervious Area Contributory to Stormtech =
a= 0.8 12-Hour Drain Time
1= 90%
WQCV= 0.321 Watershed-Inches
A= 1.348 Acres
V=
0.043 Acre-Feet
58,735 sq-ft
Therefore; 1,887 cubic-feet of WQCV is required to be treated
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Chamber ProducY
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Area
Max Release Rate
SC-740
WQ
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0.61 cfs
Rec�uired Detention Volume
Quai�tity Detenlioi� a79 (fC3)
1'ime Cime FCCollins WQ Qio� Intlow (Runo�Ff� Volume Outtlow �Release) Volume Storage Detention
lntensity � Vol ume
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10 600 1.1 1 13 809 366 443
15 900 094 1.1 10?8 i49 479
?0 1200 0.81 1.0 1181 732 449
3� 1500 0.73 0.9 1312 91� 397
30 1800 0.65 0.8 1423 1098 324
35 2100 0.59 0.7 1505 1281 224
40 Z400 0.54 0.7 1575 I464 I11
45 2700 0.50 0.6 1640 1647 -7
50 3000 0.46 0.6 1677 1830 -153
�5 3300 0.44 0.� 1764 2013 -249
60 3600 0.41 0.5 1793 3196 -�03
65 3900 0.39 OS 1548 2379 -531
70 4200 037 0.4 1388 ?562 -674
75 4500 03� 0.4 1914 ?745 -831
80 4800 0.33 0.4 1925 2928 -1003
85 �100 03? 0.4 1983 3f11 -1138
90 5400 031 0.4 2034 3294 -1260
95 �700 029 0.4 ?008 3477 -1469
I00 6000 0.28 03 2041 3660 -1619
L0� 6300 027 03 3067 3843 -1776
IIO 6600 0.26 03 2085 4026 -1941
ll� 6900 0.3 0.4 ?515 4209 -]694
I20 7200 025 03 2I87 439� -2205
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Project: REV3 - FAIRWAY - SOUTHERN - 5247917 •
StormT ch�
Chamber Model - SC-740 ��,.o�...,. ,�,.,,�.... „�,. .,,,,
Units- � imperiai a���kr+e,ero,M���� .��id��,�r.,�����,.iA1�IpP2�
Number of chambers -
Voids in the stone (porosity) -
Base of Stone Elevation -
Amount of Stone Above Chambers -
Amount of Stone Below Chambers -
Area of system -
54
40 %
4996.88 ft
0 Indude Perimeter Stone in Cakulations
6 in
6 in
2313 sf Min. Area - 1825 sf min. area
42 0.00 0.00 77.10 77.10 4727.01 5000.38
41 0.00 0.00 77.10 77.10 4649.91 5000.30
40 0.00 0.00 77.10 77.10 4572.81 5000.21
39 0.00 0.00 77.10 77.10 4495.71 5000.13
38 0.00 0.00 77.10 77,10 4418.61 50D0.05
37 0.00 0.00 77.10 77.10 4341.51 4999.96
36" is top of
chambers
36 0.05 2.97 75.91 78.88 4264.41 4999.88 Max WQ Elev = 4999.86
35 0.16 8.80 73.58 82.38 4185.53 4999.80
34 0.28 15.22 71.01 86.23 4103.15 4999.71 (Equal to Inv Out East in
33 0.60 32.61 64.05 96.67 4016.91 499963 Storm Structure A6)
32 0.80 4329 59.78 103.08 3920.24 4999.55
31 0.95 51.34 56.57 107.90 3817.17 4999.46
30 1.07 58.02 53.89 111.91 370927 4999.38 Provides 4,264 cf of WQCV
29 1.18 63.75 51.60 115.35 3597.35 4999.30
28 1.27 68.35 49.76 118.11 3482.00 499921
27 1.36 73.17 47.83 121.00 3363.90 4999.13
26 1.45 78.52 45.69 124.21 3242.89 4999.05
25 1.52 ffi.34 44.17 126.50 3118.68 4998.96
24 1.58 85.45 42.92 128.37 2992.18 4998.88
23 1.64 88.68 41.63 130.31 2863.81 4998.80
22 1.70 91.77 40.39 132.16 2733.50 4998.71
21 1.75 94.66 3924 133.89 2601.34 4998.63
20 1.80 97.35 38.16 135.51 2467.44 4998.55
19 1.85 100.17 37.03 13720 2331.93 4998.46
18 1.89 10223 36.21 138.44 2194.73 4998.38
17 1.93 104.44 35.33 139.76 2056.29 4998.30
16 1.97 106.65 34.44 141.09 1916.53 499821
15 2.01 108.54 33.69 14222 1775.44 4998.13
14 2.04 110.43 32.93 143.36 163322 4998.05
13 2.07 112.05 32.28 144.33 1489.86 4997.96
12 2.10 113.67 31.63 145.30 1345.54 4997.88
11 2.13 115.12 31.05 146.17 120024 4997.80
10 2.15 116.31 30.58 146.88 1054.07 4997.71
9 2.18 117.56 30.08 147.64 907.18 4997.63
8 22D 118.71 29.62 148.33 759.54 4997.55
7 2.21 11920 29.42 148.62 61122 4997.46
6 0.00 0.00 77.10 77.10 462.60 4997.38
5 0.00 0.00 77.10 77.10 385.50 4997.30
4 0.00 O.DO 77.10 77.10 308.40 4997.21
3 0.00 0.00 77.10 77.1D 231.30 4997.13
2 0.00 0.00 77.10 77.10 154.20 4997.05
1 0.00 0.00 77.10 77.10 77.10 4996.96
Fairway Lane Apartments S2 stormtech System (south)
Water Quality Capture Volume (WQCV) Calculations
WQCV = a(0.9173 — 1.1912 + 0.781
WQCV
V= 12 A x 1.2
Total Area of New and/or Modified Impervious Area Contributory to Stormtech = 125,846 sq-ft
a=
1=
WQCV=
A=
V=
0.8 12-Hour Drain Time
90%
0.321 Watershed-Inches
2.889 Acres
0.093 Acre-Feet
Therefore; 4,042 cubic-feet of WQCV is required to be treated
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Chamber ProducY
Desi�� Stonn
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Max Release Rate
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2.89 acres
1.27 cfs
Rec�uired Uetention Volume
Quai�tity Detenlioi� 1057 (fC3)
Ft.Collins Intlow (Runoff� Volume Outflow (Release) Volume Storage Detention
1'ime 7'ime wQ Qto� Volwne
Intensit}
(minsl (secs) (i»/lul (cfsl ('h') ('g`9) (�r')
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10 600 l.11 2.9 1733 762 970
15 900 094 ?.4 ??00 1143 1057
?0 1200 0.81 2.1 25?8 I�24 1004
3� 1500 0.73 1.9 3809 I907 904
30 1800 0.65 1.7 3043 2386 757
35 2100 0.59 LS 3223 2667 556
40 Z400 0.54 1.4 3371 3048 323
45 2700 0.50 L3 3511 3429 82
50 3000 0.46 12 3589 3810 -221
�5 3300 0.44 1.1 3777 4191 -414
60 3600 0.41 I.l 3839 4572 -733
65 3900 0.39 LO 39�6 4953 -997
70 4200 037 LO 4042 �33A -1292
75 4500 03� 0.9 4097 5715 -1618
80 4800 0.33 0.9 A120 6096 -1976
85 �100 032 0.8 4245 6477 -3232
90 5400 031 0.8 4354 6858 -2504
95 �700 029 0.8 4?99 7�39 -?940
I00 6000 0.28 0.7 4370 7620 -32�0
L0� 6300 027 0.7 4424 8001 -3�77
IIO 6600 0.26 0.7 4A63 8382 -3919
ll� 6900 0.3 0.8 5384 8763 -3379
I20 7200 025 OJ 4682 91A4 -4462
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Q mE oE i�a �E u°E d'E oE
ENDURING
C�MMUNITY
DESIGN
Fairway Lane Apartments — Fort Collins, CO
20065
; ; :
���
Engineering Consultants
2900 South College Avenue
Fort Collins, Colorado 80525
303l226-4955
e
�i.v.s� ��e,Pr
, ,�-��� ���y
June 5; 1989
Revised July 20, 1989
Ms. Susan Hayes
Storm Drainage Department ,
City of Fort Collins
P.O. Box 580
Fort Collins, Colorado 80522
RE: FINAL DRAINAGE REPORT FOR THE.WEBERG P.U.D.
Dear Susan:
The Weberg Furniture site is located about 1/2 mile south of Har-
mony Road on the west side of Highway 287 (College.Avenue in Fort
Collins)�in Larimer County Colorado. Annexation is currently
underway to bring this site within City,limits, More specifi-
cally :this location is in the east fialf of Section 2, Township 6
North;.Range 69 West of the 6th Pr.incipal Meridian:
This site currently is occupied by a residence with a large open
grass field between it and College Avenue. The general slope of
the property is at about 1% to 37 in a southeasterly direction.
Existing drainage from this site flows in two directions. Exist-
ing basin H1 (on plan in pocket) drains to a drainageway that ex-
ists just south of this basin. , Basin H1 is offsite and to the
west of this site with an exception of proposed Basin A which is
a small portion of Basin H1 located on its east side. Proposed
Basin A will be re-directed to drain in the direction of Highway
287. Drainage from existing Basin H2 drains directly into High-
way 287. Calculations for the existing flows from Basin H2 are
shown in the Appendix.
Some offsite flows from the north currently are captured into a
drainage swale near the north property line. This drainage swale
meanders on and off this property but exists primarily north of
property line near an existing drive. The development of Lot 2
will require redefining this swale north of this site or make
provisions for the offsite flows to safely pass through this
site. Prior to the development of lot 2, major storm flows might
enter this lot, the flows will eventually drain to Fairway Lane
and then into the detention pond for Basin "B". If the pond
Other Offices: Vail, Colorado 303/476-6340 • Colorado Springs, Colorado (719) 598-4107
�
averflows, the storm water will spill, via emergency overflow
direction, into Highway 287.
Further offsite flows from proposed Fossil Boulevard, to the
north, must be detained prior to flowing onto this site. The
release flows ontio this site must not exceed historic rates.
These historic flows will be routed through this development.
The flows that enter Highway 287 will drain in existing curb and
gutter as they travel south of the site. At a point about 400
ft. south of this site, an existing 5' inlet will intercept. some
of the flows. This inlet collects the flows into a pipe which
transports them to the east side of Highway 287, where the pipe
daylights. Low flows from this pipe drain into an irrigation
pipe, at this location, and then travel south and into Fossil
Creek. The major flows sheet flow to a roadside ditch within the
Fossil Creek Meadows Subdivision. Roadside ditches, along with
culverts under existing roads within the subdivision, direct the
flows to Fossil Creek. At the time of this report, a development
entitled Fossil Creek Design Center P.U.D. is being constructed
on the east side of Highway 287 near the daylighted pipe ex-
plained above. This development will redirect flows from Highway
287 to drain south along a future extension of Snead Drive, then
under Fossil Boulevard and finally into Fossil Creek. Flows that
are not intercepted by the above mentioned inlet in Highway 287
will continue down the hill to existing 10' inlet. This inlet
collects the flows ta a pipe system which finally drains directly
into Fossil Creek.
This property is a part of the Fossil Creek Major Drainage Basin
which is explained in the Fossil Creek Draina�e Basin Master
brainaQeway PlanninQ Study, by Simons, Li and Associates, Inc.
August, 1982. Based on the above report, The City of Fort Col-
lins does not require any storm water detention from this site in
a totally developed condition. If drainage flows are directed to
the ponds southwest of this site, however, the City Stormwater
Utility Department requires an agreement with the downstream
property owners to accept the additional runoff generated without
detention. Such an agreement would involve all property owners
between this site and Fossil Creek. This requirement is noted
for the future development of the property to the west. No
developed runoff is anticipated to flow to this area according to
the final design. therefore no agreement is required for the
Weberg site. Drainage water from this site flowing onto Highway
287 is required to be limited to historic runoff rate as stated
in a letter to the City of Fort Collins,from the Colorado State
Highway Department dated October 7, 1988.
The approach that this report pursues is to release flows from
this site at existing historic rates with these ilaws outfalling
into Highway 287. This would require some storm water detention
to keep the developed flows fram exceeding existing flow rates.
The final design proceeded based on this design requirement.
The first design step is to calculate existing flows in Highway
287 to ensure that these flows do not already exceed the City of
Fort Collins cri�eria during a 10 year storm. The allowahle flow
rate in Highway 2$7 at the south of this site based on Manning's
farmula is 18.9 cfs. Applying the city reduction factor of 0.73
brings this flow rate to 13.8 cfs. This allowable flow rate is
greater than existing flows of 13.76 cfs (see calculations in
appendix) and therefore is within City requirements.
The next design step is to create detention ponds for the
developed basins in order to reduce developed flows to existing
rates. In order to approximate existing flows, the 10 and 100
year developed storms were calculated for release rates and
detention requirements.
The calculations for Basins A, B, C, D, and E show that ponds are
necessary, in thsse basins, to reduce flows to existing rates of
Basin H2. The results of the calculations are shown in the fol-
lowing table:
(cfs) (Ac,-Ft.)
I00 YEAR PROPOSED
DESIGN 100 YR
STORM DETENTION
MAXIMUM PONID VOLUME
RELEASE RATE
(cfs) (Ac.-Ft.)
10 YR PRQPOSED
EXISTING 10 YR
AND DESIGN DETENTION
STORM MAX. POND VOLUME
FLOW R.ATE
Basin "A" 1.2 0.14 0.6 0.08
Basin "B" 0.6 0.07 0.3 0.04
Basin "C" 0.9 0.11 (roof tap 0.4 0.07
Basin "D" 0.8
Basin "E" 2.1
Basin "F" 1.7
Basin "G" 0.7
Basin "H2" 8.1
starage)
0.10 (roof top
storage)
0.2b
C��
1.1
0.8
0.4
4.0
1 1.
0.14
NOTE: The release rate calculations (existing 1Q0 year flows)
can be seen in appendix.
All of the basins wi11 either have ground surface or roof top
detention facilities. The stage release (10 and 100 year storms)
structure is designed and shown in the Appendix. The structures
are of either an orifice type or weir type design.
Local streets were checked for curb flow capacity and found to be
within City criteria. The flows from these streets will enter
developed basins through parking lot access locations, inlets, or
sidewalk culverts. The calculations are shown in the Appendix.
Storm water fram this proposed development drains into a water
quality facility prior to draining from this site. Table 1, in
Appendix, fram the paper, L�ational Perspectives on Urban Runoff
�
Technologies, by Larry A. Roesner,
ferent types of facilities that
average amount of pol3utants that
chosen for this development is the
of facility, as shown on Table 1,
the following pollutants:
A) Suspended So].ids
B) Phosphorous {P}
C) Dissolved P
D) Nitrogen (N)
E) Lead
F) Zinc
Ph.D., P.E. of CDM, shows dif-
can be used along with the
they remove. The facility
infiltration type. This type
removes an average of 907 of
The infiltration fa�ility design for this development is a water
quality control berm. This berm will be at the pond outlet
pipes, near the southeast corner of Lot 1. The berm consists of
redwood posts and synthetic filter fabric connected to wire fenc-
ing material with gravel bermed up on both sides (see plan in
pocket for detail). The gravel is to be visually monitored once
a year and replaced every two years. This is to be done by the
owners of the site.
CONCLUSIONS AND RECOMMENDATIONS
The grading and drainage facilities shown on the drainage plan
should be complied with and will provide for the safe transport
of storm drainage water through the site.
The calculations which support this design approach appear in the
Appendix of this report. ���tU►►�����1►rll��
\``\�o�`�o�pD 0 R���s ���'�.
Sincerely, ;` v0o`Q�NfCAq`c;F���
i`'� (_lyci`' ; ; �� O� o c� ' .
� a �o
. •
Brian Cole, P.E. : ��9�3 a
Project Engineer � � o ' -
�. o ^
: p� a . o�+,, . -
=f: � �n .° : t.
REFERENCES �;S',� °��°"��� Cz�<
��- ..� � .��
1) Fossil Creek DrainaRe Basin Master Draina�eway PlanninQ
5tudy, by Simons, Li and Associates, Inc. August, 1982.
2) Storm Drainage DesiQn Criteria and Construction Standards,
by the City of Fort Collins, May, 1984.
3) Letter to Ms. Linda Ripley of the City af Fort Collins Plan-
ning Department from the State of Colorado Division of Highway
{DOH File 45100), October 7, 1988.
4} National Perspectives on Urban Runoff T�chnoloQies, by Larry
A. Ftoesner, Ph.D. , P,E, of CDM, this paper is from; iTrban 12unoff
Water Quality Seminar by the American Public Works Association,
American Society of Civil Engineers, American Water Resources As-
sociation and Urban Drainage and Flood Control District.
cc: 322-002
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DETENTIQN VOLUMES `
.. . . ' � �F'ROJECT: WEBEFG-. .. ... . .. .. . ... �.._..__ ... .. _ �, . .. . . . - •-- --- � . . .. .
. .. COMMENT�: . l t�c� YEAF:. STORM . - � - �
MAX I MUM ALLOWARLE �El_EASE ( CFS )= c�� . b .
_... . . ... ._ _.._. . .__.._, .., . _ ..,,.....w.__�,...--: ---.:... . .. . .. ... .. _ _
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TIME �F CONCENTRATION =
7I h1E CA I I NFLOW OUTFLOW �~ . STDFcAGE
tmin) tinlhr) tcu ft) (cu ft) (c�R ft) <ac ft)
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SANDERSON STEWART
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YEARS
...and we're just getting storted