HomeMy WebLinkAboutUNION PARK - FDP240004 - SUBMITTAL DOCUMENTS - ROUND 1 - Drainage Related Document
FINAL DRAINAGE REPORT
FOR
Union Park
Prepared by:
Highland Development Services
6355 Fairgrounds Ave, Suite 200
Windsor, Colorado 80550
Phone: 970.674.7550
Prepared for:
Landmark Real Estate Holdings, LLC
6341 Fairgrounds Ave, Suite 100
Windsor, Colorado 80550
Office: 970.460.0567
April 10, 2024
Job Number 21-1044-00
6355 FAIRGROUNDS AVE, SUITE 200, WINDSOR, COLORADO 80550 | PHONE 970.674.7550
April 10, 2024
Mr. Wes Lamarque
Fort Collins Utilities
700 Wood Street
Fort Collins, CO 80522
RE: Final Drainage Report – Union Park
Dear Wes,
We are pleased to submit, for your review, the Final Drainage Report for the Union Park – Final
Development Plan. This report describes the drainage design implemented with proposed
development and infrastructure improvements in accordance with the criteria in the City of
Fort Collins Storm Drainage Manual.
I appreciate your time and consideration in reviewing this submittal. Please call if you have any
questions.
Sincerely,
Highland Development Services
Jason T. Claeys, P.E., LEED AP
Page i
TABLE OF CONTENTS
Table of Contents ............................................................................................................................. i
Engineer’s Certification Block ..........................................................................................................ii
General Description and Location .................................................................................................. 1
Site Description and Location ...................................................................................................... 1
Site Soils ....................................................................................................................................... 1
Storm Drainage Criteria .................................................................................................................. 3
Existing Conditions ...................................................................................................................... 3
Hydrologic Criteria ....................................................................................................................... 5
Hydraulic Criteria ......................................................................................................................... 5
Drainage Basins ............................................................................................................................... 7
Drainage Facility Design ................................................................................................................ 11
Drainage Conveyance Design .................................................................................................... 11
Detention/Water Quality Pond Design ..................................................................................... 11
Low Impact Development ............................................................................................................. 13
Stormwater Pollution Prevention ................................................................................................. 15
Conclusions ................................................................................................................................... 16
References .................................................................................................................................... 17
Appendix ....................................................................................................................................... 18
Appendix A – Site Vicinity Map & References ............................................................................. A
Appendix B – SWMM Input / Output .......................................................................................... B
Appendix C – Rational Calculations ............................................................................................. C
Appendix D – Detention Pond Calculations ................................................................................ D
Appendix E – Street Capacity & Inlet Calculations ...................................................................... E
Appendix F – Conveyance Element Sizing ....................................................................................F
Appendix G – Low Impact Development Calculations ................................................................ G
Page ii
ENGINEER’S CERTIFICATION BLOCK
I hereby certify that this Final Drainage Report for Union Park was prepared by me (or under my
direct supervision) for the owners thereof and meets or exceeds the criteria of the City of Fort
Collins Stormwater Design Standards.
________________________________________
Jason T. Claeys, PE
Registered Professional Engineer
State of Colorado No. 42122
Page 1
GENERAL DESCRIPTION AND LOCATION
SITE DESCRIPTION AND LOCATION
The Union Park property is located in the Southeast Quarter of Section32, Township 7 North,
Range 68 West of the Sixth Principal Meridian, City of Fort Collins, County of Larimer, State of
Colorado. More specifically, the Union Park property is located north of the Front Range Village
(FRV) commercial area, east of the Affinity residences, south of the English Ranch residential
subdivision, and west of Ziegler Road.
The project site is approximately 32.78 acres currently and is undeveloped agricultural and rural
residential land, with one residence and multiple outbuildings. The site appears to be mostly
vegetated with grass harvested for livestock feed. The site generally slopes from the west to the
east at about 0.7% slope.
The property is anticipated to be a high-density multi-use development, mainly multi-family
residential, with retail space and supporting amenities according to the approved Ziegler-
Corbett Overall Development Plan (ODP), the approved Preliminary Development Plan (PDP)
and Harmony Corridor District/Plan per the City’s Land Use Code.
The Union Park property is located within the City’s Fox Meadows Drainage Basin. In addition to
the City of Fort Collins Stormwater Design Standards, drainage requirements are also described
in both the “Final Drainage and Erosion Control Study for Front Range Village,” prepared by
Stantec Consulting Inc., dated February 2007, and the “Final Drainage Report for Affinity Fort
Collins,” prepared by JR Engineering, LLC, dated March 2, 2016.
No City or FEMA floodplains/floodways are located within the Union Park property.
SITE SOILS
The Union Park project site consists primarily of Nunn clay loam (0 to 1 percent slopes) that is
classified as Type-C hydrologic group. According to USDA/Natural Resource Conservation
“Group, Type C soils have a slow infiltration rate when thoroughly wet. These consist chiefly of
soils having a layer that impedes the downward movement of water or soils of moderately fine
texture or fine texture. These soils have a slow rate of water transmission.”
Page 2
Per the “Preliminary Geotechnical Subsurface Exploration Report, Proposed Ziegler-Corbett
Mixed-Use Development”, prepared by Soilogic, Inc., dated April 4, 2022:
“approximately 4 to 6 inches of vegetation and topsoil was encountered at the surface at the
boring locations, underlain by brown/beige/rust lean clay with varying amounts of sand which
varied to clayey sand in places. The apparently-natural lean clay/clayey sand varied from soft to
hard in terms of consistency or from very loose to medium dense in terms of relative density,
typically exhibited no to low swell potential at in-situ moisture and density conditions (however
one sample of sandy lean clay obtained from boring B-2 at a depth of about 9 feet below ground
surface exhibited moderate swell potential) and extended to the bottom of each of the borings
at a depth of approximately 15feet below present site grades.”
“Groundwater was observed during the subsurface soil exploration: “Groundwater was not
encountered in borings B-1, B-2, B-3 or B-5 to the depths explored (about 15 feet below ground
surface), but was measured at a depth of about 15 feet below ground surface in boring B-4
when checked immediately after completion of drilling. When checked about five (5) days after
drilling, borings B-1, B-2 and B-5 remained dry to the approximate depth explored, while
groundwater was measured at a depth of about 14 feet below ground surface at the locations
of borings B-3 and B-4 at that time. Groundwater information is indicated in the upper right-
hand corner of the attached boring logs.”
“Groundwater levels will vary seasonally and over time based on weather conditions, site
development, irrigation practices and other hydrologic conditions. Perched and/or trapped
groundwater conditions may also be encountered at times throughout the year. Perched water
is commonly encountered in soils overlying less permeable soil layers and/or bedrock. Trapped
water is typically encountered within more permeable zones of layered soil and bedrock
systems. The location and amount of perched/trapped water can also vary over time.”
Page 3
STORM DRAINAGE CRITERIA
This Final Drainage Report was prepared to establish drainage basins, and required detention
volumes, that meet or exceed the City of Fort Collins storm water criteria. The City of Fort
Collin’s Storm Drainage Design Criteria and amendments to the Urban Drainage Flood Control
District’s (UDFCD) Drainage Criteria Manual (USDCM) Volumes 1, 2 and 3 were referenced as
guidelines for this design.
EXISTING CONDITIONS
The Union Park Property is a portion of a drainage basin that is situated north of Harmony
Road, and west of Ziegler Road, which runoff is conveyed east under Ziegler Road into the
existing drainage channel on the HP Harmony Campus property. It has been determined in the
Final Drainage and Erosion Control Study for Front Range Village that this area is allowed to
contribute 76.7 cfs to the HP Campus drainage channel during 100-year event peak discharge.
More specifically to this site, 20.1 cfs release rate was allocated to the Union Park & the Affinity
Fort Collins properties. Per the Final Drainage Report for Affinity Fort Collins, the Affinity site
has a 100-yr peak release rate of 2.1 cfs, allowing a 100-yr peak discharge of 18.0 cfs from the
Union Park property or a combined release rate of 20.1 cfs. Herein, Affinity’s pond and
associated release is referenced as Pond 586.
The Harmony Village Manufactured Home Community does not provide adequate detention
facilities. During a 100-yr storm event, a portion of the site flows to the east into both the Front
Range Village development as well as the Affinity Fort Collins site. Per the Final Drainage Report
for Affinity Fort Collins, the peak runoff leaving FRV’s Pond D (Pond 286 per Fox Meadows) and
was determined to be 116 cfs peak runoff during the 100-yr event. This runoff will be collected
in the FRV Pond D (Pond 286), intended to collect but not detain this flow. During the 100-year
event, this peak flow of 116 cfs will flow over the weir on the north side of Detention Pond D
(Pond 286). It is conveyed via the private drive aisles to a level spreading weir on the northeast
side of the Affinity Fort Collins site, where it is discharged into the Union Park property. This
flow is then assumed to sheet flow east to be inadvertently detained on the east side of the
Union Park property along Ziegler Road.
In reference to the Final Drainage and Erosion Control Study for Front Range Village, a
detention pond is planned to be incorporated into the Union Park site, Detention Pond 298. The
volume of Detention Pond 298 will be determined by the lesser of the two following scenarios:
1. Standard detention volume required for the site, detaining the 100-yr peak developed
runoff to the 2-yr historic runoff rate, plus the existing inadvertent detention volume,
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the detention volume currently provided onsite due to existing constraints such as
grade features and outlet restrictions, or
2. The volume required to detain the combination of 100-yr peak runoff rates from the
developed onsite and existing offsite flows to the allocated release rate of 20.1 cfs.
For the purposes of the ODP and PDP, it is assumed that Scenario 1 is the lesser of the two.
During the preparation of this Final Drainage Report and the supporting calculations, it was
determined that Scenario 2 was the lesser of the detention scenario options and is described
further herein.
For reference, based on the topographic survey of the existing conditions, the inadvertent
detention volume is constrained for this site by the spill location along the north property line,
at an approximate elevation of 4928.0 ft. The existing inadvertent detention volume is
estimated to be 7.5± acre-ft. The estimated volume did not account for the two existing
culverts along the west side of Ziegler Road that currently provide ponding relief for the Ziegler-
Corbet site.
Within the Fox Meadows Basin Master Plan (excerpts included in the Final Drainage and
Erosion Control Study for Front Range Village), the detention pond within English Ranch, just
north of Union Park and south of Paddington Road (referred as Pond 214), overtops and spills
into the Union Park site. Based on review of the English Ranch drainage studies and
development plans, the detention pond was not intended to discharge into the Union Park
property and no spillway protection is provided. Due to the City’s change in 100-yr storm
intensities, post the 1997 flood, and the limited capacities of this pond and the ponds upstream
of Pond 214, Pond 214 now unintentionally spills into the Union Park property. It is noted
within this report that this unintentional spill, along with the undetained runoff from the
Harmony Mobile home park, the offsite runoff is
detrimental to the existing residences. This
report provides a recommendation for a
regional detention pond on the Union Park
property, referred to as the Ziegler Pond, that
has not been funded nor constructed. Upon
review of pre-development USGS maps, the
area of English Ranch would have drained north
and east towards Fossil Creek Reservoir Inlet
Ditch, draining north and away from the Union
Park property.
The Front Range Village Stormwater Management Model (SWMM) was provided by the City of
Fort Collins and the Affinity SWMM was provided by JR Engineering, the engineering company
Page 5
that prepared the drainage design for the Affinity site. Both models were reviewed to
determine the appropriate offsite inflow hydrographs from Pond 286 and Pond 598.
All supporting references and calculations are located in the Appendix.
HYDROLOGIC CRITERIA
The rational method was performed to calculate the peak runoff rates for each basin. Percent
impervious were estimated based on land use, and the associated runoff coefficients were
calculated. The time of concentration was calculated using the City of Fort Collins’s initial time
of concentration, and the intensity was calculated using the corresponding storm rainfall depth
and USDCM Equation 4-3. To account for the City of Fort Collins’ IDF Curve, Coefficient 3 of the
UDFCD’s intensity formula was adjusted to 0.7867. The City of Fort Collins area has a 2-yr 1-hr
rainfall depth of 0.82 inches and a 100-yr 1-hr rainfall depth of 2.86 inches. These depths
account for the 1999 adjusted rainfall depths.
HYDRAULIC CRITERIA
The hydraulic calculations provided in this report are limited to maximum street capacities
based on the minimum street slopes (0.5%) for the most restrictive sections.
The final Union Park storm drainage system has been designed to convey the minor and major
storm events through the combination of streets, inlets, storm sewer pipes, and swales. Per the
requirements provided by the City of Fort Collins Storm Drainage Design Criteria, all inlets and
storm pipes will be designed such that, during the minor initial storm event, the 2-yr storm, the
flows for the streets will not top the curb and may only rise to the street crown elevation, and
for the entrance (with Median) will not top the curb and the flow spread will leave at least one
12 ft lane width free of water in each direction. During the major storm event, the 100-yr
storm, the water depth for the streets will be held to a maximum depth of 6” at the street
crown, 12” at the gutter flow line, and/or flow must be contained within right-of-way or
easements paralleling the right-of-way.
The peak basin runoff flows from the rational calculations was then be used to determine the
street flows, and on-grade inlet locations. The on-grade and sump inlet capacities will be
calculated using Mile High Flood District’s spreadsheet MHFD-Inlet_v5.03.xlsm. The inlet
capacities were analyzed, and the necessary adjustments were applied to the street runoff
flows based on the amount of runoff collected by on-grade inlets. The sump inlets were sized
using the previously mentioned street capacity allowances, with overtopping if needed.
Page 6
The captured flows were then be analyzed using the Hydraflow program to design pipe size and
slopes. MHFD-Inlet applies a clogging factor while sizing the inlets, but while sizing the storm
pipes, it is assumed that the inlets are free of clogging debris and capture the maximum
amount of street runoff. Attenuated flows calculations were utilized to route the captured
runoff through the storm drain system. The program accounts for head losses within manholes
and bends and head losses associated with pipe friction.
EPA’s SWMM 5.2 was utilized to analyze the pond sizing, 100-yr detention volumes and
associated water surface elevations, and 100-yr peak release rates.
The Front Range Village Stormwater Management Model (SWMM) was provided by the City of
Fort Collins and the Affinity SWMM was provided by JR Engineering, the engineering company
that prepared the drainage design for the Affinity site. Both models were reviewed to
determine the appropriate offiste inflow hydrographs from Pond 286 and Pond 598.
Hydraflow will be used to compute the open channel hydraulics and check the capacities of the
drainage swales throughout the site. Flow velocities within these swales will be reviewed and
where flows are found to be supercritical, the swales will be protected with turf reinforcement
mat.
All swale and pipe outlets will be protected with riprap or suitable erosion protection methods.
Storm sewer pipe outlets will be protected using the requirements set by the USDCM to protect
downstream of culverts.
All supporting calculations for are located in the Appendix.
Page 7
DRAINAGE BASINS
The Union Park developed drainage basins are delineated by areas draining to major drainage
elements. The Union Park property is divided into five developed drainage basins and are
generally described below:
Drainage Basin A1 consists entirely of pond 298a, having an area of 2.56 acres. This basin
accepts offsite flows from Pond 598 (Affinity) and Pond 286 (FRV) and will convey offsite
detained flows to pond 298c through a system of pipes, with emergency overflow being routed
through streets to Pond 298c and ultimately offsite. No water quality will be provided for this
basin.
Drainage Basin B comprises of 8.99 acres divided into 7 sub-basins. These basins drain to and
are treated by the infiltration gallery LID B prior being conveyed and ultimate detained within
Detention Pond 298c prior to being released offsite. Below are descriptions for the sub-basins
within:
Sub-Basin B1 consists of 0.26 acres of single-family attached residential lots. Flows from
this basin are collected through a series of small yard drains and conveyed through
storm drains to LID B for water quality treatment.
Sub-Basin B2 consists of 2.04 acres of attached single-family residential lots, attached
garages, open space, and private drives. Flows from this basin are mainly conveyed
along private drives to Sub-basin B3 where it is collected by an on-grade inlet and
conveyed to LID B via storm drains.
Sub-Basin B3 consists of 0.53 acres of attached single-family and apartment residential
lots, and private drives. Flows from Sub-basin B2 are combined from this basin and
collected by an on-grade inlet and conveyed via storm drains to LID B. 100% of the
minor flows are collected within the on-grade inlet with major by-pass flow into Sub-
basin D1.
Sub-Basin B4 consists of 1.16 acres of apartment residential lots, detached garages, and
private drives. Flows from this basin are collected by a sump inlet and conveyed to LID B
via storm drains.
Sub-Basin B5 consists of 1.11 acres of apartment residential lots, a portion of the
recreational/clubhouse lot, and private drives. Flows from this basin are collected by a
sump inlet and conveyed to LID B via storm drains.
Page 8
Sub-Basin B6 consists of 0.82 acres of apartment residential lots, a portion of the
recreational/clubhouse lot, and private drives. Flows from this basin are collected by an
oversized inlet and conveyed to LID B via storm drains. This inlet is oversized to collect
100% of both the major and minor flows and is modeled as a sump inlet.
Sub-Basin B7 consists of 3.07 acres of apartment residential lots, a portion of the
recreational/clubhouse lot, open space, and private drives. Flows from this basin are
collected by an on-grade inlet and conveyed to LID B via storm drains. 100% of the
minor flows are collected within the on-grade inlet with major by-pass flow into Sub-
basin D6. The major flows overtop the private drive centerline and are divided with Sub-
Basin B3 flows for inlet sizing.
Drainage Basin C comprises of 4.69 acres divided into 4 sub-basins. These basins drain to and
are treated by the infiltration gallery LID C prior being conveyed and ultimate detained within
Detention Pond 298c prior to being released offsite. Below are descriptions for the sub-basins
within:
Sub-Basin C1 consists of 0.97 acres of attached single-family residential lots, attached
garages, open space, and private drives. Flows from this basin are collected by a sump
inlet and conveyed to LID C via storm drains.
Sub-Basin C2 consists of 0.42 acres of attached single-family residential lots, attached
garages, open space, and private drives. Flows from this basin are collected by a sump
inlet and conveyed to LID C via storm drains.
Sub-Basin C3 consists of 0.49 acres of single-family attached residential lots. Flows from
this basin are collected through a series of small yard drains and conveyed through
storm drains to LID C for water quality treatment.
Sub-Basin C4 consists of 2.81 acres of attached single-family residential lots, attached
garages, open space, and private drives. Flows from this basin are collected by a sump
inlet and conveyed to LID C via storm drains.
Drainage Basin D comprises of 7.09 acres divided into 6 sub-basins. These basins drain to and
are treated by the infiltration gallery LID D, with exception of Sub-basin D1, prior being
conveyed and ultimate detained within Detention Pond 298c prior to being released offsite.
Detention Pond 298b is within these basins and provided overflow detention volume when
upstream pipe capacities are exceeded. Below are descriptions for the sub-basins within:
Page 9
Sub-Basin D1 consists of 0.99 acres of single-family attached residential lots, and private
drives. Flows from this basin are collected by an on-grade inlet and conveyed to Pond
298c via storm drains. 100% of the minor flows are collected within the on-grade inlet
with major by-pass flow into Sub-basin E2. Sub-basin D1 is unable to be conveyed to LID
D due to the necessary size of the main line storm drain that obstructs the ability to pipe
while maintaining separation of offsite flows from the onsite flows into the LID facility.
Sub-Basin D2 consists of 1.59 acres of apartment residential lots, detached garages, and
private drives. Flows from this basin are collected by a sump inlet and conveyed to LID D
via storm drains.
Sub-Basin D3 consists of 1.12 acres of apartment residential lots, and private drives.
Flows from this basin are collected by a sump inlet and conveyed to LID D via storm
drains.
Sub-Basin D4 consists of 0.47 acres of apartment residential lots, and private drives.
Flows from this basin are collected by an oversized inlet and conveyed to LID D via storm
drains. This inlet is oversized to collect 100% of both the major and minor flows and is
modeled as a sump inlet.
Sub-Basin D5 consists of 0.39 acres of open space and Detention Pond 298b. Flows from
this basin are collected by a grated manhole that conveys runoff directly to LID D.
Sub-Basin D6 consists of 2.52 acres of apartment residential lots, a portion of the
recreational/clubhouse lot, open space, and private drives. Flows from this basin are
collected by an on-grade inlet and conveyed to LID B via storm drains. 100% of the
minor flows are collected within the on-grade inlet with major by-pass flow into Sub-
basin E3. The major flows overtop the private drive centerline and are divided with Sub-
Basin D1 flows for inlet sizing.
Drainage Basin E comprises of 8.43 acres divided into 8 sub-basins and include Detention Pond
298c. These basins drain to and are treated by standard water quality within Detention Pond
298c prior to being released offsite. Below are descriptions for the sub-basins within:
Sub-Basin E1 consists of 1.01 acres of commercial area and private drives. Runoff from
this basin is collected by an oversized inlet and conveyed to directly to Pond 298c via a
storm drain. This inlet is oversized to collect 100% of both the major and minor flows
and is modeled as a sump inlet.
Page 10
Sub-Basin E2 consists of 2.01 acres of commercial area, single-family attached
residential lots, open space, and private drives. Runoff from this basin, along with
bypass flows from Sub-basin D1, are collected by a sump inlet and conveyed to Pond
298c via storm drains.
Sub-Basin E3 consists of 1.53 acres of mixed use, apartment residential area, and
private drives. Runoff from this basin, along with bypass flows from Sub-basin D6, are
collected by a sump inlet and conveyed to Pond 298c via storm drains.
Sub-Basin E4 consists of 0.60 acres of commercial area, and the north portion of Pond
298c.
Sub-Basin E5 consists of 0.57 acres of mixed use, single-family attached lots, and private
drives. Runoff from this basin is collected by a sump inlet and conveyed directly to Pond
298c via a storm drain.
Sub-Basin E6 consists of 0.62 acres of apartment residential area, and private drives.
Runoff from this basin is collected by a sump inlet and conveyed directly to Pond 298c
via a storm drain.
Sub-Basin E7 consists of 1.06 acres of apartment residential area, detached garages, and
private drives. Runoff from this basin is collected by a sump inlet and conveyed directly
to Pond 298c via a storm drain.
Sub-Basin E8 consists of 1.03 acres of single-family residential lots, and the south
portion of Pond 298c.
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DRAINAGE FACILITY DESIGN
DRAINAGE CONVEYANCE DESIGN
Storm infrastructure to convey runoff will include concrete trickle pans, inlets, storm sewer and
culverts. Stormwater detention and water quality enhancement will be achieved using
extended detention and low impact development (LID). Storm inlets, storm sewers and the
roadway culverts are appropriately sized to convey major and minor storms to the water
quality and detention facilities.
DETENTION/WATER QUALITY POND DESIGN
EPA SWMM 5.2 was utilized to confirm the detention pond sizing and 100-yr release rates.
During the final drainage design, it was determined that the previously described Scenario 2
provided the most effective use of the detention ponds and provided volumes. The detention
ponds have been designed to provide the necessary detention for onsite and offsite runoff
volumes to limit the overall release rate to the allowed 20.1 cfs.
The outfall for the site is an existing 30-inch storm drain that conveys stormwater east under
Ziegler Road. The ultimate outfall will be the existing HP Harmony Campus storm channel
system, which ultimately flows into the Cache La Poudre River. EPA SWWM was utilized for the
final detention and managing outfall release rate.
Detention Pond 298a is located in the northwest corner of site and is graded to provide
approximately 11.7 acre-ft of detention volume. All offsite runoff is directed and detained
within this pond. The SWMM models from FRV and Affinity were provided and reviewed to
acquire the offsite flow hydrograph for detention pond sizing. The calibrated SWMM from
Affinity provided a higher runoff peak rate than the Front Range Village (FRV) model and was
utilized for the offsite flows from Pond 286 into the proposed Pond 298a. The hydrograph from
Affinity’s Pond 598 was also utilized for the offsite flows into the proposed Pond 298a. These
offsite flows combined with the runoff from the proposed Basin A1 produce a 100-yr peak flow
of 150.88 cfs, detained to a peak release rate of 37.54 cfs. All released flows are conveyed to
Pond 298c that detains flows to the allowed release rate of 20.1 cfs. The timing of the peak
inflow and release rate from Pond 298a is delayed from the peak runoff from the proposed
basins from the Union Park development. Pond 298a provides 6.72 acre-ft of 100-yr detained
onsite and offsite runoff volume. [Due to the unused storage volume of this pond, further
discussion with the Owner will be held to consider removing a portion of the retaining walls and
providing additional undulation of the pond side slopes.]
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Detention Pond 298b is located in the middle of the site and is used to provide additional site
detention in major storm events. The outlet, which is also the inlet for the LID facility, will be
designed to surcharge during major storm events and provide approximate 0.42 acre-ft of
detention storage. [A very limited amount of runoff volume surcharges into this pond. Further
discussion with the Owner will be held and the retaining walls will likely be removed from this
pond.]
Detention Pond 298c is located along the east side of the site, adjacent to Ziegler Road. This
pond will provide a combined standard water quality treatment volume, for the basins not
being treated by a LID feature, and the detained 100-yr runoff volume, released at the allowed
20.1 cfs release rate. The peak inflow rate into this pond is 185.07 cfs and provides 3.86 acre-ft
of storage combined with 0.24 acre-ft of water quality capture volume.
Reference the appendix for estimated calculations and the drainage plan.
Page 13
LOW IMPACT DEVELOPMENT
The City of Fort Collins updated the Low Impact Development ordinance in 2016 (Ordinance No.
007, 2016) to require:
• Treat at least 75% of any newly developed or redeveloped impervious area using one or
a combination of LID techniques, or
• Treat at least 50% of any newly developed or redeveloped impervious area using one or
a combination of LID techniques when 25% of private drivable surfaces are permeable.
To satisfy the required implementation of Low Impact Development (LID), the Union Park
property will utilize below-grade filtration galleries (ADS StormTech chamber system). Other LID
techniques were explored, but due to the limited grade available and the amount of detention
volume required, shallow filtration galleries assisted in maintaining storm drain grades and
detention volumes. Pavers within the private drives did not treat enough contributing areas to
justify their use. Filtration galleries will promote filtration while capturing fine sediment that
drains off the impervious areas. Isolator rows will be implemented at the headworks to the
filtration galleries to allow larger sediment particles to settle before entering the gallery. The
isolator rows will be accessible to remove sediments. A Standard Operations Procedure will be
provided at the final design to ensure these BMPs adequately perform over time.
The impervious area was calculated in each drainage basin. Basins B, C, and D will be treated
utilizing filtration chambers (LID), resulting in 70.2% of the developed impervious area being
treated using LID best practices. This is a slight reduction in LID treatment area due to the
inability to treat Sub-Basin D1. Sub-basin D1 is unable to be conveyed to LID D due to the
necessary size of the main line storm drain that obstructs the ability to pipe while maintaining
separation of offsite flows from the onsite flows into the LID facility. Sub-Basin D1 is included in
determining the required water quality treatment volume within Pond 298c.
The remaining impervious area within Basin E, along with Sub-basin D1, will be treated using an
extended dry detention pond (Pond 298c) with a 40-hour drain time of the WQCV.
The water quality treatment provided by LID practices is slightly below the required 75%
impervious area treatment. Consideration of the disconnected impervious areas, roof and walks
that drain to landscape areas prior to being directed to storm drains, is requested as additional
treatments.
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Below is a description of the 4-step process for selecting structural BMPs:
Urban Drainage and Flood Control District (UDFCD) recommends a Four Step Process for
receiving water protection that focuses on reducing runoff volumes, treating the water quality
capture volume (WQCV), stabilizing drainage ways, and implementing long-term source
controls. The Four Step Process applies to manage more minor, frequently occurring events.
Step 1: Employ Runoff Reduction Practices
To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement Low
Impact Development (LID) strategies, including Minimizing Directly Connected Impervious
Areas (MDCIA).
Captured runoff from strategic areas are routed through below grade filtration galleries,
bioretention pond/rain gardens, and/or permeable pavers. Filtration galleries, rain gardens, and
permeable pavers will slow runoff, promote filtration, and filter runoff prior to being released
into the adjacent storm drain system.
Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow Release
The infiltration galleries, rain gardens, and permeable pavers are designed to provide water
quality capture volume per Urban Drainage’s recommendations and calculations. The captured
runoff is design for a 12-hr drain time.
Step 3: Stabilize Drainageways
Natural Drainageways are subject to bed and bank erosion due to increases in frequency,
duration, rate, and volume of runoff during and following development. Because the site will
drain to an existing storm system, bank stabilization is unnecessary with this project.
Step 4: Implement Site Specific and Other Source Control BMPs
Proactively controlling pollutants at their source by preventing pollution rather than removing
contaminants once they have entered the stormwater system or receiving waters is important
when protecting storm systems and receiving waters. This can be accomplished through site-
specific needs such as construction site runoff control, post-construction runoff control, and
pollution prevention / good housekeeping. It will be the contractor’s responsibility to develop a
procedural best management practice for the site.
Page 15
STORMWATER POLLUTION PREVENTION
Erosion and sedimentation can be controlled on-site by use of sediment control logs, inlet
protection, a gravel construction entrance, seeding, mulch, and turf. The measures are
designed to limit the overall sediment yield increase due to construction as required by the City
of Fort Collins. During overlot and final grading the soil will be roughened and furrowed
perpendicular to the prevailing winds.
During the performance of the work required by these specifications or any operations
appurtenant thereto, whether on right-of-way provided by the City or elsewhere, the
contractor shall furnish all labor, equipment, materials, and means required. The Contractor
shall conduct proper efficient measures wherever and as necessary to reduce dust nuisance,
and to prevent dust nuisance that has originated from his operations from damaging crops,
orchards, cultivated fields, and dwellings or causing a nuisance to persons. The Contractor will
be held liable for any damage from dust originating from his operations under these
specifications on a right-of-way or elsewhere.
It is unlawful to track or cause to be tracked mud or other debris onto city streets or rights-of-
way. Wherever construction vehicles access routes or intersect paved public roads, provisions
must be made to minimize sediment transport by runoff or vehicles tracking onto the paved
surface. Stabilized construction entrances are required with base material consisting of 6”
coarse aggregate. The contractor will be responsible for clearing mud tracked onto city streets
daily.
All temporary and permanent erosion and sediment control practices must be maintained and
repaired as needed to ensure the continued performance of their intended function. Silt fence
and sediment control logs will require periodic replacement. Maintenance is the responsibility
of the contractor.
All disturbed areas must be seeded and mulched within 30 days of the project’s start.
Vegetation shall not be considered established until a ground cover is achieved, which is
demonstrated to be mature enough to control soil erosion to the satisfaction of the City
Inspector and to survive severe weather conditions.
Page 16
CONCLUSIONS
This Final Drainage Report for the Union Park property has been prepared to comply with the
stormwater criteria set by the City of Fort Collins. The proposed development’s drainage system
is designed to convey the developed peak storm water runoff through the site to the existing
storm drain system and to the development’s detention, water quality, and LID facilities. Storm
drains are sized to provide the required roadway relief in both the 2-yr and 100-yr storm
events, and to adequately convey the released runoff from the detention ponds disbursed
throughout the site. Overland relief will be provided at all sump locations. The calculated 100-yr
peak flows released from the Union Park property adheres to the allowed rates as established
in the Front Range Village & Affinity Fort Collins drainage studies. This final drainage report
anticipates the implementation of best management practices for erosion control, temporary
and permanent, and on-site construction facilities.
It can therefore be concluded that the development of the Union Park property will comply
with the stormwater jurisdictional criteria and will not adversely affect the adjacent properties,
streets, storm drain system and/or detention/water quality facilities. Controlling the developed
runoff from these improvements will improve the current situation currently existing on the
site.
Page 17
REFERENCES
1. Urban Storm Drainage Criteria Manual (Volumes 1, 2, and 3), Mile High Flood District,
Revised August 2018.
2. Fort Collins Stormwater Criteria Manual, Fort Collins Utilities, City of Fort Collins,
Colorado, Dated November 2018
3. “Final Drainage Report for Affinity Fort Collins,” prepared by JR Engineering, LLC, Dated
March 2, 2016.
4. “Final Drainage and Erosion Control Study for Front Range Village, Fort Collins,
Colorado,” Prepared by Stantec Consulting, Inc., dated February 2007.
5. “Preliminary Geotechnical Subsurface Exploration Report Proposed Ziegler-Corbett
Mixed-Use Development” Prepared by Soilogic, Inc., dated April 4, 2022.
Page 18
APPENDIX
Appendix A – Site Vicinity Map & References
Appendix B – SWMM Input/Output
Appendix C – Rational Calculations
Appendix D – Detention Pond Calculations
Appendix E – Street Capacity & Inlet Calculations
Appendix F – Conveyance Element Sizing
Appendix G – Low Impact Development Calculations
Appendix A
APPENDIX A – SITE VICINITY MAP & REFERENCES
ZI
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PADDINGTON RD
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SITE
Vicinity Map
Scale: 1" = 1000'
PROJECT DATUM: NAVD88
CITY OF FORT COLLINS BENCHMARK #14-94
NORTHWEST CORNER OF HEWLETT PACKARD PROPERTY ON EAST SIDE ZIEGLER RD., ON THE NORTHWEST
CORNER OF THE CONCRETE BASE OF A NATURAL GAS UNIT HOUSING.
ELEV= 4927.83
CITY OF FORT COLLINS BENCHMARK #6-07
SOUTHEAST CORNER OF HARMONY RD. AND ZIEGLER RD. 50 FEET +/- SOUTH OF THE EDGE OF ASPHALT ON THE
WALL OF A CONCRETE IRRIGATION DROP STRUCTURE.
ELEV= 4931.08
PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING DEVELOPMENTS HAVE
USED NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) FOR THEIR VERTICAL DATUMS.
IF NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) IS REQUIRED FOR ANY PURPOSE,
THE FOLLOWING EQUATIONS SHOULD BE USED:
NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) = 4927.83 (NAVD88 DATUM) - 3.19'
NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) = 4931.08 (NAVD88 DATUM) - 3.19'
PRELIMINARY GEOTECHNICAL SUBSURFACE EXPLORATION REPORT
PROPOSED ZIEGLER-CORBETT MIXED-USE DEVELOPMENT
4105 ZIEGLER ROAD, FORT COLLINS, COLORADO
SOILOGIC # 22-1062
April 4, 2022
Soilogic, Inc.
3522 Draft Horse Court • Loveland, CO 80538 • (970) 535-6144
April 4, 2022
Landmark Homes
6341 Fairgrounds Avenue, Suite 100
Windsor, Colorado 80550
Attn: Mr. Andrew Quest
Re: Preliminary Geotechnical Subsurface Exploration Report
Proposed Ziegler-Corbett Mixed-Use Development
Larimer County Parcel #’s 8732400010, 8732400009 and 8732000002
4105 Ziegler Road, Fort Collins, Colorado
Soilogic Project # 22-1062
Mr. Quest:
Soilogic, Inc. (Soilogic) personnel have completed the preliminary geotechnical subsurface
exploration you requested for the proposed mixed-use development to be constructed on a
combined property consisting of Larimer County Parcel Numbers 8732400010,
8732400009 and 8732000002, located at 4105 Ziegler Road in Fort Collins, Colorado. The
results of our subsurface exploration and pertinent geotechnical engineering
recommendations are included with this report.
In summary, approximately 4 to 6 inches of vegetation and topsoil was encountered at the
surface at the boring locations, underlain by brown/beige/rust lean clay with varying
amounts of sand which varied to clayey sand in places. The apparently-natural lean clay/
clayey sand varied from soft to hard in terms of consistency or from very loose to medium
dense in terms of relative density, typically exhibited no to low swell potential at in-situ
moisture and density conditions (however one sample of sandy lean clay obtained from
boring B-2 at a depth of about 9 feet below ground surface exhibited moderate swell
potential) and extended to the bottom of each of the borings at a depth of approximately 15
feet below present site grades.
Groundwater was not encountered in borings B-1, B-2, B-3 or B-5 to the depths explored
(about 15 feet below ground surface), but was measured at a depth of about 15 feet below
ground surface in boring B-4 when checked immediately after completion of drilling.
When checked about five (5) days after drilling, borings B-1, B-2 and B-5 remained dry to
the approximate depth explored, while groundwater was measured at a depth of about 14
Preliminary Geotechnical Subsurface Exploration Report
Proposed Ziegler-Corbett Mixed-Use Development
4105 Ziegler Road, Fort Collins, Colorado
Soilogic # 22-1062
4
from boring B-2 at a depth of about 9 feet below ground surface exhibited moderate swell
potential) and extended to the bottom of each of the borings at a depth of approximately
15 feet below present site grades.
The stratigraphy indicated on the included boring logs represents the approximate
location of changes in soil types. Actual changes may be more gradual than those
indicated.
Groundwater was not encountered in borings B-1, B-2, B-3 or B-5 to the depths explored
(about 15 feet below ground surface), but was measured at a depth of about 15 feet below
ground surface in boring B-4 when checked immediately after completion of drilling.
When checked about five (5) days after drilling, borings B-1, B-2 and B-5 remained dry
to the approximate depth explored, while groundwater was measured at a depth of about
14 feet below ground surface at the locations of borings B-3 and B-4 at that time.
Groundwater information is indicated in the upper right-hand corner of the attached
boring logs.
Groundwater levels will vary seasonally and over time based on weather conditions, site
development, irrigation practices and other hydrologic conditions. Perched and/or trapped
groundwater conditions may also be encountered at times throughout the year. Perched
water is commonly encountered in soils overlying less permeable soil layers and/or
bedrock. Trapped water is typically encountered within more permeable zones of layered
soil and bedrock systems. The location and amount of perched/trapped water can also
vary over time.
ANALYSIS AND RECOMMENDATIONS
General
Based on the subsurface conditions encountered in the completed site borings, results of
field and laboratory testing and type of construction anticipated, we expect relatively
lightly-loaded commercial/retail and residential structures could be constructed with
conventional footing foundations and floor slabs bearing on natural site lean clay/clayey
sand with no to low swell potential or a suitable zone of properly moisture conditioned
Hydrologic Soil Group—Larimer County Area, Colorado
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/1/2021
Page 1 of 4
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497700 497760 497820 497880 497940 498000 498060 498120 498180 498240 498300
497700 497760 497820 497880 497940 498000 498060 498120 498180 498240 498300
40° 31' 53'' N
10
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40° 31' 53'' N
10
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40° 31' 39'' N
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40° 31' 39'' N
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N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 100 200 400 600
Feet
0 40 80 160 240
Meters
Map Scale: 1:2,940 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 16, Sep 2, 2021
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 11, 2018—Aug
12, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Hydrologic Soil Group—Larimer County Area, Colorado
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/1/2021
Page 2 of 4
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
73 Nunn clay loam, 0 to 1
percent slopes
C 26.6 91.7%
74 Nunn clay loam, 1 to 3
percent slopes
C 2.4 8.3%
Totals for Area of Interest 29.0 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Hydrologic Soil Group—Larimer County Area, Colorado
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/1/2021
Page 3 of 4
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Larimer County Area, Colorado
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/1/2021
Page 4 of 4
Union Park Site
Flow Rate to Union Park
site from Affinity=116.0 cfs
Union Park Site
Affinity Pond D 100-yr
Overflow = 116.0 cfs
TRACT H
FRONT RANGE VILLAGE
LOT 11
FRONT RANGE VILLAGE
LOT 16
FRONT RANGE VILLAGE
LOT 12
FRONT RANGE VILLAGE
TRACT B
ENGLISH RANCH SOUTH P.U.D.
ENGLISH RANCH SOUTH HOA
PARCEL #8732100001
BARTRAN FAMILY LLC.
TRACT A
ENGLISH RANCH SOUTH P.U.D.
ENGLISH RANCH SOUTH HOAENGLISH RANCH
SOUTH P.U.D. THIRD FILING
LOT 1
AFFINITY SUBDIVISION
LOT 15
FRONT RANGE VILLAGE
ENGLISH RANCH SOUTH P.U.D.
CO
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KINGSLEY COURT NEWBURY COURT HARRINGTON COURT
PARCEL 2
3.879± acres
PARCEL 1
27.430± acres
PROPOSED DETENTION POND 1
VOLUME PROVIDED=10.7± ACRE-FT
2.4± SURFACE ACRES
AVAILABLE WATER
CONNECTION
AVAILABLE WATER
CONNECTION
AVAILABLE WATER
CONNECTION
AVAILABLE SANITARY
OUTFALL
AVAILABLE SANITARY
OUTFALL AREA OF INADVERTENT DETENTION
7.5± ACRE-FT
LOT 10
FRONT RANGE VILLAGE
INADVERTENT DETENTION SPILL LOCATION
OFFSITE AFFINITY
SPILL LOCATION
FULL MOVEMENT ACCESS
(SIGNALIZED)
BIKE & PEDESTRIAN
ACCESS ONLY
PARCEL 3
1.466± acres
STORM DRAIN OUTFALL
(CONNECT TO EX)
PROPOSED DETENTION POND 2
VOLUME PROVIDED=5.6± ACRE-FT
1.4 ± SURFACE ACRES
HIDDEN POND DRIVE
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PREPARED BY OR UNDER THE
DIRECT SUPERVISION OF:
FOR AND ON BEHALF OF HIGHLAND
DEVELOPMENT SERVICES
OFSHEET
DRAWN BY
CHECKED BY
DATE
SCALE (H)
HDS PROJECT #
SCALE (V)
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11/11/22
1" = 80'
N/A
JTC
JTC
21-1044-00
ODP
1 1
N
W E
S
0
SCALE: 1" = 80'
160804080
NOTES
1.TOTAL SITE AREA IS 32.78± ACRES.
2.BOUNDARY, UTILITY AND TOPOGRAPHICAL INFORMATION PROVIDED BY ALTA LAND TITLE SURVEY
PREPARED BY MAJESTIC SURVEYING, DATED 9-24-21.
3.PROJECT VERTICAL DATUM IS ON NAVD88.
4.WATER SERVICE TO BE PROVIDED BY THE CITY OF FORT COLLINS UTILIZING MAIN WITHIN CORBETT DRIVE
AND ZIEGLER ROAD.
5.SEWER SERVICE TO BE PROVIDED BY THE CITY OF FORT COLLINS UTILIZING 30" MAIN ALONG THE WEST
SIDE OF ZIEGLER ROAD AND/OR THE 8" MAIN ALONG EAST SIDE OF CORBETT DRIVE.
6.STORMWATER OUTFALL PROVIDED BY THE EXISTING 24" STORM DRAIN STUB, IN COMBINATION WITH
ADEQUATELY SIZED SPILLWAYS.
7.ALL POINTS OF ACCESS, POINTS OF UTILITY CONNECTIONS, AND STORMWATER DETENTION LOCATIONS
ARE CONCEPTUAL AND ARE SUBJECT TO CHANGE WITH SUBSEQUENT PROJECT DEVELOPMENT
APPLICATIONS.
Ziegler-Corbett
Inadvertent Detention Volume
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA
Stage Storage
Volume (pond volume calculated using the prismoidal formula):
CONTOUR (FT)AREA
(FT2)
AREA
(ACRE)
VOLUME
(ACRE-FT)
DEPTH
(FT)
CUMULATIVE VOLUME
(ACRE-FT)
4925.00 0 0.00 0.00
0.00 0.00
4926.00 3144 0.07 0.02
1.00 0.02
4927.00 164156 3.77 1.45
2.00 1.48
4928.00 377427 8.66 6.05 3.00 7.53
J.Claeys
Highland Development
21-1044-00
November 9, 2022
*Inadvertant spill elevation = 4928.00 ft
Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, Revised August 2018
()
3
2121 DepthAAAAV++=
21-1044-00 Inadvertant Detention.xls Page 1 of 1 Highland Development Services
Appendix B
APPENDIX B – SWMM INPUT / OUTPUT
A1
B1+...+D6
E1+...+E8
02
03
05
06
07
01
04
Pond_596
Pond_286
Outlet-02
SDMH-07 Outlet-01
Pond_298a
Pond_298b
Pond_298c
CoFC_100-yr
03/25/2024 00:05:00
Union Park - 100-yr SWMM
SWMM 5.2 Page 1
Union Park - 100-yr.inp
[TITLE]
;;Project Title/Notes
Union Park - 100-yr SWMM
J.Claeys
4/10/24
[OPTIONS]
;;Option Value
FLOW_UNITS CFS
INFILTRATION HORTON
FLOW_ROUTING DYNWAVE
LINK_OFFSETS DEPTH
MIN_SLOPE 0
ALLOW_PONDING NO
SKIP_STEADY_STATE NO
START_DATE 03/25/2024
START_TIME 00:00:00
REPORT_START_DATE 03/25/2024
REPORT_START_TIME 00:00:00
END_DATE 03/26/2024
END_TIME 00:00:00
SWEEP_START 01/01
SWEEP_END 12/31
DRY_DAYS 0
REPORT_STEP 00:05:00
WET_STEP 00:05:00
DRY_STEP 00:05:00
ROUTING_STEP 0:01:00
RULE_STEP 00:00:00
INERTIAL_DAMPING PARTIAL
NORMAL_FLOW_LIMITED BOTH
FORCE_MAIN_EQUATION H-W
VARIABLE_STEP 0.75
LENGTHENING_STEP 0
MIN_SURFAREA 12.566
MAX_TRIALS 8
HEAD_TOLERANCE 0.005
SYS_FLOW_TOL 5
LAT_FLOW_TOL 5
MINIMUM_STEP 0.5
THREADS 1
[EVAPORATION]
;;Data Source Parameters
;;-------------- ----------------
CONSTANT 0.0
DRY_ONLY NO
[RAINGAGES]
Page 1
Union Park - 100-yr.inp
;;Name Format Interval SCF Source
;;-------------- --------- ------ ------ ----------
CoFC_100-yr INTENSITY 0:05 1.0 TIMESERIES CoFC_100-yr
[SUBCATCHMENTS]
;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack
;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ----------------
A1 CoFC_100-yr Pond_298a 2.56 5.3 397 2.6 0
B1+...+D6 CoFC_100-yr SDMH-07 20.77 73.6 1369 0.42 0
E1+...+E8 coFC_100-yr Pond_298c 8.43 64.7 917 0.5 0
[SUBAREAS]
;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted
;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ----------
A1 0.016 0.025 0.1 0.3 1 OUTLET
B1+...+D6 0.016 0.025 0.1 0.3 1 OUTLET
E1+...+E8 0.016 0.025 0.1 0.3 1 OUTLET
[INFILTRATION]
;;Subcatchment Param1 Param2 Param3 Param4 Param5
;;-------------- ---------- ---------- ---------- ---------- ----------
A1 0.51 0.5 6.48 7 0
B1+...+D6 0.51 0.50 6.48 7 0
E1+...+E8 0.51 0.50 6.48 7 0
[JUNCTIONS]
;;Name Elevation MaxDepth InitDepth SurDepth Aponded
;;-------------- ---------- ---------- ---------- ---------- ----------
;Affinity Release Rate
Pond_596 4929.90 7.1 0 0 0
;FRV Pond 286 Overflow
Pond_286 4937.85 0 0 0 0
Outlet-02 4926.50 10.5 0 0 0
SDMH-07 4923.87 7.01 0 0 0
[OUTFALLS]
;;Name Elevation Type Stage Data Gated Route To
;;-------------- ---------- ---------- ---------------- -------- ----------------
Outlet-01 4922.35 FREE NO
[STORAGE]
;;Name Elev. MaxDepth InitDepth Shape Curve Type/Params SurDepth Fevap Psi Ksat IMD
;;-------------- -------- ---------- ----------- ---------- ---------------------------- --------- -------- -------- --------
Pond_298a 4926.50 10.5 0 TABULAR POND_298a 0 0
Pond_298b 4928.90 2.45 0 TABULAR Pond_298b 0 0
Pond_298c 4922.35 7.65 0 TABULAR POND_298c 0 0
[CONDUITS]
;;Name From Node To Node Length Roughness InOffset OutOffset InitFlow MaxFlow
;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- ----------
02 SDMH-07 Pond_298c 454 0.012 0 0 0 0
Page 2
Union Park - 100-yr.inp
03 Outlet-02 SDMH-07 1023 0.012 0 0 0 0
05 Pond_596 Pond_298a 64 0.012 0 1.9 0 0
06 Pond_286 Pond_298a 50 0.020 0 0 0 0
07 SDMH-07 Pond_298b 400 0.01 0 0 0 0
[ORIFICES]
;;Name From Node To Node Type Offset Qcoeff Gated CloseTime
;;-------------- ---------------- ---------------- ------------ ---------- ---------- -------- ----------
;17" Orifice
01 Pond_298c Outlet-01 SIDE 0 0.65 NO 0
;12" Orifice
04 Pond_298a Outlet-02 SIDE 0 0.65 NO 0
[XSECTIONS]
;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels Culvert
;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- ----------
02 CIRCULAR 5 0 0 0 1
03 CIRCULAR 48 0 0 0 1
05 CIRCULAR 1 0 0 0 1
06 TRAPEZOIDAL 2 100 4 4 1
07 CIRCULAR 1 0 0 0 1
01 CIRCULAR 1.4167 0 0 0
04 CIRCULAR 1 0 0 0
[INFLOWS]
;;Node Constituent Time Series Type Mfactor Sfactor Baseline Pattern
;;-------------- ---------------- ---------------- -------- -------- -------- -------- --------
Pond_596 FLOW POND_596 FLOW 1.0 1.0
Pond_286 FLOW POND_286 FLOW 1.0 1.0
[CURVES]
;;Name Type X-Value Y-Value
;;-------------- ---------- ---------- ----------
POND_298a Storage 0.0 0
POND_298a 0.5 1582
POND_298a 1.5 16848
POND_298a 2.5 42452
POND_298a 3.5 55814
POND_298a 4.5 61829
POND_298a 5.5 63775
POND_298a 6.5 66216
POND_298a 7.5 73768
POND_298a 8.5 83670
POND_298a 9.5 90558
POND_298a 10.5 96883
;
POND_298c Storage 0.00 0
POND_298c 0.65 4205
POND_298c 1.65 17640
POND_298c 2.65 22935
POND_298c 3.65 24919
Page 3
Pond Outlet
Orifice Sizes
Union Park - 100-yr.inp
POND_298c 4.65 34586
POND_298c 5.65 40193
POND_298c 6.65 45535
POND_298c 7.65 49980
;
Pond_298b Storage 0.00 0.00
Pond_298b 0.10 26
Pond_298b 1.10 8359
Pond_298b 2.10 12922
Pond_298b 2.45 13440
[TIMESERIES]
;;Name Date Time Value
;;-------------- ---------- ---------- ----------
;Pond 286 Spill From Affinity Model
POND_286 0:05 0.00
POND_286 0:10 0.00
POND_286 0:15 0.00
POND_286 0:20 0.00
POND_286 0:25 0.00
POND_286 0:30 0.00
POND_286 0:35 0.00
POND_286 0:40 0.00
POND_286 0:45 0.00
POND_286 0:50 0.00
POND_286 0:55 0.00
POND_286 1:00 94.77
POND_286 1:05 147.00
POND_286 1:10 141.31
POND_286 1:15 112.13
POND_286 1:20 87.37
POND_286 1:25 67.06
POND_286 1:30 54.96
POND_286 1:35 48.09
POND_286 1:40 44.16
POND_286 1:45 41.94
POND_286 1:50 40.65
POND_286 1:55 39.89
POND_286 2:00 39.35
POND_286 2:05 34.04
POND_286 2:10 23.79
POND_286 2:15 16.06
POND_286 2:20 10.91
POND_286 2:25 7.73
POND_286 2:30 5.38
POND_286 2:35 3.51
POND_286 2:40 2.24
POND_286 2:45 1.39
POND_286 2:50 0.82
POND_286 2:55 0.43
POND_286 3:00 0.18
Page 4
Union Park - 100-yr.inp
POND_286 3:05 0.02
POND_286 3:10 0.00
POND_286 3:15 0.00
POND_286 3:20 0.00
POND_286 3:25 0.00
POND_286 3:30 0.00
POND_286 3:35 0.00
POND_286 3:40 0.00
POND_286 3:45 0.00
POND_286 3:50 0.00
POND_286 3:55 0.00
POND_286 4:00 0.00
;
;Affinity Release
POND_596 0:05 0.00
POND_596 0:10 0.02
POND_596 0:15 0.06
POND_596 0:20 0.15
POND_596 0:25 0.25
POND_596 0:30 0.38
POND_596 0:35 1.53
POND_596 0:40 1.73
POND_596 0:45 1.84
POND_596 0:50 1.90
POND_596 0:55 1.95
POND_596 1:00 1.98
POND_596 1:05 2.00
POND_596 1:10 2.01
POND_596 1:15 2.02
POND_596 1:20 2.02
POND_596 1:25 2.03
POND_596 2:00 2.03
POND_596 2:05 2.02
POND_596 2:20 2.02
POND_596 2:25 2.01
POND_596 2:35 2.01
POND_596 2:40 2.00
POND_596 2:50 2.00
POND_596 2:55 1.99
POND_596 3:00 1.99
POND_596 3:30 1.97
POND_596 4:00 1.94
POND_596 4:30 1.92
POND_596 5:00 1.89
POND_596 5:30 1.87
POND_596 6:00 1.84
POND_596 6:30 1.82
POND_596 7:00 1.79
POND_596 7:30 1.76
POND_596 8:00 1.73
POND_596 8:30 1.69
Page 5
Union Park - 100-yr.inp
POND_596 9:00 1.66
POND_596 9:30 1.61
POND_596 10:00 1.56
POND_596 10:30 1.51
POND_596 11:00 1.42
POND_596 11:30 1.13
POND_596 12:00 0.90
POND_596 12:30 0.70
POND_596 13:00 0.54
POND_596 13:30 0.42
POND_596 14:00 0.38
POND_596 14:30 0.37
POND_596 15:00 0.36
POND_596 15:30 0.34
POND_596 16:00 0.33
POND_596 16:30 0.32
POND_596 17:00 0.31
POND_596 17:30 0.30
POND_596 18:00 0.29
POND_596 18:30 0.28
POND_596 19:00 0.26
POND_596 19:30 0.25
POND_596 20:00 0.24
POND_596 20:30 0.22
POND_596 21:00 0.21
POND_596 21:30 0.19
POND_596 22:00 0.16
POND_596 22:30 0.16
POND_596 23:00 0.14
POND_596 23:30 0.12
POND_596 24:00 0.10
;
;CoFC Rainfall Data
CoFC_100-yr 0:05 1.00
CoFC_100-yr 0:10 1.14
CoFC_100-yr 0:15 1.33
CoFC_100-yr 0:20 2.23
CoFC_100-yr 0:25 2.84
CoFC_100-yr 0:30 5.49
CoFC_100-yr 0:35 9.95
CoFC_100-yr 0:40 4.12
CoFC_100-yr 0:45 2.48
CoFC_100-yr 0:50 1.46
CoFC_100-yr 0:55 1.22
CoFC_100-yr 1:00 1.06
CoFC_100-yr 1:05 1.00
CoFC_100-yr 1:10 0.95
CoFC_100-yr 1:15 0.91
CoFC_100-yr 1:20 0.87
CoFC_100-yr 1:25 0.84
CoFC_100-yr 1:30 0.81
Page 6
Union Park - 100-yr.inp
CoFC_100-yr 1:35 0.78
CoFC_100-yr 1:40 0.75
CoFC_100-yr 1:45 0.73
CoFC_100-yr 1:50 0.71
CoFC_100-yr 1:55 0.69
CoFC_100-yr 2:00 0.67
[REPORT]
;;Reporting Options
SUBCATCHMENTS ALL
NODES ALL
LINKS ALL
[TAGS]
[MAP]
DIMENSIONS 0.000 0.000 2160.000 1440.000
Units None
[COORDINATES]
;;Node X-Coord Y-Coord
;;-------------- ------------------ ------------------
Pond_596 149.781 1171.832
Pond_286 97.913 1002.352
Outlet-02 421.509 844.131
SDMH-07 1393.270 794.638
Outlet-01 1906.002 790.117
Pond_298a 308.731 1012.692
Pond_298b 1334.349 737.249
Pond_298c 1827.680 674.262
[VERTICES]
;;Link X-Coord Y-Coord
;;-------------- ------------------ ------------------
02 1462.613 794.866
02 1625.248 823.950
02 1770.077 823.356
02 1770.077 787.149
02 1795.006 759.846
03 422.102 792.491
01 1836.555 763.407
01 1866.827 794.272
[Polygons]
;;Subcatchment X-Coord Y-Coord
;;-------------- ------------------ ------------------
A1 320.256 1122.033
B1+...+D6 1396.831 846.871
E1+...+E8 1831.317 626.067
;;Storage Node X-Coord Y-Coord
Page 7
Union Park - 100-yr.inp
;;-------------- ------------------ ------------------
Pond_298a 308.731 1012.692
Pond_298b 1334.349 737.249
Pond_298c 1827.680 674.262
[SYMBOLS]
;;Gage X-Coord Y-Coord
;;-------------- ------------------ ------------------
CoFC_100-yr 926.638 1235.251
[BACKDROP]
FILE "Union Park - Overall DR.png"
DIMENSIONS 0.000 0.000 2160.000 1440.000
Page 8
Time Series POND_286
Elapsed Time (hours)
43.532.521.510.50
140
120
100
80
60
40
20
0
Union Park - 100-yr
SWMM 5.2 Page 1
Time Series POND_596
Elapsed Time (hours)
242220181614121086420
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0
Union Park - 100-yr
SWMM 5.2 Page 1
Union Park - 100-yr.rpt
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.3)
------------------------------------------------------------
Union Park - 100-yr SWMM
J.Claeys
4/10/24
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
RDII ................... NO
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... YES
Ponding Allowed ........ NO
Water Quality .......... NO
Infiltration Method ...... HORTON
Flow Routing Method ...... DYNWAVE
Surcharge Method ......... EXTRAN
Starting Date ............ 03/25/2024 00:00:00
Ending Date .............. 03/26/2024 00:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:05:00
Wet Time Step ............ 00:05:00
Dry Time Step ............ 00:05:00
Routing Time Step ........ 60.00 sec
Variable Time Step ....... YES
Maximum Trials ........... 8
Number of Threads ........ 1
Head Tolerance ........... 0.005000 ft
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 9.711 3.669
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 1.235 0.467
Surface Runoff ........... 8.378 3.166
Final Storage ............ 0.173 0.065
Continuity Error (%) ..... -0.778
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Page 1
Union Park - 100-yr.rpt
Wet Weather Inflow ....... 8.373 2.728
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 9.319 3.037
External Outflow ......... 17.690 5.765
Flooding Loss ............ 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.000 0.000
Final Stored Volume ...... 0.018 0.006
Continuity Error (%) ..... -0.091
***************************
Time-Step Critical Elements
***************************
Link 05 (78.23%)
Link 02 (12.35%)
Link 06 (9.11%)
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*********************************
Most Frequent Nonconverging Nodes
*********************************
Convergence obtained at all time steps.
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 0.93 sec
Average Time Step : 10.16 sec
Maximum Time Step : 60.00 sec
% of Time in Steady State : 0.00
Average Iterations per Step : 2.03
% of Steps Not Converging : 0.33
Time Step Frequencies :
60.000 - 23.031 sec : 6.97 %
23.031 - 8.841 sec : 29.96 %
8.841 - 3.393 sec : 63.00 %
3.393 - 1.303 sec : 0.06 %
1.303 - 0.500 sec : 0.01 %
***************************
Page 2
Union Park - 100-yr.rpt
Subcatchment Runoff Summary
***************************
------------------------------------------------------------------------------------------------------------------------------
Total Total Total Total Imperv Perv Total Total Peak Runoff
Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff
Subcatchment in in in in in in in 10^6 gal CFS
------------------------------------------------------------------------------------------------------------------------------
A1 3.67 0.00 0.00 1.28 0.19 2.23 2.42 0.17 22.81 0.660
B1+...+D6 3.67 0.00 0.00 0.36 2.64 0.62 3.26 1.84 163.82 0.889
E1+...+E8 3.67 0.00 0.00 0.48 2.33 0.83 3.16 0.72 75.02 0.860
******************
Node Depth Summary
******************
---------------------------------------------------------------------------------
Average Maximum Maximum Time of Max Reported
Depth Depth HGL Occurrence Max Depth
Node Type Feet Feet Feet days hr:min Feet
---------------------------------------------------------------------------------
Pond_596 JUNCTION 0.72 3.54 4933.44 0 02:27 3.54
Pond_286 JUNCTION 0.01 0.15 4938.00 0 01:05 0.15
Outlet-02 JUNCTION 0.57 2.56 4929.06 0 02:08 2.55
SDMH-07 JUNCTION 1.43 5.19 4929.06 0 02:06 5.18
Outlet-01 OUTFALL 0.00 0.00 4922.35 0 00:00 0.00
Pond_298a STORAGE 2.50 6.77 4933.27 0 02:27 6.77
Pond_298b STORAGE 0.01 0.16 4929.06 0 02:09 0.15
Pond_298c STORAGE 2.24 6.68 4929.03 0 02:08 6.68
*******************
Node Inflow Summary
*******************
-------------------------------------------------------------------------------------------------
Maximum Maximum Lateral Total Flow
Lateral Total Time of Max Inflow Inflow Balance
Inflow Inflow Occurrence Volume Volume Error
Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent
-------------------------------------------------------------------------------------------------
Pond_596 JUNCTION 2.03 2.03 0 01:25 0.644 0.644 -0.490
Pond_286 JUNCTION 146.97 146.97 0 01:05 2.39 2.39 0.013
Outlet-02 JUNCTION 0.00 37.54 0 00:49 0 3.34 0.273
SDMH-07 JUNCTION 163.82 163.82 0 00:40 1.84 5.17 -0.174
Outlet-01 OUTFALL 0.00 20.10 0 02:08 0 5.76 0.000
Pond_298a STORAGE 22.81 150.88 0 01:05 0.168 3.21 0.071
Pond_298b STORAGE 0.00 0.11 0 01:56 0 0.0005 0.394
Pond_298c STORAGE 75.02 185.07 0 00:40 0.722 5.77 0.010
Page 3
Pond 100-yr Water
Surface Elevations
Union Park - 100-yr.rpt
**********************
Node Surcharge Summary
**********************
Surcharging occurs when water rises above the top of the highest conduit.
---------------------------------------------------------------------
Max. Height Min. Depth
Hours Above Crown Below Rim
Node Type Surcharged Feet Feet
---------------------------------------------------------------------
Pond_596 JUNCTION 8.30 2.540 3.560
*********************
Node Flooding Summary
*********************
No nodes were flooded.
**********************
Storage Volume Summary
**********************
------------------------------------------------------------------------------------------------
Average Avg Evap Exfil Maximum Max Time of Max Maximum
Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow
Storage Unit 1000 ft³ Full Loss Loss 1000 ft³ Full days hr:min CFS
------------------------------------------------------------------------------------------------
Pond_298a 73.704 12.2 0.0 0.0 292.892 48.4 0 02:27 9.09
Pond_298b 0.000 0.0 0.0 0.0 0.016 0.1 0 02:09 0.10
Pond_298c 38.910 18.2 0.0 0.0 168.106 78.5 0 02:08 20.10
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
Outlet-01 99.92 8.07 20.10 5.764
-----------------------------------------------------------
System 99.92 8.07 20.10 5.764
********************
Link Flow Summary
Page 4
Pond 298 Peak
Release Rate
Pond Storage Volumes:
298a → 6.72 ac-ft
298b → 0.00 ac-ft
298c → 3.86 ac-ft
Union Park - 100-yr.rpt
********************
-----------------------------------------------------------------------------
Maximum Time of Max Maximum Max/ Max/
|Flow| Occurrence |Veloc| Full Full
Link Type CFS days hr:min ft/sec Flow Depth
-----------------------------------------------------------------------------
02 CONDUIT 117.06 0 00:41 7.48 0.72 1.00
03 CONDUIT 35.61 0 00:49 1.81 0.00 0.08
05 CONDUIT 3.14 0 09:34 6.78 0.53 1.00
06 CONDUIT 146.95 0 01:05 1.31 0.01 0.54
07 CONDUIT 0.11 0 01:56 0.24 0.02 0.58
01 ORIFICE 20.10 0 02:08 1.00
04 ORIFICE 9.09 0 06:19 1.00
***************************
Flow Classification Summary
***************************
-------------------------------------------------------------------------------------
Adjusted ---------- Fraction of Time in Flow Class ----------
/Actual Up Down Sub Sup Up Down Norm Inlet
Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl
-------------------------------------------------------------------------------------
02 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.48 0.00
03 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.75 0.00
05 1.00 0.00 0.00 0.00 0.57 0.02 0.00 0.41 0.18 0.00
06 1.00 0.00 0.90 0.00 0.10 0.00 0.00 0.00 0.96 0.00
07 1.00 0.00 0.81 0.00 0.18 0.00 0.00 0.00 0.90 0.00
*************************
Conduit Surcharge Summary
*************************
----------------------------------------------------------------------------
Hours Hours
--------- Hours Full -------- Above Full Capacity
Conduit Both Ends Upstream Dnstream Normal Flow Limited
----------------------------------------------------------------------------
02 1.10 1.10 4.86 0.01 0.01
05 8.26 8.26 12.01 0.01 0.01
06 0.01 0.01 23.02 0.01 0.01
07 0.01 0.01 22.45 0.01 0.01
Analysis begun on: Sun Apr 7 15:19:28 2024
Analysis ended on: Sun Apr 7 15:19:28 2024
Total elapsed time: < 1 sec
Page 5
Table - Node Outlet-01
Total Inflow
Date Time (CFS)
03/25/2024 00:05:00 0.00
03/25/2024 00:10:00 0.01
03/25/2024 00:15:00 0.33
03/25/2024 00:20:00 1.48
03/25/2024 00:25:00 3.77
03/25/2024 00:30:00 7.10
03/25/2024 00:35:00 10.14
03/25/2024 00:40:00 14.18
03/25/2024 00:45:00 17.19
03/25/2024 00:50:00 18.26
03/25/2024 00:55:00 18.66
03/25/2024 01:00:00 19.02
03/25/2024 01:05:00 19.18
03/25/2024 01:10:00 19.35
03/25/2024 01:15:00 19.48
03/25/2024 01:20:00 19.58
03/25/2024 01:25:00 19.67
03/25/2024 01:30:00 19.74
03/25/2024 01:35:00 19.81
03/25/2024 01:40:00 19.87
03/25/2024 01:45:00 19.92
03/25/2024 01:50:00 19.97
03/25/2024 01:55:00 20.01
03/25/2024 02:00:00 20.05
03/25/2024 02:05:00 20.08
03/25/2024 02:10:00 20.10
03/25/2024 02:15:00 20.08
03/25/2024 02:20:00 20.03
03/25/2024 02:25:00 19.99
Union Park - 100-yr SWMM
SWMM 5.2 Page 1
Pond 298 Outlet
Total Inflow
Date Time (CFS)
03/25/2024 02:30:00 19.93
03/25/2024 02:35:00 19.86
03/25/2024 02:40:00 19.80
03/25/2024 02:45:00 19.73
03/25/2024 02:50:00 19.66
03/25/2024 02:55:00 19.59
03/25/2024 03:00:00 19.51
03/25/2024 03:05:00 19.44
03/25/2024 03:10:00 19.36
03/25/2024 03:15:00 19.29
03/25/2024 03:20:00 19.21
03/25/2024 03:25:00 19.13
03/25/2024 03:30:00 19.06
03/25/2024 03:35:00 18.98
03/25/2024 03:40:00 18.90
03/25/2024 03:45:00 18.82
03/25/2024 03:50:00 18.75
03/25/2024 03:55:00 18.67
03/25/2024 04:00:00 18.59
03/25/2024 04:05:00 18.51
03/25/2024 04:10:00 18.43
03/25/2024 04:15:00 18.35
03/25/2024 04:20:00 18.27
03/25/2024 04:25:00 18.19
03/25/2024 04:30:00 18.11
03/25/2024 04:35:00 18.03
03/25/2024 04:40:00 17.95
03/25/2024 04:45:00 17.87
03/25/2024 04:50:00 17.79
03/25/2024 04:55:00 17.71
Union Park - 100-yr SWMM
SWMM 5.2 Page 2
Total Inflow
Date Time (CFS)
03/25/2024 05:00:00 17.63
03/25/2024 05:05:00 17.55
03/25/2024 05:10:00 17.46
03/25/2024 05:15:00 17.38
03/25/2024 05:20:00 17.30
03/25/2024 05:25:00 17.22
03/25/2024 05:30:00 17.14
03/25/2024 05:35:00 17.06
03/25/2024 05:40:00 16.97
03/25/2024 05:45:00 16.89
03/25/2024 05:50:00 16.81
03/25/2024 05:55:00 16.73
03/25/2024 06:00:00 16.65
03/25/2024 06:05:00 16.57
03/25/2024 06:10:00 16.48
03/25/2024 06:15:00 16.40
03/25/2024 06:20:00 16.32
03/25/2024 06:25:00 16.23
03/25/2024 06:30:00 16.15
03/25/2024 06:35:00 16.05
03/25/2024 06:40:00 15.95
03/25/2024 06:45:00 15.85
03/25/2024 06:50:00 15.76
03/25/2024 06:55:00 15.66
03/25/2024 07:00:00 15.56
03/25/2024 07:05:00 15.46
03/25/2024 07:10:00 15.35
03/25/2024 07:15:00 15.25
03/25/2024 07:20:00 15.15
03/25/2024 07:25:00 15.05
Union Park - 100-yr SWMM
SWMM 5.2 Page 3
Total Inflow
Date Time (CFS)
03/25/2024 07:30:00 14.94
03/25/2024 07:35:00 14.84
03/25/2024 07:40:00 14.73
03/25/2024 07:45:00 14.62
03/25/2024 07:50:00 14.51
03/25/2024 07:55:00 14.41
03/25/2024 08:00:00 14.29
03/25/2024 08:05:00 14.18
03/25/2024 08:10:00 14.07
03/25/2024 08:15:00 13.96
03/25/2024 08:20:00 13.85
03/25/2024 08:25:00 13.74
03/25/2024 08:30:00 13.63
03/25/2024 08:35:00 13.52
03/25/2024 08:40:00 13.40
03/25/2024 08:45:00 13.29
03/25/2024 08:50:00 13.18
03/25/2024 08:55:00 13.07
03/25/2024 09:00:00 12.96
03/25/2024 09:05:00 12.85
03/25/2024 09:10:00 12.74
03/25/2024 09:15:00 12.64
03/25/2024 09:20:00 12.53
03/25/2024 09:25:00 12.41
03/25/2024 09:30:00 12.31
03/25/2024 09:35:00 12.20
03/25/2024 09:40:00 12.09
03/25/2024 09:45:00 11.98
03/25/2024 09:50:00 11.88
03/25/2024 09:55:00 11.77
Union Park - 100-yr SWMM
SWMM 5.2 Page 4
Total Inflow
Date Time (CFS)
03/25/2024 10:00:00 11.67
03/25/2024 10:05:00 11.56
03/25/2024 10:10:00 11.46
03/25/2024 10:15:00 11.35
03/25/2024 10:20:00 11.25
03/25/2024 10:25:00 11.14
03/25/2024 10:30:00 11.04
03/25/2024 10:35:00 10.93
03/25/2024 10:40:00 10.83
03/25/2024 10:45:00 10.72
03/25/2024 10:50:00 10.62
03/25/2024 10:55:00 10.52
03/25/2024 11:00:00 10.41
03/25/2024 11:05:00 10.31
03/25/2024 11:10:00 10.20
03/25/2024 11:15:00 10.07
03/25/2024 11:20:00 9.94
03/25/2024 11:25:00 9.82
03/25/2024 11:30:00 9.69
03/25/2024 11:35:00 9.57
03/25/2024 11:40:00 9.44
03/25/2024 11:45:00 9.32
03/25/2024 11:50:00 9.20
03/25/2024 11:55:00 9.09
03/25/2024 12:00:00 8.97
03/25/2024 12:05:00 8.86
03/25/2024 12:10:00 8.75
03/25/2024 12:15:00 8.64
03/25/2024 12:20:00 8.53
03/25/2024 12:25:00 8.43
Union Park - 100-yr SWMM
SWMM 5.2 Page 5
Total Inflow
Date Time (CFS)
03/25/2024 12:30:00 8.32
03/25/2024 12:35:00 8.22
03/25/2024 12:40:00 8.12
03/25/2024 12:45:00 8.02
03/25/2024 12:50:00 7.93
03/25/2024 12:55:00 7.83
03/25/2024 13:00:00 7.74
03/25/2024 13:05:00 7.65
03/25/2024 13:10:00 7.55
03/25/2024 13:15:00 7.46
03/25/2024 13:20:00 7.37
03/25/2024 13:25:00 7.28
03/25/2024 13:30:00 7.19
03/25/2024 13:35:00 7.11
03/25/2024 13:40:00 7.02
03/25/2024 13:45:00 6.94
03/25/2024 13:50:00 6.82
03/25/2024 13:55:00 6.71
03/25/2024 14:00:00 6.60
03/25/2024 14:05:00 6.50
03/25/2024 14:10:00 6.40
03/25/2024 14:15:00 6.31
03/25/2024 14:20:00 6.23
03/25/2024 14:25:00 6.15
03/25/2024 14:30:00 6.07
03/25/2024 14:35:00 6.00
03/25/2024 14:40:00 5.92
03/25/2024 14:45:00 5.85
03/25/2024 14:50:00 5.78
03/25/2024 14:55:00 5.71
Union Park - 100-yr SWMM
SWMM 5.2 Page 6
Total Inflow
Date Time (CFS)
03/25/2024 15:00:00 5.64
03/25/2024 15:05:00 5.57
03/25/2024 15:10:00 5.50
03/25/2024 15:15:00 5.43
03/25/2024 15:20:00 5.36
03/25/2024 15:25:00 5.28
03/25/2024 15:30:00 5.21
03/25/2024 15:35:00 5.14
03/25/2024 15:40:00 5.06
03/25/2024 15:45:00 4.98
03/25/2024 15:50:00 4.89
03/25/2024 15:55:00 4.81
03/25/2024 16:00:00 4.72
03/25/2024 16:05:00 4.62
03/25/2024 16:10:00 4.52
03/25/2024 16:15:00 4.42
03/25/2024 16:20:00 4.31
03/25/2024 16:25:00 4.19
03/25/2024 16:30:00 4.07
03/25/2024 16:35:00 3.93
03/25/2024 16:40:00 3.79
03/25/2024 16:45:00 3.63
03/25/2024 16:50:00 3.45
03/25/2024 16:55:00 3.25
03/25/2024 17:00:00 3.04
03/25/2024 17:05:00 2.81
03/25/2024 17:10:00 2.58
03/25/2024 17:15:00 2.34
03/25/2024 17:20:00 2.10
03/25/2024 17:25:00 1.87
Union Park - 100-yr SWMM
SWMM 5.2 Page 7
Total Inflow
Date Time (CFS)
03/25/2024 17:30:00 1.65
03/25/2024 17:35:00 1.45
03/25/2024 17:40:00 1.27
03/25/2024 17:45:00 1.11
03/25/2024 17:50:00 0.96
03/25/2024 17:55:00 0.84
03/25/2024 18:00:00 0.74
03/25/2024 18:05:00 0.66
03/25/2024 18:10:00 0.59
03/25/2024 18:15:00 0.53
03/25/2024 18:20:00 0.48
03/25/2024 18:25:00 0.45
03/25/2024 18:30:00 0.42
03/25/2024 18:35:00 0.39
03/25/2024 18:40:00 0.37
03/25/2024 18:45:00 0.36
03/25/2024 18:50:00 0.34
03/25/2024 18:55:00 0.33
03/25/2024 19:00:00 0.32
03/25/2024 19:05:00 0.31
03/25/2024 19:10:00 0.30
03/25/2024 19:15:00 0.30
03/25/2024 19:20:00 0.29
03/25/2024 19:25:00 0.29
03/25/2024 19:30:00 0.28
03/25/2024 19:35:00 0.28
03/25/2024 19:40:00 0.27
03/25/2024 19:45:00 0.27
03/25/2024 19:50:00 0.27
03/25/2024 19:55:00 0.26
Union Park - 100-yr SWMM
SWMM 5.2 Page 8
Total Inflow
Date Time (CFS)
03/25/2024 20:00:00 0.26
03/25/2024 20:05:00 0.26
03/25/2024 20:10:00 0.26
03/25/2024 20:15:00 0.25
03/25/2024 20:20:00 0.25
03/25/2024 20:25:00 0.25
03/25/2024 20:30:00 0.25
03/25/2024 20:35:00 0.24
03/25/2024 20:40:00 0.24
03/25/2024 20:45:00 0.24
03/25/2024 20:50:00 0.24
03/25/2024 20:55:00 0.23
03/25/2024 21:00:00 0.23
03/25/2024 21:05:00 0.23
03/25/2024 21:10:00 0.23
03/25/2024 21:15:00 0.22
03/25/2024 21:20:00 0.22
03/25/2024 21:25:00 0.22
03/25/2024 21:30:00 0.22
03/25/2024 21:35:00 0.21
03/25/2024 21:40:00 0.21
03/25/2024 21:45:00 0.21
03/25/2024 21:50:00 0.21
03/25/2024 21:55:00 0.20
03/25/2024 22:00:00 0.20
03/25/2024 22:05:00 0.20
03/25/2024 22:10:00 0.19
03/25/2024 22:15:00 0.19
03/25/2024 22:20:00 0.18
03/25/2024 22:25:00 0.18
Union Park - 100-yr SWMM
SWMM 5.2 Page 9
Total Inflow
Date Time (CFS)
03/25/2024 22:30:00 0.18
03/25/2024 22:35:00 0.18
03/25/2024 22:40:00 0.17
03/25/2024 22:45:00 0.17
03/25/2024 22:50:00 0.17
03/25/2024 22:55:00 0.17
03/25/2024 23:00:00 0.16
03/25/2024 23:05:00 0.16
03/25/2024 23:10:00 0.16
03/25/2024 23:15:00 0.16
03/25/2024 23:20:00 0.16
03/25/2024 23:25:00 0.15
03/25/2024 23:30:00 0.15
03/25/2024 23:35:00 0.15
03/25/2024 23:40:00 0.14
03/25/2024 23:45:00 0.14
03/25/2024 23:50:00 0.14
03/25/2024 23:55:00 0.13
03/26/2024 00:00:00 0.13
Union Park - 100-yr SWMM
SWMM 5.2 Page 10
2:001:000:0023:0022:0021:0020:0019:0018:0017:0016:0015:0014:0013:0012:0011:0010:009:008:007:006:005:004:003:002:001:00
To
t
a
l
I
n
f
l
o
w
(
C
F
S
)
25.0
20.0
15.0
10.0
5.0
0.0
Node Outlet-01 Total Inflow (CFS)
Union Park - 100-yr SWMM
SWMM 5.2 Page 1
Pond 298 Outlet
Appendix C
APPENDIX C – RATIONAL CALCULATIONS
UPUP
UPUP UPUP UPUP UPUP
D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE DD
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE DD
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
DUCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTEDD
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE
NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE DD
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE
D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTED
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE
D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE DD
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
DUCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE
OFFSITE AFFINITY
SPILL LOCATION
INADVERTENT DETENTION SPILL LOCATION
LO
T
1
AFF
I
N
I
T
Y
S
U
B
D
I
V
I
S
I
O
N
ZI
E
G
L
E
R
R
O
A
D
(R
O
W
V
A
R
I
E
S
)
RAISED
PLANTING
AREA
RAISED
PLANTING
AREA
RAISED
PLANTING
AREA
BLOCK 1 BLOCK 2 BLOCK 3
BLOCK 4BLOCK 5BLOCK 6
BLOCK 7 BLOCK 8 BLOCK 9
BLOCK 10BLOCK 11BLOCK 12
BLOCK 13 BLOCK 14 BLOCK 15
BLOCK 16BLOCK 17BLOCK 18
BLOCK 19 BLOCK 20 BLOCK 21
BLOCK 22BLOCK 23BLOCK 24
BL
O
C
K
2
7
BL
O
C
K
2
8
BLDG A2
ESMT
EXCLUSION
BLDG A11
ESMT
EXCLUSION
BLDG A10
ESMT
EXCLUSION
BLDG A9
ESMT
EXCLUSION
BLDG A8
ESMT
EXCLUSION BLDG A7
ESMT
EXCLUSION
BLDG A1
ESMT
EXCLUSION
BLDG A3
ESMT
EXCLUSION
BLDG A4
ESMT
EXCLUSION
BLDG A5
ESMT
EXCLUSION
BLDG A6
ESMT
EXCLUSION
LOT C3
LOT C1
LOT C2
EE G1 EE G2EE AG1 EE AG2 EE AG3 EE G3 EE AG4EE G4 EE AG5 EE G5
LOT
MU1 LOT
MU2
BLOCK 29
LOT R1
BLOCK 25
BLOCK 26
KINGSLEY COURT
NEWBURG COURT HARRINGTON COURT
CO
R
B
E
T
T
D
R
I
V
E
ZI
E
G
L
E
R
R
O
A
D
(R
O
W
V
A
R
I
E
S
)
IN
F
A
N
T
R
Y
T
E
R
R
A
C
E
D
R
I
V
E
UNION PARK AVENUE
IN
F
A
N
T
R
Y
T
E
R
R
A
C
E
D
R
I
V
E
FORT SUMTER WAY
JU
N
C
T
I
O
N
D
R
I
V
E
FORT SUMTER WAY
FORTITUDE LANE
ZI
E
G
L
E
R
R
O
A
D
(R
O
W
V
A
R
I
E
S
)
GOLDEN GROVE DRIVE
UN
I
O
N
P
A
R
K
A
V
E
N
U
E
BL
U
E
C
O
A
T
D
R
I
V
E
LO
C
O
M
O
T
I
V
E
D
R
I
V
E
IR
O
N
L
A
N
E
CITADEL PLACE
HERITAGE HILL PLACE
JU
N
C
T
I
O
N
D
R
I
V
E
TRACT A TRACT B
TR
A
C
T
C
TRACT D
TRACT E
TRACT F
TRACT I
TRACT J
TRACT H
TRACT L
TRACT K
TRACT G
TRACT N
TRACT M
TRACT O
LID B
STORMTECH SC-800
(90 CHAMBERS)LID D
STORMTECH SC-800
(69 CHAMBERS)
POND 298A
POND 298C
POND 298C
STORM OUTFALL
20.1 CFS LIMITED
AFFINITY OUTFALL
ROUTED THROUGH
POND & SITE
POND
298B
LID C
STORMTECH SC-310
(102 CHAMBERS)
RE
V
I
S
I
O
N
NO
.
BY
DA
T
E
HI
G
H
L
A
N
D
DE
V
E
L
O
P
M
E
N
T
S
E
R
V
I
C
E
S
63
5
5
F
A
I
R
G
R
O
U
N
D
S
A
V
E
N
U
E
,
S
U
I
T
E
2
0
0
|
W
I
N
D
S
O
R
,
C
O
8
0
5
5
0
PH
O
N
E
:
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PREPARED BY OR UNDER THE
DIRECT SUPERVISION OF:
FOR AND ON BEHALF OF HIGHLAND
DEVELOPMENT SERVICES
REVIEW SET
NOT FOR
CONSTRUCTION
OFSHEET
DRAWN BY
CHECKED BY
DATE
SCALE (H)
HDS PROJECT #
SCALE (V)
UN
I
O
N
P
A
R
K
GR
A
D
I
N
G
&
D
R
A
I
N
A
G
E
P
L
A
N
4/10/24
1" = 60'
N/A
JTC
JTC
21-1044-00
OVERALL
----
CALL UTILITY NOTIFICATION
CENTER OF COLORADO
CALL 2-BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
before you dig.CallKnow what's below.
R
N
W E
S
0
SCALE: 1" = 60'
120603060
BASIN COEFFICIENT (100-YR)
BASIN DESIGNATION
BASIN AREA
DESIGN POINT
DRAINAGE FLOW ARROW
DRAINAGE BASIN BOUNDARY
DRAINAGE BASIN FLOW PATH
LEGEND
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
Design Engineer:
Design Firm:
Project Number:
Date:
%
Impervious
Runoff
Coefficient C Return Period
Frequency
Adjustment
Factor (Cf)
100% 0.95
2-year to
10-year 1.00
90% 0.95 100-year 1.25
90% 0.95
40% 0.50
0% 0.25
C2 to C10 C100
A1 111,351 2.56 0 0 6,599 0 104,752 5.3% 0.29 0.36
B1 11,272 0.26 0 5,863 1,988 0 3,421 62.7% 0.74 0.92
B2 88,722 2.04 24,338 34,210 10,378 0 19,796 72.7% 0.79 0.99
B3 23,289 0.53 10,394 4,189 2,341 0 6,364 69.9% 0.76 0.95
B4 50,719 1.16 14,863 20,947 8,234 0 6,676 81.1% 0.86 1.00
B5 48,273 1.11 16,268 19,711 5,751 0 6,544 81.2% 0.86 1.00
B6 35,540 0.82 13,579 13,438 4,283 0 4,239 83.1% 0.87 1.00
B7 133,618 3.07 44,146 43,774 15,154 0 30,543 72.7% 0.79 0.99
B1+…+B7 391,433 8.99 123,588 142,133 48,129 0 77,583 75.3% 0.81 1.00
C1 42,346 0.97 12,314 14,028 4,778 0 11,226 69.0% 0.76 0.96
C2 18,147 0.42 8,120 2,038 2,968 0 5,021 69.6% 0.76 0.95
C3 21,462 0.49 0 11,132 4,607 0 5,723 66.0% 0.76 0.95
C4 122,343 2.81 31,218 45,953 15,275 0 29,897 70.6% 0.78 0.97
C1+...+C4 204,297 4.69 51,653 73,151 27,628 0 51,866 69.7% 0.77 0.97
D1 42,986 0.99 15,866 9,376 5,490 0 12,253 68.0% 0.75 0.94
D2 69,344 1.59 21,611 26,290 13,047 0 8,396 82.2% 0.87 1.00
D3 48,913 1.12 14,129 21,282 6,656 0 6,846 80.3% 0.85 1.00
D4 20,659 0.47 10,448 6,531 2,801 0 879 91.2% 0.92 1.00
D5 17,199 0.39 0 0 1,875 0 15,325 9.8% 0.33 0.41
D6 109,942 2.52 38,552 35,705 13,734 0 21,952 75.5% 0.81 1.00
D1+…+D6 309,043 7.09 100,606 99,184 43,603 0 65,650 74.1% 0.80 1.00
E1 44,024 1.01 12,072 16,383 5,836 0 9,733 72.8% 0.80 0.99
E2 87,519 2.01 30,510 18,902 14,883 0 23,224 69.6% 0.76 0.96
E3 66,643 1.53 32,185 13,962 8,211 0 12,286 78.2% 0.82 1.00
E4 26,089 0.60 0 5,031 357 0 20,701 18.6% 0.39 0.49
E5 25,041 0.57 9,959 9,324 3,808 0 1,950 87.0% 0.90 1.00
E6 26,840 0.62 10,922 9,512 3,348 0 3,057 83.8% 0.87 1.00
E7 46,050 1.06 15,902 18,479 6,721 0 4,948 83.8% 0.87 1.00
E8 44,852 1.03 0 1,766 2,512 0 40,574 8.6% 0.32 0.40
E1+…+E8 367,058 8.43 111,550 93,359 45,677 0 116,472 64.5% 0.73 0.91
Total 1,383,183 31.75 387,397 407,826 171,635 0 416,324 65.7% 0.74 0.92
B2+B3 112,010 2.57 34,732 38,400 12,718 0 26,160 72.1% 0.79 0.98
B4+B5 98,993 2.27 31,130 40,658 13,985 0 13,220 81.1% 0.86 1.00
B4+B5+B6 134,533 3.09 44,710 54,096 18,268 0 17,459 81.6% 0.86 1.00
B1+B4+B5+B6 145,805 3.35 44,710 59,959 20,256 0 20,880 80.2% 0.85 1.00
C1+C2 60,493 1.39 20,434 16,066 7,746 0 16,247 69.2% 0.76 0.95
C1+C2+C3 81,955 1.88 20,434 27,198 12,353 0 21,969 68.4% 0.76 0.95
B1+B4+B5+B6+C1+…+C4 350,102 8.04 96,362 133,110 47,884 0 72,746 74.1% 0.80 1.00
D2+D3 118,257 2.71 35,740 47,572 19,702 0 15,242 81.4% 0.86 1.00
D2+D3+D4 138,916 3.19 46,188 54,103 22,504 0 16,121 82.9% 0.87 1.00
D2+…+D6 266,057 6.11 84,740 89,808 38,112 0 53,397 75.1% 0.81 1.00
B1+B4+B5+B6+C1+…+C4+D2+…+D5 506,217 11.62 142,551 187,213 72,262 0 104,192 74.3% 0.81 1.00
B1+…+D6 904,773 20.77 275,847 314,467 119,359 0 195,100 73.6% 0.80 1.00
E1+E4 70,113 1.61 12,072 21,414 6,193 0 30,434 52.7% 0.65 0.81
B1+B4+B5+B6+C1+…+C4+D2+…+D5+E1+E4 576,331 13.23 154,623 208,627 78,456 0 134,625 71.7% 0.79 0.98
B1+…+E4 1,129,049 25.92 350,614 368,745 148,646 0 261,043 72.3% 0.79 0.99
E4+E8 70,942 1.63 0 6,798 2,869 0 61,275 12.3% 0.35 0.43
D1+E1+…+E8 410,044 9.41 127,417 102,735 51,167 0 128,725 64.9% 0.73 0.91
Weighted %
Impervious
COMPOSITEApaved
(sq feet)
Aroof
(sq feet)
Awalk
(sq feet)
Agravel/pavers
(sq feet)
Alawn
(sq feet)
Gravel/Pavers
Lawns
(Heavy, 2-7% Slope)
Sub-basin
Designation
Atotal
(sq feet)
Atotal
(acres)
Combined Basins for Street, Inlet, & Pipe Capacity Calculations
Union Park
DEVELOPED IMPERVIOUS AREA CALCULATION
DESIGN CRITERIA:
Fort Collins Stormwater Criteria Manual
BASINS:
Highland Development Services
% Impervious values from Table 3.2.2 in the Fort Collins Stormwater Criteria Manual
J.Claeys
21-1044-00
April 9, 2024
Land Use
Paved
Roof
Walks
Runoff Coefficients and Frequency Adjustment Factors for City of Fort Collins - Storm Water Criteria Manual
21-1044-00 Rational Calcs.xlsx Page 1 of 4 Highland Development Services
Design Engineer:
Design Firm:
Project Number:
Date:
EQUATIONS:
-Equation 5-3 -Equation 5-4 -Urbanized Check Equation 3.3-5
- CoFC Overland Flow
CONSTRAINTS:
300 ft - Overland flow shall not exceed for developed condition
500 ft - Overland flow shall not exceed for undeveloped condition
Final t c = minimum of t i + t t and urbanized basin check
recommended minimum t c = 5 min for urbanized basins
Time of Concentration (2-yr to 10-yr)
A1 A1 5.3% 0.29 2.56 173 0.0542 11.32 224 0.0050 0.10 0.016 1.42 2.62 13.94 397 12.21 12.21
B1 B1 62.7% 0.74 0.26 30 0.0200 2.95 133 0.0050 0.10 0.016 1.42 1.56 5.00 163 10.91 5.00
B2 B2 72.7% 0.79 2.04 45 0.0200 3.05 390 0.0050 0.10 0.016 1.42 4.58 7.63 435 12.42 7.63
B3 B3 69.9% 0.76 0.53 20 0.0200 2.27 483 0.0050 0.10 0.016 1.42 5.67 7.94 503 12.79 7.94
B4 B4 81.1% 0.86 1.16 39 0.0200 2.24 334 0.0050 0.10 0.016 1.42 3.92 6.17 373 12.07 6.17
B5 B5 81.2% 0.86 1.11 127 0.0200 4.10 133 0.0050 0.10 0.016 1.42 1.56 5.66 260 11.44 5.66
B6 B6 83.1% 0.87 0.82 146 0.0200 4.19 140 0.0050 0.10 0.016 1.42 1.64 5.83 286 11.59 5.83
B7 B7 72.7% 0.79 3.07 33 0.0200 2.64 817 0.0082 0.10 0.016 1.82 7.47 10.12 850 14.72 10.12
C1 C1 69.0% 0.76 0.97 49 0.0200 3.49 237 0.0198 0.10 0.016 2.83 1.40 5.00 286 11.59 5.00
C2 C2 69.6% 0.76 0.42 48 0.0200 3.53 156 0.0053 0.10 0.016 1.45 1.79 5.32 204 11.13 5.32
C3 C3 66.0% 0.76 0.49 35 0.0200 2.96 335 0.0050 0.10 0.016 1.42 3.94 6.89 370 12.06 6.89
C4 C4 70.6% 0.78 2.81 47 0.0200 3.27 287 0.0058 0.10 0.016 1.53 3.13 6.40 334 11.86 6.40
D1 D1 68.0% 0.75 0.99 50 0.0200 3.67 602 0.0050 0.10 0.016 1.42 7.07 10.74 652 13.62 10.74
D2 D2 82.2% 0.87 1.59 44 0.0200 2.31 536 0.0050 0.10 0.016 1.42 6.30 8.61 580 13.22 8.61
D3 D3 80.3% 0.85 1.12 284 0.0100 7.81 118 0.0050 0.10 0.016 1.42 1.39 9.20 402 12.23 9.20
D4 D4 91.2% 0.92 0.47 109 0.0200 2.79 132 0.0050 0.10 0.016 1.42 1.55 5.00 241 11.34 5.00
D5 D5 9.8% 0.33 0.39 91 0.0380 8.84 92 0.0051 0.10 0.016 1.43 1.07 9.92 183 11.02 9.92
D6 D6 75.5% 0.81 2.52 65 0.0200 3.47 687 0.0071 0.10 0.016 1.70 6.75 10.22 752 14.18 10.22
E1 E1 72.8% 0.80 1.01 100 0.0200 4.52 209 0.0050 0.10 0.016 1.42 2.46 6.98 309 11.72 6.98
E2 E2 69.6% 0.76 2.01 83 0.0200 4.54 468 0.0082 0.10 0.016 1.82 4.28 8.82 551 13.06 8.82
E3 E3 78.2% 0.82 1.53 118 0.0200 4.50 454 0.0050 0.10 0.016 1.42 5.33 9.83 572 13.18 9.83
E4 E4 18.6% 0.39 0.60 113 0.0200 11.13 127 0.0050 0.10 0.016 1.42 1.49 12.62 240 11.33 11.33
E5 E5 87.0% 0.90 0.57 174 0.0100 5.04 72 0.0050 0.10 0.016 1.42 0.85 5.89 246 11.37 5.89
E6 E6 83.8% 0.87 0.62 111 0.0200 3.59 166 0.0050 0.10 0.016 1.42 1.95 5.54 277 11.54 5.54
E7 E7 83.8% 0.87 1.06 60 0.0200 2.59 460 0.0050 0.10 0.016 1.42 5.40 7.99 520 12.89 7.99
E8 E8 8.6% 0.32 1.03 18 0.0200 4.93 399 0.0050 0.10 0.016 1.42 4.69 9.62 417 12.32 9.62
B1+…+B7 LID B 75.3% 0.81 8.99 33 0.0200 2.46 817 0.0082 0.10 0.016 1.82 7.47 9.93 N/A -9.93
C1+...+C4 LID C 69.7% 0.77 4.69 49 0.0200 3.40 521 0.0117 0.10 0.016 2.17 3.99 7.40 N/A -7.40
D2+…+D6 LID D 75.1% 0.81 6.11 44 0.0200 2.86 993 0.0050 0.10 0.016 1.42 11.67 14.53 N/A -14.53
A1+…+E8 Pond 298c 65.7% 0.74 31.75 173 0.0542 5.05 1752 0.0030 0.10 0.016 1.10 26.57 31.62 N/A -31.62
OVERALL LENGTH
(ft/ft)
tc
(min)
SLOPE
(ft/ft)
ti
(min)
LENGTH
(ft)
SLOPE
(ft/ft)
VELOCITY
(ft/s)
ROUGHNESS
COEFFICIENT
HYDRAULIC
RADIUS
(ft)
LENGTH
(ft)
DESIGN CRITERIA:
City of Fort Collins Stormwater Criteria Manual
Overland Flow Equations for City of Fort Collins Stormwater Criteria Manual
SUB-BASIN DATA INITIAL/OVERLAND TIME
(ti)TRAVEL TIME (tt)
tc=ti+tt
(min)
Urban Check Final
tc
(min)DESIGN
POINT Sub-basin %
Impervious C2-10
AREA
(acres)
tt
(min)
April 9, 2024
Union Park
DEVELOPED TIME OF CONCENTRATION
J.Claeys
21-1044-00
Highland Development Services
ticttt+=
V
Ltt60
=
Design Engineer:
Design Firm:
Project Number:
Date:
EQUATIONS:
-Equation 5-3 -Equation 5-4 -Urbanized Check Equation 3.3-5
- CoFC Overland Flow
CONSTRAINTS:
300 ft - Overland flow shall not exceed for developed condition
500 ft - Overland flow shall not exceed for undeveloped condition
Final t c = minimum of t i + t t and urbanized basin check
recommended minimum t c = 5 min for urbanized basins
Time of Concentration (100-yr)
A1 A1 5.3% 0.36 2.56 173 0.0542 10.30 224 0.0050 0.10 0.016 1.42 2.62 12.92 397 12.21 12.21
B1 B1 62.7% 0.92 0.26 30 0.0200 1.45 133 0.0050 0.10 0.016 1.42 1.56 5.00 163 10.91 5.00
B2 B2 72.7% 0.99 2.04 45 0.0200 1.07 390 0.0050 0.10 0.016 1.42 4.58 5.65 435 12.42 5.65
B3 B3 69.9% 0.95 0.53 20 0.0200 1.01 483 0.0050 0.10 0.016 1.42 5.67 6.68 503 12.79 6.68
B4 B4 81.1% 1.00 1.16 39 0.0200 0.93 334 0.0050 0.10 0.016 1.42 3.92 5.00 373 12.07 5.00
B5 B5 81.2% 1.00 1.11 127 0.0200 1.67 133 0.0050 0.10 0.016 1.42 1.56 5.00 260 11.44 5.00
B6 B6 83.1% 1.00 0.82 146 0.0200 1.79 140 0.0050 0.10 0.016 1.42 1.64 5.00 286 11.59 5.00
B7 B7 72.7% 0.99 3.07 33 0.0200 0.96 817 0.0082 0.10 0.016 1.82 7.47 8.43 850 14.72 8.43
C1 C1 69.0% 0.96 0.97 49 0.0200 1.50 237 0.0198 0.10 0.016 2.83 1.40 5.00 286 11.59 5.00
C2 C2 69.6% 0.95 0.42 48 0.0200 1.59 156 0.0053 0.10 0.016 1.45 1.79 5.00 204 11.13 5.00
C3 C3 66.0% 0.95 0.49 35 0.0200 1.28 335 0.0050 0.10 0.016 1.42 3.94 5.22 370 12.06 5.22
C4 C4 70.6% 0.97 2.81 47 0.0200 1.29 287 0.0058 0.10 0.016 1.53 3.13 5.00 334 11.86 5.00
D1 D1 68.0% 0.94 0.99 50 0.0200 1.70 602 0.0050 0.10 0.016 1.42 7.07 8.77 652 13.62 8.77
D2 D2 82.2% 1.00 1.59 44 0.0200 0.98 536 0.0050 0.10 0.016 1.42 6.30 7.28 580 13.22 7.28
D3 D3 80.3% 1.00 1.12 284 0.0100 3.15 118 0.0050 0.10 0.016 1.42 1.39 5.00 402 12.23 5.00
D4 D4 91.2% 1.00 0.47 109 0.0200 1.55 132 0.0050 0.10 0.016 1.42 1.55 5.00 241 11.34 5.00
D5 D5 9.8% 0.41 0.39 91 0.0380 7.91 92 0.0051 0.10 0.016 1.43 1.07 8.98 183 11.02 8.98
D6 D6 75.5% 1.00 2.52 65 0.0200 1.20 687 0.0071 0.10 0.016 1.70 6.75 7.95 752 14.18 7.95
E1 E1 72.8% 0.99 1.01 100 0.0200 1.57 209 0.0050 0.10 0.016 1.42 2.46 5.00 309 11.72 5.00
E2 E2 69.6% 0.96 2.01 83 0.0200 1.96 468 0.0082 0.10 0.016 1.82 4.28 6.24 551 13.06 6.24
E3 E3 78.2% 1.00 1.53 118 0.0200 1.61 454 0.0050 0.10 0.016 1.42 5.33 6.95 572 13.18 6.95
E4 E4 18.6% 0.49 0.60 113 0.0200 9.57 127 0.0050 0.10 0.016 1.42 1.49 11.07 240 11.33 11.07
E5 E5 87.0% 1.00 0.57 174 0.0100 2.47 72 0.0050 0.10 0.016 1.42 0.85 5.00 246 11.37 5.00
E6 E6 83.8% 1.00 0.62 111 0.0200 1.56 166 0.0050 0.10 0.016 1.42 1.95 5.00 277 11.54 5.00
E7 E7 83.8% 1.00 1.06 60 0.0200 1.15 460 0.0050 0.10 0.016 1.42 5.40 6.55 520 12.89 6.55
E8 E8 8.6% 0.40 1.03 18 0.0200 4.43 399 0.0050 0.10 0.016 1.42 4.69 9.12 417 12.32 9.12
A1+…+E8 Pond 298c 65.7% 0.92 31.75 173 0.0542 2.46 1752 0.0030 0.10 0.016 1.10 26.57 29.04 1925 20.69 20.69
OVERALL LENGTH
(ft/ft)
tc
(min)
SLOPE
(ft/ft)
ti
(min)
LENGTH
(ft)
SLOPE
(ft/ft)
VELOCITY
(ft/s)
HYDRAULIC
RADIUS
(ft)
ROUGHNESS
COEFFICIENT
LENGTH
(ft)
DESIGN CRITERIA:
City of Fort Collins Stormwater Criteria Manual
Overland Flow Equations for City of Fort Collins Stormwater Criteria Manual
SUB-BASIN DATA INITIAL/OVERLAND TIME
(ti)TRAVEL TIME (tt)
tc=ti+tt
(min)
Urban Check Final
tc
(min)DESIGN
POINT Sub-basin %
Impervious C100
AREA
(acres)
tt
(min)
April 9, 2024
Union Park
DEVELOPED TIME OF CONCENTRATION
J.Claeys
21-1044-00
Highland Development Services
ticttt+=
V
Ltt60
=
I = rainfall intensity (in/hr)
P 1 = one-hour point rainfall depth (in)
t c = time of concentration (min)
P 1-2yr =0.82 in
P 1-100yr =2.86 in
BASIN SUMMARY:
tc
(min)
Runoff Coeff
(C2-10)
Intensity
(in/hr)
Q2
(ft3/s)
tc (min)Runoff Coeff
(C100)
Intensity
(in/hr)
Q100
(ft3/s)
A1 A1 2.56 5.3% 12.21 0.29 2.04 1.52 12.21 0.36 7.11 6.62
B1 B1 0.26 62.7% 5.00 0.74 2.85 0.54 5.00 0.92 9.95 2.37
B2 B2 2.04 72.7% 7.63 0.79 2.45 3.95 5.65 0.99 9.36 18.92
B3 B3 0.53 69.9% 7.94 0.76 2.41 0.98 6.68 0.95 8.91 4.52
B4 B4 1.16 81.1% 6.17 0.86 2.62 2.61 5.00 1.00 9.95 11.59
B5 B5 1.11 81.2% 5.66 0.86 2.68 2.54 5.00 1.00 9.95 11.03
B6 B6 0.82 83.1% 5.83 0.87 2.66 1.88 5.00 1.00 9.95 8.12
B7 B7 3.07 72.7% 10.12 0.79 2.20 5.34 8.43 0.99 8.23 24.94
C1 C1 0.97 69.0% 5.00 0.76 2.85 2.12 5.00 0.96 9.95 9.24
C2 C2 0.42 69.6% 5.32 0.76 2.73 0.86 5.00 0.95 9.95 3.92
C3 C3 0.49 66.0% 6.89 0.76 2.53 0.95 5.22 0.95 9.58 4.50
C4 C4 2.81 70.6% 6.40 0.78 2.59 5.66 5.00 0.97 9.95 27.21
D1 D1 0.99 68.0% 10.74 0.75 2.15 1.59 8.77 0.94 8.12 7.51
D2 D2 1.59 82.2% 8.61 0.87 2.34 3.23 7.28 1.00 8.66 13.79
D3 D3 1.12 80.3% 9.20 0.85 2.29 2.19 5.00 1.00 9.95 11.17
D4 D4 0.47 91.2% 5.00 0.92 2.85 1.24 5.00 1.00 9.95 4.72
D5 D5 0.39 9.8% 9.92 0.33 2.22 0.29 8.98 0.41 8.05 1.30
D6 D6 2.52 75.5% 10.22 0.81 2.20 4.49 7.95 1.00 8.41 21.22
E1 E1 1.01 72.8% 6.98 0.80 2.52 2.02 5.00 0.99 9.95 10.00
E2 E2 2.01 69.6% 8.82 0.76 2.32 3.57 6.24 0.96 9.10 17.46
E3 E3 1.53 78.2% 9.83 0.82 2.23 2.80 6.95 1.00 8.80 13.46
E4 E4 0.60 18.6% 11.33 0.39 2.10 0.50 11.07 0.49 7.41 2.19
E5 E5 0.57 87.0% 5.89 0.90 2.65 1.37 5.00 1.00 9.95 5.72
E6 E6 0.62 83.8% 5.54 0.87 2.70 1.45 5.00 1.00 9.95 6.13
E7 E7 1.06 83.8% 7.99 0.87 2.41 2.23 6.55 1.00 8.96 9.47
E8 E8 1.03 8.6% 9.62 0.32 2.25 0.73 9.12 0.40 8.00 3.26
Pond 298c A1+…+E8 31.75 65.7% 31.62 0.73 1.24 28.75 20.69 0.92 5.51 161.79
B1+…+B7 LID B 8.99 75.3% 9.93 0.81 2.22 16.18
C1+...+C4 LID C 4.69 69.7% 7.40 0.77 2.47 8.95
D2+…+D6 LID D 6.11 75.1% 14.53 0.81 1.89 9.32
100-yr Peak Runoff
I n = n -yr rainfall intensity (in/hr)
A n = Basin drainage area (ac)
Design
Point Sub-basin Area
(acres)
%
Impervious
2-yr Peak Runoff
21-1044-00
Highland Development Services
J.Claeys
DEVELOPED PEAK RUNOFF
Union Park
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
City of Fort Collins Stormwater Criteria Manual
EQUATIONS:
C n = n -yr runoff coefficient
Q n = n -yr peak discharge (cfs)
April 9, 2024
Union Park
Attenuated Flows
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
EQUATIONS:
-Equation 5-3 -Equation 5-4
-CoFC Overland Flow
CONSTRAINTS:
300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check
500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins
Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr)
Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in)
In = n -yr rainfall intensity (in/hr) tc = time of concentration (min)
A = drainage area (ac)P1-2yr =0.82 in.
P1-100yr =2.86 in.
BASINS:
DP/Manhole B3 / Inlet-17
Contributing Basins B2+B3
Contributing Area (acres)2.57
C2-10 C100
Runoff Coefficients 0.79 0.98
Overland Flow Time
Length (ft) 46
Slope (%) 2.00%
2-yr to
10-yr 100-yr
ti
(min)14.65 5.46
Travel Time
Length (ft) Slope (%)
Hydraulic
Radius (ft)
Roughness
Coefficient Velocity (ft/s)tt (min)
517 0.50%0.10 0.016 1.42 6.07
Total Time 6.07
Final Time of Concentration - tc (min)
2-yr to
10-yr 100-yr
20.72 11.53
Intensities (in/hr)
2-yr 100-yr
1.58 7.29
Discharge (cfs)
2-yr 100-yr
3.19 18.42
Highland Development Services
Fort Collins Stormwater Criteria Manual
J.Claeys
21-1044-00
April 9, 2024
Union Park
Attenuated Flows
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
EQUATIONS:
-Equation 5-3 -Equation 5-4
-CoFC Overland Flow
CONSTRAINTS:
300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check
500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins
Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr)
Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in)
In = n -yr rainfall intensity (in/hr) tc = time of concentration (min)
A = drainage area (ac)P1-2yr =0.82 in.
P1-100yr =2.86 in.
BASINS:
DP/Manhole SDMH-30
Contributing Basins B4+B5
Contributing Area (acres)2.27
C2-10 C100
Runoff Coefficients 0.86 1.00
Overland Flow Time
Length (ft) 39
Slope (%) 2.00%
2-yr to
10-yr 100-yr
ti
(min)10.48 4.30
Travel Time
Length (ft) Slope (%)
Hydraulic
Radius (ft)
Roughness
Coefficient Velocity (ft/s)tt (min)
127 0.50%0.10 0.016 1.42 1.49
Total Time 1.49
Final Time of Concentration - tc (min)
2-yr to
10-yr 100-yr
11.97 5.79
Intensities (in/hr)
2-yr 100-yr
2.06 9.30
Discharge (cfs)
2-yr 100-yr
4.00 21.13
J.Claeys
Highland Development Services
21-1044-00
April 9, 2024
Fort Collins Stormwater Criteria Manual
Union Park
Attenuated Flows
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
EQUATIONS:
-Equation 5-3 -Equation 5-4
-CoFC Overland Flow
CONSTRAINTS:
300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check
500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins
Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr)
Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in)
In = n -yr rainfall intensity (in/hr) tc = time of concentration (min)
A = drainage area (ac)P1-2yr =0.82 in.
P1-100yr =2.86 in.
BASINS:
DP/Manhole SDMH-28
Contributing Basins B4+B5+B6
Contributing Area (acres)3.09
C2-10 C100
Runoff Coefficients 0.86 1.00
Overland Flow Time
Length (ft) 39
Slope (%) 2.00%
2-yr to
10-yr 100-yr
ti
(min)10.36 4.30
Travel Time
Length (ft) Slope (%)
Hydraulic
Radius (ft)
Roughness
Coefficient Velocity (ft/s)tt (min)
127 0.50%0.10 0.016 1.42 1.49
346 0.58%0.10 0.016 1.53 3.77
Total Time 5.27
Final Time of Concentration - tc (min)
2-yr to
10-yr 100-yr
15.63 9.57
Intensities (in/hr)
2-yr 100-yr
1.82 7.86
Discharge (cfs)
2-yr 100-yr
4.83 24.26
J.Claeys
Highland Development Services
21-1044-00
April 9, 2024
Fort Collins Stormwater Criteria Manual
Union Park
Attenuated Flows
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
EQUATIONS:
-Equation 5-3 -Equation 5-4
-CoFC Overland Flow
CONSTRAINTS:
300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check
500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins
Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr)
Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in)
In = n -yr rainfall intensity (in/hr) tc = time of concentration (min)
A = drainage area (ac)P1-2yr =0.82 in.
P1-100yr =2.86 in.
BASINS:
DP/Manhole SDMH-10
Contributing Basins B1+B4+B5+B6 *Basins B3 & B7 are on-grade inlet captured flows
Contributing Area (acres)3.35
C2-10 C100
Runoff Coefficients 0.85 1.00
Overland Flow Time
Length (ft) 39
Slope (%) 2.00%
2-yr to
10-yr 100-yr
ti
(min)10.77 4.30
Travel Time
Length (ft) Slope (%)
Hydraulic
Radius (ft)
Roughness
Coefficient Velocity (ft/s)tt (min)
721 0.50%0.10 0.016 1.42 8.47
Total Time 8.47
Final Time of Concentration - tc (min)
2-yr to
10-yr 100-yr
19.24 12.77
Intensities (in/hr)
2-yr 100-yr
1.64 6.97
Discharge (cfs)
2-yr 100-yr
4.67 23.34
3.2 14.6 Captured Flows from Inlet-17 (B3)
5.3 14.6 Captured Flows from Inlet-16 (B7)
13.17 52.54
J.Claeys
Highland Development Services
21-1044-00
April 9, 2024
Fort Collins Stormwater Criteria Manual
Union Park
Attenuated Flows
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
EQUATIONS:
-Equation 5-3 -Equation 5-4
-CoFC Overland Flow
CONSTRAINTS:
300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check
500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins
Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr)
Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in)
In = n -yr rainfall intensity (in/hr) tc = time of concentration (min)
A = drainage area (ac)P1-2yr =0.82 in.
P1-100yr =2.86 in.
BASINS:
DP/Manhole C2 / Inlet-10
Contributing Basins C1+C2
Contributing Area (acres)1.39
C2-10 C100
Runoff Coefficients 0.76 0.95
Overland Flow Time
Length (ft) 49
Slope (%) 2.00%
2-yr to
10-yr 100-yr
ti
(min)16.30 7.11
Travel Time
Length (ft) Slope (%)
Hydraulic
Radius (ft)
Roughness
Coefficient Velocity (ft/s)tt (min)
237 1.98%0.10 0.016 2.83 1.40
36 0.50%0.10 0.016 1.42 0.42
Total Time 1.82
Final Time of Concentration - tc (min)
2-yr to
10-yr 100-yr
18.12 8.93
Intensities (in/hr)
2-yr 100-yr
1.69 8.06
Discharge (cfs)
2-yr 100-yr
1.79 10.66
J.Claeys
Highland Development Services
21-1044-00
April 9, 2024
Fort Collins Stormwater Criteria Manual
Union Park
Attenuated Flows
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
EQUATIONS:
-Equation 5-3 -Equation 5-4
-CoFC Overland Flow
CONSTRAINTS:
300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check
500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins
Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr)
Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in)
In = n -yr rainfall intensity (in/hr) tc = time of concentration (min)
A = drainage area (ac)P1-2yr =0.82 in.
P1-100yr =2.86 in.
BASINS:
DP/Manhole SDMH-22
Contributing Basins C1+C2+C3
Contributing Area (acres)1.88
C2-10 C100
Runoff Coefficients 0.76 0.95
Overland Flow Time
Length (ft) 49
Slope (%) 2.00%
2-yr to
10-yr 100-yr
ti
(min)16.28 7.09
Travel Time
Length (ft) Slope (%)
Hydraulic
Radius (ft)
Roughness
Coefficient Velocity (ft/s)tt (min)
237 1.98%0.10 0.016 2.83 1.40
36 0.50%0.10 0.016 1.42 0.42
218 0.50%0.10 0.016 1.42 2.56
Total Time 4.38
Final Time of Concentration - tc (min)
2-yr to
10-yr 100-yr
20.66 11.47
Intensities (in/hr)
2-yr 100-yr
1.58 7.30
Discharge (cfs)
2-yr 100-yr
2.27 13.09
J.Claeys
Highland Development Services
21-1044-00
April 9, 2024
Fort Collins Stormwater Criteria Manual
Union Park
Attenuated Flows
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
EQUATIONS:
-Equation 5-3 -Equation 5-4
-CoFC Overland Flow
CONSTRAINTS:
300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check
500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins
Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr)
Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in)
In = n -yr rainfall intensity (in/hr) tc = time of concentration (min)
A = drainage area (ac)P1-2yr =0.82 in.
P1-100yr =2.86 in.
BASINS:
DP/Manhole C4 / Inlet-09
Contributing Basins C1+...+C4
Contributing Area (acres)4.69
C2-10 C100
Runoff Coefficients 0.77 0.97
Overland Flow Time
Length (ft) 49
Slope (%) 2.00%
2-yr to
10-yr 100-yr
ti
(min)15.80 6.49
Travel Time
Length (ft) Slope (%)
Hydraulic
Radius (ft)
Roughness
Coefficient Velocity (ft/s)tt (min)
237 1.98%0.10 0.016 2.83 1.40
36 0.50%0.10 0.016 1.42 0.42
218 0.50%0.10 0.016 1.42 2.56
30 0.50%0.10 0.016 1.42 0.35
Total Time 4.73
Final Time of Concentration - tc (min)
2-yr to
10-yr 100-yr
20.54 11.23
Intensities (in/hr)
2-yr 100-yr
1.59 7.37
Discharge (cfs)
2-yr 100-yr
5.75 33.36
J.Claeys
Highland Development Services
21-1044-00
April 9, 2024
Fort Collins Stormwater Criteria Manual
Union Park
Attenuated Flows
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
EQUATIONS:
-Equation 5-3 -Equation 5-4
-CoFC Overland Flow
CONSTRAINTS:
300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check
500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins
Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr)
Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in)
In = n -yr rainfall intensity (in/hr) tc = time of concentration (min)
A = drainage area (ac)P1-2yr =0.82 in.
P1-100yr =2.86 in.
BASINS:
DP/Manhole SDMH-09
Contributing Basins B1+B4+B5+B6+C1+…+C4 *Basins B3 & B7 are on-grade inlet captured flows
Contributing Area (acres)8.04
C2-10 C100
Runoff Coefficients 0.80 1.00
Overland Flow Time
Length (ft) 30
Slope (%) 2.00%
2-yr to
10-yr 100-yr
ti
(min)11.15 3.77
Travel Time
Length (ft) Slope (%)
Hydraulic
Radius (ft)
Roughness
Coefficient Velocity (ft/s)tt (min)
721 0.50%0.10 0.016 1.42 8.47
414 0.26%0.10 0.016 1.02 6.74
Total Time 15.22
Final Time of Concentration - tc (min)
2-yr to
10-yr 100-yr
26.36 18.99
Intensities (in/hr)
2-yr 100-yr
1.38 5.77
Discharge (cfs)
2-yr 100-yr
8.95 46.35
3.2 14.6 Captured Flows from Inlet-17 (B3)
5.3 14.6 Captured Flows from Inlet-16 (B7)
17.45 75.55
J.Claeys
Highland Development Services
21-1044-00
April 9, 2024
Fort Collins Stormwater Criteria Manual
Union Park
Attenuated Flows
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
EQUATIONS:
-Equation 5-3 -Equation 5-4
-CoFC Overland Flow
CONSTRAINTS:
300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check
500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins
Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr)
Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in)
In = n -yr rainfall intensity (in/hr) tc = time of concentration (min)
A = drainage area (ac)P1-2yr =0.82 in.
P1-100yr =2.86 in.
BASINS:
DP/Manhole SDMH-15
Contributing Basins D2+D3
Contributing Area (acres)2.71
C2-10 C100
Runoff Coefficients 0.86 1.00
Overland Flow Time
Length (ft) 44
Slope (%) 2.00%
2-yr to
10-yr 100-yr
ti
(min)10.98 4.57
Travel Time
Length (ft) Slope (%)
Hydraulic
Radius (ft)
Roughness
Coefficient Velocity (ft/s)tt (min)
536 0.50%0.10 0.016 1.42 6.30
215 0.50%0.10 0.016 1.42 2.53
Total Time 8.82
Final Time of Concentration - tc (min)
2-yr to
10-yr 100-yr
19.80 13.39
Intensities (in/hr)
2-yr 100-yr
1.62 6.83
Discharge (cfs)
2-yr 100-yr
3.78 18.53
J.Claeys
Highland Development Services
21-1044-00
April 9, 2024
Fort Collins Stormwater Criteria Manual
Union Park
Attenuated Flows
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
EQUATIONS:
-Equation 5-3 -Equation 5-4
-CoFC Overland Flow
CONSTRAINTS:
300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check
500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins
Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr)
Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in)
In = n -yr rainfall intensity (in/hr) tc = time of concentration (min)
A = drainage area (ac)P1-2yr =0.82 in.
P1-100yr =2.86 in.
BASINS:
DP/Manhole SDMH-13
Contributing Basins D2+D3+D4
Contributing Area (acres)3.19
C2-10 C100
Runoff Coefficients 0.87 1.00
Overland Flow Time
Length (ft) 44
Slope (%) 2.00%
2-yr to
10-yr 100-yr
ti
(min)10.57 4.57
Travel Time
Length (ft) Slope (%)
Hydraulic
Radius (ft)
Roughness
Coefficient Velocity (ft/s)tt (min)
536 0.50%0.10 0.016 1.42 6.30
215 0.50%0.10 0.016 1.42 2.53
242 0.50%0.10 0.016 1.42 2.84
Total Time 11.67
Final Time of Concentration - tc (min)
2-yr to
10-yr 100-yr
22.23 16.24
Intensities (in/hr)
2-yr 100-yr
1.52 6.24
Discharge (cfs)
2-yr 100-yr
4.21 19.89
J.Claeys
Highland Development Services
21-1044-00
April 9, 2024
Fort Collins Stormwater Criteria Manual
Union Park
Attenuated Flows
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
EQUATIONS:
-Equation 5-3 -Equation 5-4
-CoFC Overland Flow
CONSTRAINTS:
300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check
500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins
Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr)
Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in)
In = n -yr rainfall intensity (in/hr) tc = time of concentration (min)
A = drainage area (ac)P1-2yr =0.82 in.
P1-100yr =2.86 in.
BASINS:
DP/Manhole SDMH-08
Contributing Basins B1+B4+B5+B6+C1+…+C4 *Basins B3, B7, D1, & D6 are on-grade inlet captured flows
Contributing Area (acres)8.04
C2-10 C100
Runoff Coefficients 0.80 1.00
Overland Flow Time
Length (ft) 30
Slope (%) 2.00%
2-yr to
10-yr 100-yr
ti
(min)11.15 3.77
Travel Time
Length (ft) Slope (%)
Hydraulic
Radius (ft)
Roughness
Coefficient Velocity (ft/s)tt (min)
721 0.50%0.10 0.016 1.42 8.47
414 0.26%0.10 0.016 1.02 6.74
Total Time 15.22
Final Time of Concentration - tc (min)
2-yr to
10-yr 100-yr
26.36 18.99
Intensities (in/hr)
2-yr 100-yr
1.38 5.77
Discharge (cfs)
2-yr 100-yr
8.95 46.35
3.2 14.6 Captured Flows from Inlet-17 (B3)
5.3 14.6 Captured Flows from Inlet-16 (B7)
1.6 13.4 Captured Flows from Inlet-08 (D1)
3.2 13.4 Captured Flows from Inlet-07 (D6)
17.45 102.35
J.Claeys
Highland Development Services
21-1044-00
April 9, 2024
Fort Collins Stormwater Criteria Manual
Union Park
Attenuated Flows
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
EQUATIONS:
-Equation 5-3 -Equation 5-4
-CoFC Overland Flow
CONSTRAINTS:
300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check
500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins
Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr)
Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in)
In = n -yr rainfall intensity (in/hr) tc = time of concentration (min)
A = drainage area (ac)P1-2yr =0.82 in.
P1-100yr =2.86 in.
BASINS:
DP/Manhole SDMH-07
Contributing Basins B1+B4+B5+B6+C1+…+C4+D2+…+D5 *Basins B3, B7, D1, & D6 are on-grade inlet captured flows
Contributing Area (acres)11.62
C2-10 C100
Runoff Coefficients 0.81 1.00
Overland Flow Time
Length (ft) 30
Slope (%) 2.00%
2-yr to
10-yr 100-yr
ti
(min)11.10 3.77
Travel Time
Length (ft) Slope (%)
Hydraulic
Radius (ft)
Roughness
Coefficient Velocity (ft/s)tt (min)
721 0.50%0.10 0.016 1.42 8.47
414 0.26%0.10 0.016 1.02 6.74
204 0.26%0.10 0.016 1.02 3.32
Total Time 18.54
Final Time of Concentration - tc (min)
2-yr to
10-yr 100-yr
29.64 22.31
Intensities (in/hr)
2-yr 100-yr
1.29 5.30
Discharge (cfs)
2-yr 100-yr
12.11 61.53
3.2 14.6 Captured Flows from Inlet-17 (B3)
5.3 14.6 Captured Flows from Inlet-16 (B7)
1.6 13.4 Captured Flows from Inlet-08 (D1)
3.2 13.4 Captured Flows from Inlet-07 (D6)
20.61 117.53
J.Claeys
Highland Development Services
21-1044-00
April 9, 2024
Fort Collins Stormwater Criteria Manual
Union Park
Attenuated Flows
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
EQUATIONS:
-Equation 5-3 -Equation 5-4
-CoFC Overland Flow
CONSTRAINTS:
300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check
500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins
Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr)
Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in)
In = n -yr rainfall intensity (in/hr) tc = time of concentration (min)
A = drainage area (ac)P1-2yr =0.82 in.
P1-100yr =2.86 in.
BASINS:
DP/Manhole E2 / Inlet-02
Contributing Basins E1+E4+E2 *Basin E2 Captured Flows
Contributing Area (acres)1.61
C2-10 C100
Runoff Coefficients 0.65 0.81
Overland Flow Time
Length (ft) 100
Slope (%) 2.00%
2-yr to
10-yr 100-yr
ti
(min)31.27 20.14
Travel Time
Length (ft) Slope (%)
Hydraulic
Radius (ft)
Roughness
Coefficient Velocity (ft/s)tt (min)
208 0.50%0.10 0.016 1.42 2.44
Total Time 2.44
Final Time of Concentration - tc (min)
2-yr to
10-yr 100-yr
33.71 22.58
Intensities (in/hr)
2-yr 100-yr
1.20 5.26
Discharge (cfs)
2-yr 100-yr
1.24 6.84
3.57 20.76 Captured Flows from Inlet-02 (E2)
4.81 27.60
J.Claeys
Highland Development Services
21-1044-00
April 9, 2024
Fort Collins Stormwater Criteria Manual
Union Park
Attenuated Flows
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
EQUATIONS:
-Equation 5-3 -Equation 5-4
-CoFC Overland Flow
CONSTRAINTS:
300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check
500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins
Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr)
Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in)
In = n -yr rainfall intensity (in/hr) tc = time of concentration (min)
A = drainage area (ac)P1-2yr =0.82 in.
P1-100yr =2.86 in.
BASINS:
DP/Manhole SDMH-02
Contributing Basins B1+…+D6+E1+E2+E4 *Basins B3, B7, D1, D6 & E2 are inlet captured flows
Contributing Area (acres)13.23
C2-10 C100
Runoff Coefficients 0.79 0.98
Overland Flow Time
Length (ft) 30
Slope (%) 2.00%
2-yr to
10-yr 100-yr
ti
(min)11.83 4.41
Travel Time
Length (ft) Slope (%)
Hydraulic
Radius (ft)
Roughness
Coefficient Velocity (ft/s)tt (min)
721 0.50%0.10 0.016 1.42 8.47
414 0.26%0.10 0.016 1.02 6.74
204 0.26%0.10 0.016 1.02 3.32
390 0.26%0.10 0.016 1.02 6.35
Total Time 24.89
Final Time of Concentration - tc (min)
2-yr to
10-yr 100-yr
36.72 29.30
Intensities (in/hr)
2-yr 100-yr
1.14 4.54
Discharge (cfs)
2-yr 100-yr
11.82 59.04
3.2 14.6 Captured Flows from Inlet-17 (B3)
5.3 14.6 Captured Flows from Inlet-16 (B7)
1.6 13.4 Captured Flows from Inlet-08 (D1)
3.2 13.4 Captured Flows from Inlet-07 (D6)
3.6 20.8 Captured Flows from Inlet-02 (E2)
25.12 115.04
J.Claeys
Highland Development Services
21-1044-00
April 9, 2024
Fort Collins Stormwater Criteria Manual
Union Park
Attenuated Flows
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
EQUATIONS:
-Equation 5-3 -Equation 5-4
-CoFC Overland Flow
CONSTRAINTS:
300 ft - Overland flow shall not exceed for developed condition Final t c = minimum of t i + t t and urbanized basin check
500 ft - Overland flow shall not exceed for undeveloped condition recommended minimum t c = 5 min for urbanized basins
Qn = n -yr peak discharge (cfs)I = rainfall intensity (in/hr)
Cn = n -yr runoff coefficient P1 = one-hour point rainfall depth (in)
In = n -yr rainfall intensity (in/hr) tc = time of concentration (min)
A = drainage area (ac)P1-2yr =0.82 in.
P1-100yr =2.86 in.
BASINS:
DP/Manhole E3 / Inlet-01
Contributing Basins B1+…+E4
Contributing Area (acres)25.92
C2-10 C100
Runoff Coefficients 0.79 0.99
Overland Flow Time
Length (ft) 30
Slope (%) 2.00%
2-yr to
10-yr 100-yr
ti
(min)11.77 4.33
Travel Time
Length (ft) Slope (%)
Hydraulic
Radius (ft)
Roughness
Coefficient Velocity (ft/s)tt (min)
721 0.50%0.10 0.016 1.42 8.47
414 0.26%0.10 0.016 1.02 6.74
204 0.26%0.10 0.016 1.02 3.32
390 0.26%0.10 0.016 1.02 6.35
10 0.26%0.10 0.016 1.02 0.16
Total Time 25.06
Final Time of Concentration - tc (min)
2-yr to
10-yr 100-yr
36.82 29.39
Intensities (in/hr)
2-yr 100-yr
1.13 4.53
Discharge (cfs)
2-yr 100-yr
23.17 115.71
J.Claeys
Highland Development Services
21-1044-00
April 9, 2024
Fort Collins Stormwater Criteria Manual
Appendix D
APPENDIX D – DETENTION POND CALCULATIONS
Union Park
Pond Summary
Design Engineer:
Design Firm:
Project Number:
Date:
Pond Summary Table
N/A 0.24
N/A 4923.93
150.9 185.1
12" 17"
37.5 20.1
6.72 3.86
4933.27 4929.03
116.00 161.80
100.00 170.00
0.57 0.50
4936.00 4929.03
4937.00 4930.00
100-yr Site Release Rate (cfs)
Outlet Orifice Size (in)
Spillway Summary Table
Top of Berm Elev. (ft)
100-yr Pond Max Inflow (cfs)
Length (ft)
Spillway Flow Depth (ft)
Spillway Crest Elev. (ft)
J. Claeys
Highland Development
21-1044-00
April 9, 2024
100-yr Detention Volume (acre-ft)
100-yr Water Surface Elev. (ft)
Pond 298a Summary Table
Water Quality Capture Volume (acre-ft)
WQCV Water Surface Elev. (ft)
100-yr Pond Max Inflow (cfs)
Pond 298c Summary Table
Water Quality Capture Volume (acre-ft)
WQCV Water Surface Elev. (ft)
100-yr Pond Max Inflow (cfs)
Outlet Orifice Size (in)
100-yr Site Release Rate (cfs)
Spillway Crest Elev. (ft)
Top of Berm Elev. (ft)
100-yr Detention Volume (acre-ft)
100-yr Water Surface Elev. (ft)
Spillway Summary Table
100-yr Pond Max Inflow (cfs)
Length (ft)
Spillway Flow Depth (ft)
21-1044-00 PondCalcs.xls - Pond Summary Page 1 of 6 Interwest Consulting Group
Union Park
Water Quality Pond and Outlet Sizing - Pond 298c
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
REQUIRED WATER QUALITY CAPTURE VOLUME (WQCV):
Tributary Area, A 9.41 acres
Composite. Imperviousness, I 64.9%
WQCV (watershed inches)0.254 inches 40-Hour Drain Time (Fig SQ-2)
Required WQCV 0.239 acre-feet Including 20% for Sedimentation
WATER QUALITY OUTLET SIZING (Per USDCM, Volume 3):
Design Water Quality Depth, DWQ 1.58 ft
Determine K40 K40 = 0.013DWQ
2 + 0.22DWQ - 0.10 0.281
Maximum Area per Row, a a = WQCV / K40 0.849 square inches
Number of Rows, nr 4 rows
Number of Columns, nc (See Table 6a-1 for Max.)1 columns
Choose Hole Diameter 1 inches
Use USDCM Volume 3, Figure 5 1.000 inches
Total Area per Row, Ao 0.79 square inches
Total Outlet Area, Aot 3.14 square inches
Does design work?Yes
Minimum Steel Plate Thickness 1/4 inch
(Not Used)
Number of Rows, nr 2 rows
Choose Rectangular Hole Width (w/ 2" Height)0 inches
Use USDCM Volume 3, Figure 5 0.000 inches
Total Outlet Area, Aot 0.00 square inches
Does design work?Yes
Minimum Steel Plate Thickness 1/4 inch
J. Claeys
Highland Development Services
21-1044-00
April 9, 2024
Urban Storm Drainage Criteria Manual (USDCM) Volume III, Urban Drainage and Flood Control District, June 2001 (Updated November 2010)
Circular Perforation Sizing
Rectangular Perforation Sizing
2.1**
12
AreaWQCVVolume
=
21-1044-00 PondCalcs.xls - WQCV & Outlet Structure Page 2 of 6 Interwest Consulting Group
Union Park
Water Quality Pond and Outlet Sizing - Pond 298c
Design Engineer:
Design Firm:
Project Number:
Date:
J. Claeys
Highland Development Services
21-1044-00
April 9, 2024
WATER QUALITY TRASH RACK SIZING (Per USDCM, Volume 3)
Required Open Area, At
At=0.5*[77(e-0.124D)]*Aot 107 square inches
Min. Distance between Columns, Sc 4 inches
Width of Trash Rack and Concrete Opening per Column 3 inches
Use USDCM Volume 3, Table 6a-1
Total Width, Wconc 3 inches
Height of Trash Rack Screen, Htr 19 inches Check - Does Not Work
Type of Screen S.S. #93 VEE Wire (US Filter)
Screen Opening Slot Dimension 0.139" (US Filter)
Support Rod Type (See Table 6a-2)
Spacing of Support Rod (O.C.)3/4 inches O.C.
Total Screen Thickness (See Table 6a-2)0.31 inches
Carbon Steel Frame Type (See Table 6a-2)
(Not Used)
Required Open Area, At (including 50% clogging)
At=0.5*[77(e-0.124D)]*Aot 0 square inches
Width of Trash Rack Opening, Wopening 1 inches
Use USDCM Volume 3, Table 6b-1
Width of Concrete Opening, Wconc 12 inches
Min Height of Trash Rack Screen, Htr (including 2' 4" below lowest openings)28.00 inches
Type of Screen Kelmp KRP Series Aluminum Bar Gate (or Equal)
Screen Opening Slot Dimension 3/16" Bars on 1-3/16" Centers
Minimum Bearing Bar Size (See Table 6b-2)
3/8in x 1.0in flat bar
Circular Perforation Trash Rack Sizing
Rectangular Perforation Trash Rack Sizing
1 in x 3/16 in
#156 VEE
21-1044-00 PondCalcs.xls - WQCV & Outlet Structure Page 3 of 6 Interwest Consulting Group
Union Park
Critical Pond Elevations
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA
Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, June 2001 (Revised January 2016)
Stage Storage - Pond 298a
Volume (pond volume calculated using the prismoidal formula):
CONTOUR (FT)AREA
(FT2)
AREA
(ACRE)
VOLUME
(ACRE-FT)
DEPTH
(FT)
CUMULATIVE VOLUME (ACRE-
FT)
4926.50 0.000 0.000
0.00 0.000
4927.0 1,582 0.036 0.006
0.50 0.006
4928.0 16,848 0.387 0.181
1.50 0.187
4929.0 42,452 0.975 0.658
2.50 0.845
4930.0 55,814 1.281 1.124
3.50 1.969
4931.0 61,829 1.419 1.350
4.50 3.319
4932.0 63,775 1.464 1.442
5.50 4.761
4933.0 66,216 1.520 1.492
6.50 6.253
4934.0 73,768 1.693 1.606
7.50 7.859
4935.0 83,670 1.921 1.806
8.50 9.665
4936.0 90,558 2.079 1.999
9.50 11.664 Spillway
4937.0 96,883 2.224 2.151
10.50 13.815
Northwest POND
J. Claeys
Highland Development
21-1044-00
April 9, 2024
()
3
2121 DepthAAAA
V
++
=
21-1044-00 PondCalcs.xls - Pond A Stage Storage Page 4 of 6 Highland Development Services
Union Park
Critical Pond Elevations
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA
Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, June 2001 (Revised January 2016)
Stage Storage - Pond 298b
Volume (pond volume calculated using the prismoidal formula):
CONTOUR (FT)AREA
(FT2)
AREA
(ACRE)
VOLUME
(ACRE-FT)
DEPTH
(FT)
CUMULATIVE VOLUME (ACRE-
FT)
4928.90 0.000 0.000
0.00 0.000
4929.0 26 0.001 0.000
0.10 0.000
4930.0 8,359 0.192 0.068
1.10 0.068
4931.0 12,922 0.297 0.242
2.10 0.310
4931.35 13,440 0.309 0.106
2.45 0.416 Spillway
J. Claeys
Highland Development
21-1044-00
April 9, 2024
Northwest POND
()
3
2121 DepthAAAA
V
++
=
21-1044-00 PondCalcs.xls - Pond B Stage Storage Page 5 of 6 Highland Development Services
Union Park
Critical Pond Elevations
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA
Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, June 2001 (Revised January 2016)
Water Quality Capture Volume (WQCV):
Tributary Area, A 9.41 acres Basins D1+E1+…+E8 not treated by LID
Composite. Imperviousness, I 64.9%
WQCV (watershed inches) 0.254 inches 40-Hour Drain Time (Fig SQ-2)
Required WQCV 0.239 acre-feet Including 20% for Sedimentation
Stage Storage - Pond 298c
Volume (pond volume calculated using the prismoidal formula):
CONTOUR (FT)AREA
(FT2)
AREA
(ACRE)
VOLUME
(ACRE-FT)
DEPTH
(FT)
CUMULATIVE VOLUME (ACRE-
FT)
4922.35 0 0.000 0.000
0.00 0.000
4923.0 4,205 0.097 0.021
0.65 0.021
4924.0 17,640 0.405 0.233
1.65 0.254
4925.0 22,935 0.527 0.464
2.65 0.718
4926.0 24,919 0.572 0.549
3.65 1.268
4927.0 34,586 0.794 0.680
4.65 1.948
4928.0 40,193 0.923 0.858
5.65 2.805
4929.0 45,535 1.045 0.983
6.65 3.788 Spillway
4930.0 49,980 1.147 1.096
7.65 4.884
0.239 4923.93 ftAcre-Ft Interpolates to an Elev. of
J. Claeys
Highland Development
21-1044-00
April 9, 2024
Southeast POND
Required Water Quality Capture Volume (WQCV) =
()
3
2121 DepthAAAAV++
=
21-1044-00 PondCalcs.xls - Pond C Stage Storage Page 6 of 6 Highland Development Services
Weir Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Apr 9 2024
Pond 298a Spillway
Trapezoidal Weir
Crest = Sharp
Bottom Length (ft) = 100.00
Total Depth (ft) = 0.75
Side Slope (z:1) = 4.00
Calculations
Weir Coeff. Cw = 2.67
Compute by: Known Q
Known Q (cfs) = 116.00
Highlighted
Depth (ft) = 0.57
Q (cfs) = 116.00
Area (sqft) = 58.30
Velocity (ft/s) = 1.99
Top Width (ft) = 104.56
0 10 20 30 40 50 60 70 80 90 100 110 120 130
Depth (ft)Depth (ft)Pond 298a Spillway
-0.50 -0.50
0.00 0.00
0.50 0.50
1.00 1.00
Length (ft)Weir W.S.
Weir Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Apr 9 2024
Pond 298c Spillway
Trapezoidal Weir
Crest = Sharp
Bottom Length (ft) = 170.00
Total Depth (ft) = 0.75
Side Slope (z:1) = 4.00
Calculations
Weir Coeff. Cw = 2.67
Compute by: Known Q
Known Q (cfs) = 161.80
Highlighted
Depth (ft) = 0.50
Q (cfs) = 161.80
Area (sqft) = 86.00
Velocity (ft/s) = 1.88
Top Width (ft) = 174.00
0 20 40 60 80 100 120 140 160 180 200 220
Depth (ft)Depth (ft)Pond 298c Spillway
-0.50 -0.50
0.00 0.00
0.50 0.50
1.00 1.00
Length (ft)Weir W.S.
Appendix E
APPENDIX E – STREET CAPACITY & INLET CALCULATIONS
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Sep 6 2023
36' Crowned Street
User-defined
Invert Elev (ft) = 99.51
Slope (%) = 0.50
N-Value = 0.016
Calculations
Compute by: Known Depth
Known Depth (ft) = 0.99
(Sta, El, n)-(Sta, El, n)...
( -46.50, 100.58)-(16.00, 99.68, 0.013)-(18.00, 99.51, 0.013)-(18.04, 100.01, 0.013)-(26.50, 100.18, 0.020)-(31.50, 100.28, 0.013)-(46.50, 100.58, 0.020)
Highlighted
Depth (ft) = 0.99
Q (cfs) = 134.36
Area (sqft) = 36.77
Velocity (ft/s) = 3.65
Wetted Perim (ft) = 85.95
Crit Depth, Yc (ft) = 0.99
Top Width (ft) = 85.00
EGL (ft) = 1.20
-10 0 10 20 30 40 50 60
Elev (ft) Depth (ft)Section
99.00 -0.51
99.50 -0.01
100.00 0.49
100.50 0.99
101.00 1.49
Sta (ft)
Depth @ flowline w/
0.5' depth at crown
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Mar 26 2024
30' Crowned Street
User-defined
Invert Elev (ft) = 99.57
Slope (%) = 0.50
N-Value = 0.015
Calculations
Compute by: Known Depth
Known Depth (ft) = 0.73
(Sta, El, n)-(Sta, El, n)...
( -32.50, 100.42)-(13.00, 99.74, 0.013)-(15.00, 99.57, 0.013)-(15.04, 100.07, 0.013)-(21.50, 100.20, 0.020)-(26.50, 100.30, 0.013)-(32.50, 100.42, 0.020)
Highlighted
Depth (ft) = 0.73
Q (cfs) = 52.81
Area (sqft) = 16.43
Velocity (ft/s) = 3.21
Wetted Perim (ft) = 53.95
Crit Depth, Yc (ft) = 0.74
Top Width (ft) = 53.00
EGL (ft) = 0.89
-5 0 5 10 15 20 25 30 35 40
Elev (ft)Depth (ft)Section
99.00 -0.57
99.50 -0.07
100.00 0.43
100.50 0.93
101.00 1.43
Sta (ft)
Depth @ Back of Walk
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Mar 26 2024
26' Inverted Street
User-defined
Invert Elev (ft) = 100.00
Slope (%) = 0.50
N-Value = Composite
Calculations
Compute by: Q vs Depth
No. Increments = 10
(Sta, El, n)-(Sta, El, n)...
( -13.67, 100.72)-(2.00, 100.17, 0.013)-(13.00, 100.39, 0.013)-(13.67, 100.72, 0.013)
Highlighted
Depth (ft) = 0.72
Q (cfs) = 59.36
Area (sqft) = 12.44
Velocity (ft/s) = 4.77
Wetted Perim (ft) = 27.51
Crit Depth, Yc (ft) = 0.72
Top Width (ft) = 27.34
EGL (ft) = 1.07
-5 0 5 10 15 20
Elev (ft)Depth (ft)Section
99.75 -0.25
100.00 0.00
100.25 0.25
100.50 0.50
100.75 0.75
101.00 1.00
Sta (ft)
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Mar 26 2024
26' Pitched Street (w/o Parking)
User-defined
Invert Elev (ft) = 100.00
Slope (%) = 0.50
N-Value = 0.016
Calculations
Compute by: Known Depth
Known Depth (ft) = 0.88
(Sta, El, n)-(Sta, El, n)...
( -24.50, 100.98)-(2.00, 100.17, 0.013)-(26.00, 100.62, 0.013)-(26.50, 101.15, 0.013)-(45.50, 101.53, 0.020)-(50.50, 101.63, 0.013)
Highlighted
Depth (ft) = 0.88
Q (cfs) = 58.33
Area (sqft) = 17.19
Velocity (ft/s) = 3.39
Wetted Perim (ft) = 46.08
Crit Depth, Yc (ft) = 0.88
Top Width (ft) = 45.75
EGL (ft) = 1.06
-5 0 5 10 15 20 25 30 35 40 45 50 55 60
Elev (ft)Depth (ft)Section
99.50 -0.50
100.00 0.00
100.50 0.50
101.00 1.00
101.50 1.50
102.00 2.00
Sta (ft)
Equivalent depth to
TBC w/ parking
Union Park
PROPOSED DRAINAGE SUMMARY
Design Engineer:
Design Firm:
Project Number:
Date:
INLET/STREET CAPACITY SUMMARY TABLE
Minor Major Minor Major
B3 / Inlet-17 B2+B3 3.19 18.42 8.9 36' Crowned @ S=0.5%Yes 9.52 On-grade Inlet - Overtopping, split w/ B7
3.19 21.68 3.20 14.60 3.20 14.10 0.00 7.60 By-Pass flows to D1
B4 / Inlet-13 B4 2.61 11.59 2.61 11.59 Sump Inlet
B5 / Inlet-15 B5 2.54 11.03 2.54 11.03 Sump Inlet
B6 / Inlet-14 B6 1.88 8.12 1.90 8.10 On-grade Inlet - Sized to Capture 100%
B7 / Inlet-16 B7 5.34 24.94 8.9 36' Crowned @ S=0.5%Yes 16.04 On-grade Inlet - Overtoping, split w/ B3
5.34 21.68 5.30 14.60 5.30 14.10 0.00 7.60 By-Pass flows to D6
C1 / Inlet-11 C1 2.12 9.24 Sump Inlet - Overtopping split w/ C2
2.12 6.58 2.12 6.58
C2 / Inlet-10 C2 0.86 3.92 Sump Inlet - Overtopping split w/ C1
0.86 6.58 0.86 6.58
C4 / Inlet-09 C4 5.66 27.21 5.66 27.21 Sump Inlet
D1 / Inlet-08 D1 1.59 7.51 8.9 Combined w/ By-Pass from B3
1.59 15.11 Overtopping, split w/ D6
1.59 18.25 1.60 13.40 1.60 12.90 0.00 5.30 By-Pass flows to E2
D6 / Inlet-07 D6 3.23 13.79 8.9 Combined w/ By-pass from B7
3.23 21.39 Overtopping, split w/ D1
3.23 18.25 3.20 13.40 3.20 12.90 0.00 5.30 By-Pass flows to E3
D2 / Inlet-04 D2 3.23 13.79 Sump Inlet
D3 / Inlet-06 D3 2.19 11.17 Sump Inlet
D4 / Inlet-05 D4 1.24 4.72 Sump Inlet
E1 / Inlet-21 E1 2.02 10.00 Sump Inlet
E2 / Inet-02 E2 3.57 17.46 8.9 Combined w/ By-Pass from D1
3.57 22.76 Overtopping, split w/ E3
3.57 20.76 Sump Inlet
E3 / Inet-01 E3 2.80 13.46 8.9 Combined w/ By-Pass from D6
2.80 18.76 Overtopping, split w/E2
2.80 20.76 Sump Inlet
E5 / Inlet-20 E5 1.37 5.72 Sump Inlet
E6 / Inlet-19 E6 1.45 6.13 Sump Inlet
DESIGN POINT TRIBUTARY
SUB-BASIN Q2 (cfs)
Inlet Capacity (cfs)
To Be Used in SWMM
J.Claeys
Highland Development Services
21-1044-00
April 7, 2024
DRAINAGE STRUCTURE REMARKSQ100 (cfs)By-Pass
Q2 (cfs)
By-Pass
Q100 (cfs)
1/2 Street or
Private Drive
Capacity (cfs)
Does Q100
Overtop CL
(Yes/No)?
Q100
Overtopping
(cfs)
Inlet Capacity Including
Clogging Factor (cfs)Street Section
21-1044-00 Rational Calcs.xlsx Page 1 of 1 Highland Development Services
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =19.83 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =18.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.005 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.84 10.64
inches
Allow Flow Depth at Street Crown (check box for yes, leave blank for no)
MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =8.9 57.9 cfs
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =15.00 15.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf (G) =N/A N/A
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf (C) =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q = 3.2 14.1 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 7.6 cfs
Capture Percentage = Qa/Qo C% = 100 65 %
Note: Storm sewer should be sized for the sum of the unclogged interception capacities (Qminor = 3.2 cfs and Qmajor = 14.6 cfs)
Minor storm max. allowable capacity GOOD - greater than the design peak flow of 3.19 cfs on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design peak flow of 21.68 cfs on sheet 'Inlet Management'
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.03 (August 2023)
CDOT Type R Curb Opening
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Union Park
Inlet-17 (DP B3)
CDOT Type R Curb Opening
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =7.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =30.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.015 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =30.0 30.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 16.0
inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm
MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =10.00 10.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.42 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.93 0.99
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =8.3 12.4 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =2.6 11.6 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.03 (August 2023)
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Union Park
Inlet-13 (DP B4)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =19.8 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =18.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.005 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.84 10.64
inches
Allow Flow Depth at Street Crown (check box for yes, leave blank for no)
MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =8.9 57.9 cfs
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =15.00 15.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf (G) =N/A N/A
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf (C) =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q = 5.3 14.1 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 7.6 cfs
Capture Percentage = Qa/Qo C% = 100 65 %
Note: Storm sewer should be sized for the sum of the unclogged interception capacities (Qminor = 5.3 cfs and Qmajor = 14.6 cfs)
Minor storm max. allowable capacity GOOD - greater than the design peak flow of 5.34 cfs on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design peak flow of 21.68 cfs on sheet 'Inlet Management'
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.03 (August 2023)
CDOT Type R Curb Opening
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Union Park
Inlet-16 (DP B7)
CDOT Type R Curb Opening
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =19.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.1 10.6
inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm
MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 10.6 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =10.00 10.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.26 0.71 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.88 1.00
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.3 24.0 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =2.1 6.6 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.03 (August 2023)
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Union Park
Inlet-11 (DP C1)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =19.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.1 10.6
inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm
MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 10.6 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =10.00 10.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.26 0.71 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.88 1.00
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.3 24.0 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.9 6.6 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.03 (August 2023)
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Union Park
Inlet-10 (DP C2)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =19.8 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =18.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.005 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.8 10.6
inches
Allow Flow Depth at Street Crown (check box for yes, leave blank for no)
MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =8.9 57.9 cfs
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =15.00 15.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf (G) =N/A N/A
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf (C) =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q = 1.6 12.9 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 5.3 cfs
Capture Percentage = Qa/Qo C% = 100 71 %
Note: Storm sewer should be sized for the sum of the unclogged interception capacities (Qminor = 1.6 cfs and Qmajor = 13.4 cfs)
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Union Park
Inlet-08 (DP D1)
Minor storm max. allowable capacity GOOD - greater than the design peak flow of 1.59 cfs on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design peak flow of 18.25 cfs on sheet 'Inlet Management'
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.03 (August 2023)
CDOT Type R Curb OpeningCDOT Type R Curb Opening
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =19.8 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =18.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.005 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.8 10.6
inches
Allow Flow Depth at Street Crown (check box for yes, leave blank for no)
MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =8.9 57.9 cfs
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =15.00 15.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf (G) =N/A N/A
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf (C) =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q = 3.2 12.9 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 5.3 cfs
Capture Percentage = Qa/Qo C% = 100 71 %
Note: Storm sewer should be sized for the sum of the unclogged interception capacities (Qminor = 3.2 cfs and Qmajor = 13.4 cfs)
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Union Park
Inlet-07 (DP D6)
Minor storm max. allowable capacity GOOD - greater than the design peak flow of 3.23 cfs on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design peak flow of 18.25 cfs on sheet 'Inlet Management'
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.03 (August 2023)
CDOT Type R Curb OpeningCDOT Type R Curb Opening
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =7.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =30.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.015 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =30.0 30.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 16.0
inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm
MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 8.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =10.00 10.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.50 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.93 1.00
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =8.3 16.3 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =3.2 13.8 cfs
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Union Park
Inlet-04 (DP D2)
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.03 (August 2023)
CDOT Type R Curb Opening
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =19.8 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =18.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.8 10.6
inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm
MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 8.5 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =15.00 15.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.32 0.54 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.78 0.91
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =9.0 23.4 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =3.6 20.8 cfs
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Union Park
Inlet-02 (DP E2)
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.03 (August 2023)
CDOT Type R Curb Opening
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =19.8 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =18.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.8 10.6
inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm
MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =5.8 8.5 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =15.00 15.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.32 0.54 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.78 0.91
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =9.0 23.4 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =2.8 20.8 cfs
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Union Park
Inlet-01 (DP E3)
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.03 (August 2023)
CDOT Type R Curb Opening
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =7.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =30.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.005 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =30.0 30.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0
inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm
MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =10.00 10.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.33 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.93 0.93
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =8.3 8.3 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.4 5.7 cfs
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Union Park
Inlet-20 (DP E5)
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.03 (August 2023)
CDOT Type R Curb Opening
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =7.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =30.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.005 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =30.0 30.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0
inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm
MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =10.00 10.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.33 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.93 0.93
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =8.3 8.3 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.5 6.1 cfs
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Union Park
Inlet-19 (DP E6)
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.03 (August 2023)
CDOT Type R Curb Opening
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
1
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =7.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =30.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.005 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =30.0 30.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0
inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm
MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 6.5 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =10.00 10.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.38 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.93 0.96
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =8.3 10.2 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =2.2 9.5 cfs
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Union Park
Inlet-18 (DP E7)
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.03 (August 2023)
CDOT Type R Curb Opening
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
1
Union Park
TYPE 13 AREA INLET SIZING CALCULATION
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA
EQUATIONS:
Q i = Grate Capacity w/o Reduction Factor (cfs)
C = Orifice Discharge Coefficient = 0.67
A = Orifice area (ft2) - Open Area of Grate
G = Gravitational Constant (32.2 ft/s2)
H = Allowed Head on Grate, Ponding Depth (ft)
Grate Dimensions and Information:
Width (W ):1.875 ft
Length (L ):3.27 ft
Opening Ratio (R ):0.375 sqft/sqft
Reduction Factor (F ):50%
Single Grate Open Area (A ):2.30 sqft
Allowed Head (H ):0.5 ft
Number of Grates
Inlet
Capacity (cfs)
Inlet Capacity
w/ Reduction
Factor (cfs)
1 Single 8.74 4.37
2 Double 17.48 8.74
3 Triple 26.22 13.11
4 Quad 34.97 17.48
5 Penta 43.71 21.85
INLET SIZING CALCULATIONS
Inlet ID:
Design
Flow Rate
(Q 100 , cfs)
Allowed
Head
(H , ft)
Single Grate
Capacity
(Q sg , cfs)
Number of
Grates:
Inlet
Capacity
(QG, cfs)
Design
Flow Depth
(H, ft)
Inlet-15 (DP B5)11.03 0.97 6.09 Double Type 13 12.18 0.80
Inlet-14 (DP B6)8.12 0.25 3.09 Triple Type 13 9.27 0.19
Inlet-09 (DP C4)27.21 1.10 6.48 Penta Type 13 32.41 0.78
Inlet-06 (DP D3)11.17 0.97 6.09 Double Type 13 12.18 0.82
Inlet-05 (DP D4)4.72 0.25 3.09 Double Type 13 6.18 0.15
Inlet-21 (DP E1)10.00 0.25 3.09 Quad Type 13 12.36 0.16
Apply Reduction Factor for the Allowable Capacity.
Assumed Capacity w/ 0.5' Head Allowed
J.Claeys
Highland Development Services
21-1044-00
April 7, 2024
Appendix F
APPENDIX F – CONVEYANCE ELEMENT SIZING
Union Park
Structure Flow Summary for Hydraflow Inputs
Design Engineer:
Design Firm:
Project Number:
Date:
Inflow Summary:
Structure Basin
Q100
(cfs)Notes
EXSDMH-06 596 2.03 Peak from Affinity
Outlet-02 A1 / Pond 298a 2.03 Pond Release rate
SDMH-12 2.03
SDMH-38 B1 2.37
SDMH-37 2.37
SDMH-36 2.37
SDMH-35 2.37
SDMH-34 2.37
Inlet-17 B3 14.60 On-Grade Inlet Capture
SDMH-33 16.97 B1+B3 Inlet Capture
Inlet-16 B7 31.57 B1+B3 & B7 Inlet Captures
SDMH-11 33.60 Plus 298a Pond Release
Inlet-13 B4 11.59 Sump Inlet
Inlet-12 11.59
SDMH-31 11.59
Inlet-15 B5 11.03 Sump Inlet
SDMH-30 21.13 B4+B5 Attenuated Flow
SDMH-29 21.13
Inlet-14 B6 8.12 Sump Inlet
SDMH-28 24.26 B4+B5+B6 Attenuated
SDMH-10 52.54 B1+…+B7 Attenuated
Inlet-11 C1 9.24 Sump Inlet
SDMH-23 9.24
Inlet-10 C2 10.66 C1+C2 Attenuated Flow
SDMH-27 C3 4.50 Sump Inlet (yard drains)
SDMH-26 4.50
SDMH-22 13.09 C1+C2+C3 Attenuated
Inlet-09 C4 33.36 C1+…+C4 Attenuated
SDMH-21 33.36
SDMH-19 33.36
SDMH-09 75.55 B1+…+C4 Attenuated
Inlet-08 D1 13.40 On-Grade Inlet Capture
Inlet-07 D6 13.40 Combined Inet Capture
SDMH-08 102.35 B1+…+D6 Attenuated
Inlet-04 D2 13.79 Sump Inlet
Inlet-03 13.79
SDMH-17 13.79
SDMH-16 13.79
Inlet-06 D3 11.17 Sump Inlet
SDMH-15 18.53 D2+D3 Attenuated
SDMH-14 18.53
Inlet-05 D4 4.72 Sump Inlet
SDMH-13 19.89 D2+D3+D4 Attenuated
SDMH-07 117.53 B1+…+D6 Attenuated
SDMH-06 117.53
SDMH-05 117.53
SDMH-04 117.53
SDMH-03 117.53
Inlet-21 E1 10.00 Sump Inlet
Headwall-02 E4 12.19 E1+E4 Peaks Added
Inlet-02 E2 27.60 E1+E2+E4 Attenuated
SDMH-02 115.04
Inlet-01 E3 115.71 B1+…E4 Attenuated
Inlet-20 E5 5.72
Inlet-19 E6 6.13
Inlet-18 E7 9.47
J.Claeys
Highland Development Services
21-1044-00
April 7, 2024
Pond 596 Outlet
Main Trunk Line
Pond 298a to Pond 298c
SDMH-33 to SDMH-38
Inlet-17 to SDMH-11
Inlet-13 to SDMH-10
Inlet-15 to SDMH-30
Inlet-14 to SDMH-28
Inlet-10 to SDMH-09
SDMH-27 to SDMH-22
Inlet-08 to SDMH-08
Inlet-07 to SDMH-08
Inlet-04 to SDMH-07
Inlet-06 to SDMH-15
Inlet-05 to SDMH-13
HEADWALL-02 to SDMH-02
Inlet-21 to Pond 298c
Inlet-20 to Pond 298c
Inlet-19 to Pond 298c
Pond 298c to Outfall
Appendix G
APPENDIX G – LOW IMPACT DEVELOPMENT CALCULATIONS
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA
Low Impact Development Summary
Sq-Ft Acres
Impervious Area
(sq-ft)
% of Impervious
Area Requiring
Treatment
Impervious Area
Requiring
Treatment
1,383,183 31.75 966,859 75% 725,144
LID
Facility
Contributing
Basins
Area Drainage
to LID
(sq-ft)
% Impervious
Impervious
Area Treated
(sq-ft)
WQCV12-hr
(watershed inches)
WQCV12-hr
(cu-ft)
Treatment
Method
B B1+…+B6 391,433 75.3% 313,849 0.24 7,858 Filtration Gallery
C C1+...+C4 204,297 69.7% 152,431 0.22 3,727 Filtration Gallery
D D2+…+D6 266,057 75.1% 212,660 0.24 5,322 Filtration Gallery
EDB Pond Contributing
Basins
Drainage Area
(sq-ft)
Drainage Area
(sq-ft)% Impervious WQCV40-hr
(watershed inches)
WQCV40-hr
(ac-ft)
Pond 298C D1+E1+…+E8 410,044 9.41 64.9% 0.25 0.239
725,144
678,941
70.2%
93.6%
Area (sq-ft) Area (acres) Treatment Ratio
861,787 19.78 62.3%
410,044 9.41 29.6%
1,271,831 29.20 91.9%
111,351 2.56 8.1%
1,383,183 31.75
Union Park
Low Impact Development
Total % of Required Treatment
Development Area Breakdown
City of Fort Collins - Ordinance No. 007, 2016
- Treat at least 75% of any newly developed or redeveloped impervious area using one or a combination of LID techniques, or
- Treat at least 50% of any newly developed or redeveloped impervious area using one or a combination of LID techniques when 25% of private driveable surfaces are
permeable.
Total Impervious Area Treated (sq-ft)
Total Impervious Area Required for LID Treatment (sq-ft)
LID Treatment Summary
LID Treatment Areas
J.Claeys
Highland Development Services
21-1044-00
April 9, 2024
Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, June 2001 (Revised January 2016)
Standard Water Quality Areas
Description
Total % of Imervious Area Treated
Development Area
Total Improvement Area
Water Quality Area Treatment Summary
Description
Total Area Treated by LID
Total Area Treated by EDB
Total Untreated Area (includes Pond 298A)
Total Treated Area
Allowed Filter
Fabric Flow Ratea
(cfs)
0.35 gpm/sq-ft
SC-106LP 14 10 6 6 85.4 25 12 14.8 0.012 6.9 15.0
SC-310 18 8 6 6 85.4 34 16 20.2 0.016 14.7 31.0
SC-740 18 8 6 6 85.4 51 30 30.2 0.024 45.9 74.9
DC-780 18 12 6 9 85.4 51 30 30.2 0.024 46.2 78.4
SC-800 15 8 6 6 85.4 51 33 30.2 0.024 50.6 81.0
MC-3500 18 8 12 9 90 77 45 48.1 0.038 109.9 175.0 14.9 45.1
MC-4500 24 7 12 9 52 100 60 36.1 0.028 106.5 162.6 39.5 115.3
MC-7200 24 7 12 9 83 100 60 57.6 0.045 175.9 267.3 39.5 115.3
LID
Facility
Chamber
Type
Total
Release Ratef
(cfs)
WQ
Inflowg
(cfs)
Req'd Storage
Volumeh
(cu-ft)
Minimum
No. of
Chambersi
Chamber
Storagej
(cu-ft)
No. of
Endcapsk
Endcap
Storagel
(cu-ft)
Total Chamber
Volumem
(cu-ft)
Total Installed
System Volumen
(cu-ft)
WQCV12-hr
(cu-ft)
B SC-800 2.12 8.09
4,699 90 4,554 10 0 4,554 7,900 7,858
C SC-310 1.60 4.48 1,595 102 1,499 12 0 1,499 3,756 3,727
D SC-800 1.39 4.66 3,212 59 2,985 14 0 2,985 5,342 5,322
Union Park
Low Impact Development
StormTech Chamber Configuration Summary
StormTech Chamber Data
Design Engineer:
Design Firm:
Project Number:
Date:
Length
(in)
Width
(in)
Height
(in)
Floor Area
(sq-ft)
Chamber
Volumeb
(cu-ft)
Min
Aggregate Base
(in)
Min Aggregate
Cover
(in)
Negligible
Max Cover
(ft)
Min
Cover
(in)
Chamber
Model
J.Claeys
Highland Development Services
21-1044-00
April 9, 2024
Min Installed
Chamber/Aggregate
Volumec
(cu-ft)
Negligible
Endcap
Volumed
(cu-ft)
Min Installed
Endcap/Aggregate
Volumee
(cu-ft)
Negligible
Negligible
Negligible
Note:
a. Release rate per chamber, limited by flow through geotextile with accumulated sediment. City acceptable flow rates determined to be approximately 1/2 of the Nov-07 Qmax from Figure 17 of the "Final Report on Field
Verification Testing of the StormTech Isoloator Row Treatement Unit", prepard by the University of New Hamphire Stormwater Center, dated Setpember 2010.
b. Volume within chamber only, not accounting for void spaces in surrounding aggregate.
c. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit.
d. Volume within endcap only, not accounting for void spaces in surrounding aggregate.
e. Volume includes endcap and void spaces (40%) in surrounding aggregate, per chamber unit.
f. Release rate per chamber times number of chambers. This is used as the allowed release rate for the FAA calculations.
g. WQ flow, equal to 1/2 of the 2-yr peak runoff rate, referenced to size flow control structure.
h. Required detention volume determined using the FAA Method based on the acceptable release rate of sediment accumulated filter fabric of the chambers and the 1/2 of the 2yr inflow rate.
i. Number of chambers required to provide required FAA storage volume stored within the chamber and endcaps only (no aggregate storage).
j. Total volume provided in chambers only (no aggregate storage).
k. Number of endcaps based on desired chamber layout.
l. Total volume provided in endcaps only (no aggregate storage).
m. Total chamber and endcap storage (no aggregate storage). This number must meet or exceed the required FAA storage volume.
n. System volume includes total chamber volume plus surrounding aggregate volume, assumes a 40% void ratio for aggregate storage. This total is provided from ADS Design Tool.
DESIGN CRITERIA
0.81
1.00
0.81 (ft3)acre-ft
8.99 acres 4,699 0.11
2.12 cfs
Time
(min)
1/2 2-yr
Intensity
(I , in/hr)
Q1/2 2-YR
(cfs)
Accumulative
Runoff Volume
(ft3)
Accumulative
Release Volume
(ft3)
Detained
Volume
(ft3)
Detained
Volume
(acre-ft)
0 0.000 0.00 0 0 0 0.00
5 1.425 10.38 3,113 637 2,476 0.06
10 1.105 8.05 4,828 1,274 3,554 0.08
15 0.935 6.81 6,128 1,910 4,217 0.10
20 0.805 5.86 7,034 2,547 4,487 0.10
25 0.715 5.21 7,810 3,184 4,626 0.11
30 0.650 4.73 8,520 3,821 4,699 0.11
35 0.585 4.26 8,946 4,458 4,488 0.10
40 0.535 3.90 9,350 5,095 4,255 0.10
45 0.495 3.60 9,732 5,731 4,001 0.09
50 0.460 3.35 10,049 6,368 3,681 0.08
55 0.435 3.17 10,453 7,005 3,448 0.08
60 0.410 2.99 10,748 7,642 3,106 0.07
Allowed Release Rate
Frequency Factor (C f )Required Detention
Adjusted Runoff Coefficient (CC f )
Area (A )
Union Park
WQ Treatment Volume - FAA Method
- City of Fort Collins accepts 1/2 of the 2-yr runoff as the WQ inflow rate
WQ Treatment Volume Calculation - LID B Filtration Gallery
Runoff Coefficient (C )
J.Claeys
Highland Development Services
21-1044-00
April 9, 2024
- City of Fort Collins - Storm Water Criteria Manual
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA
0.77
1.00
0.77 ft3 acre-ft
4.69 acres 1,595 0.04
1.60 cfs
Time
(min)
1/2 2-yr
Intensity
(I , in/hr)
Q1/2 2-YR
(cfs)
Accumulative
Runoff Volume
(ft3)
Accumulative
Release Volume
(ft3)
Detained
Volume
(ft3)
Detained
Volume
(acre-ft)
0 0.000 0.00 0 0 0 0.00
5 1.425 5.15 1,544 481 1,063 0.02
10 1.105 3.99 2,394 962 1,432 0.03
15 0.935 3.38 3,039 1,443 1,595 0.04
20 0.805 2.91 3,489 1,925 1,564 0.04
25 0.715 2.58 3,873 2,406 1,467 0.03
30 0.650 2.35 4,225 2,887 1,338 0.03
35 0.585 2.11 4,437 3,368 1,068 0.02
40 0.535 1.93 4,637 3,849 788 0.02
45 0.495 1.79 4,827 4,330 496 0.01
50 0.460 1.66 4,984 4,812 172 0.00
55 0.435 1.57 5,184 5,293 -109 0.00
60 0.410 1.48 5,330 5,774 -443 -0.01
April 9, 2024
Design Engineer:
Design Firm:
Project Number:
Date:
Union Park
WQ Treatment Volume - FAA Method
J.Claeys
Highland Development Services
21-1044-00
Adjusted Runoff Coefficient (CC f )
Area (A )
Allowed Release Rate
- City of Fort Collins - Storm Water Criteria Manual
- City of Fort Collins accepts 1/2 of the 2-yr runoff as the WQ inflow rate
WQ Treatment Volume Calculation - LID C Filtration Gallery
Runoff Coefficient (C )
Frequency Factor (C f )Required Detention
DESIGN CRITERIA
0.80
1.00
0.80 ft3 acre-ft
6.11 acres 3,212 0.07
1.39 cfs
Time
(min)
1/2 2-yr
Intensity
(I , in/hr)
Q1/2 2-YR
(cfs)
Accumulative
Runoff Volume
(ft3)
Accumulative
Release Volume
(ft3)
Detained
Volume
(ft3)
Detained
Volume
(acre-ft)
0 0.000 0.00 0 0 0 0.00
5 1.425 6.96 2,089 417 1,671 0.04
10 1.105 5.40 3,240 835 2,405 0.06
15 0.935 4.57 4,112 1,252 2,859 0.07
20 0.805 3.93 4,720 1,670 3,050 0.07
25 0.715 3.49 5,241 2,087 3,153 0.07
30 0.650 3.18 5,717 2,505 3,212 0.07
35 0.585 2.86 6,003 2,922 3,080 0.07
40 0.535 2.61 6,274 3,340 2,934 0.07
45 0.495 2.42 6,530 3,757 2,773 0.06
50 0.460 2.25 6,743 4,175 2,568 0.06
55 0.435 2.13 7,014 4,592 2,422 0.06
60 0.410 2.00 7,212 5,010 2,203 0.05
Allowed Release Rate
WQ Treatment Volume Calculation - LID D Filtration Gallery
Runoff Coefficient (C )
Frequency Factor (C f )Required Detention
Adjusted Runoff Coefficient (CC f )
Area (A )
- City of Fort Collins accepts 1/2 of the 2-yr runoff as the WQ inflow rate
Union Park
WQ Treatment Volume - FAA Method
Design Engineer: J.Claeys
Design Firm: Highland Development Services
Project Number: 21-1044-00
Date: April 9, 2024
- City of Fort Collins - Storm Water Criteria Manual
User Inputs
Chamber Model: SC-800
Outlet Control Structure: No
Project Name: Union Park - LID B
Engineer: Jason Claeys
Project Location: Colorado
Measurement Type: Imperial
Required Storage Volume: 7700 cubic ft.
Stone Porosity: 40%
Stone Foundation Depth: 6 in.
Stone Above Chambers: 6 in.
Average Cover Over Chambers: 15 in.
Design Constraint Dimensions:(32 ft. x 150 ft.)
Results
System Volume and Bed Size
Installed Storage Volume: 7899.62 cubic ft.
Storage Volume Per Chamber: 50.60 cubic ft.
Number Of Chambers Required: 90
Number Of End Caps Required: 10
Chamber Rows: 5
Maximum Length:136.43 ft.
Maximum Width: 25.25 ft.
Approx. Bed Size Required: 3444.82 square ft.
System Components
Amount Of Stone Required: 310 cubic yards
Volume Of Excavation (Not Including
Fill):
479 cubic yards
Total Non-woven Geotextile Required:1081 square yards
Woven Geotextile Required (excluding
Isolator Row):
2 square yards
Woven Geotextile Required (Isolator
Row):
434 square yards
Total Woven Geotextile Required:435 square yards
Impervious Liner Required:0 square yards
User Inputs
Chamber Model: SC-310
Outlet Control Structure: No
Project Name: Union Park - LID C
Engineer: Jason Claeys
Project Location: Colorado
Measurement Type: Imperial
Required Storage Volume: 3600 cubic ft.
Stone Porosity: 40%
Stone Foundation Depth: 6 in.
Stone Above Chambers: 6 in.
Average Cover Over Chambers: 18 in.
Design Constraint Dimensions:(30 ft. x 150 ft.)
Results
System Volume and Bed Size
Installed Storage Volume: 3755.61 cubic ft.
Storage Volume Per Chamber: 14.70 cubic ft.
Number Of Chambers Required: 102
Number Of End Caps Required: 12
Chamber Rows: 6
Maximum Length:127.50 ft.
Maximum Width: 24.00 ft.
Approx. Bed Size Required: 3059.97 square ft.
System Components
Amount Of Stone Required: 209 cubic yards
Volume Of Excavation (Not Including
Fill):
265 cubic yards
Total Non-woven Geotextile Required:911 square yards
Woven Geotextile Required (excluding
Isolator Row):
2 square yards
Woven Geotextile Required (Isolator
Row):
392 square yards
Total Woven Geotextile Required:393 square yards
Impervious Liner Required:0 square yards
User Inputs
Chamber Model: SC-800
Outlet Control Structure: No
Project Name: Union Park - LID D
Engineer: Jason Claeys
Project Location: Colorado
Measurement Type: Imperial
Required Storage Volume: 5900 cubic ft.
Stone Porosity: 40%
Stone Foundation Depth: 6 in.
Stone Above Chambers: 6 in.
Average Cover Over Chambers: 15 in.
Design Constraint Dimensions:(40 ft. x 80 ft.)
Results
System Volume and Bed Size
Installed Storage Volume: 5342.18 cubic ft.
Storage Volume Per Chamber: 50.60 cubic ft.
Number Of Chambers Required: 59
Number Of End Caps Required: 14
Chamber Rows: 7
Maximum Length:72.01 ft.
Maximum Width: 34.75 ft.
Approx. Bed Size Required: 2367.29 square ft.
System Components
Amount Of Stone Required: 219 cubic yards
Volume Of Excavation (Not Including
Fill):
329 cubic yards
Total Non-woven Geotextile Required:739 square yards
Woven Geotextile Required (excluding
Isolator Row):
2 square yards
Woven Geotextile Required (Isolator
Row):
290 square yards
Total Woven Geotextile Required:291 square yards
Impervious Liner Required:0 square yards