HomeMy WebLinkAboutUNION PARK - FDP240004 - SUBMITTAL DOCUMENTS - ROUND 3 - Drainage Related DocumentFINAL 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
September 11, 2024
Job Number 21-1044-00
6355 FAIRGROUNDS AVE, SUITE 200, WINDSOR, COLORADO 80550 | PHONE 970.674.7550
September 11, 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 located north of Harmony Road, and west of Ziegler Road. The site is
approximately 32.78 acres and slopes west to east at 2.0% slope. Runoff sheet flows east and is
conveyed under Ziegler Road into the existing drainage channel on the HP Harmony Campus
property. This site has been studied in collaboration with the Front Range Commercial area as
described in the Final Drainage and Erosion Control Study for Front Range Village. The total
area west of Ziegler, draining to the HP Harmony Campus, is allowed a maximum of 76.7 cfs to
the HP Campus drainage channel during 100-year event peak discharge. The allowed peak
release rate was allocated to each property based on contributing area and this site, along with
Affinity Fort Collins west of this site, are allowed a combined release rate of 20.1 cfs release
rate. Per the Final Drainage Report for Affinity Fort Collins, the Affinity site has a 100-yr peak
release rate of 2.1 cfs. Herein, Affinity’s pond and associated release is referenced as Pond 586.
Some additional background to the existing drainage conditions within and around this site: The
Harmony Village Manufactured Home Community does not provide adequate detention
facilities. During a 100-yr storm event, a portion of the site flows east into both the Front Range
Village as well as the Affinity Fort Collins developments. Per the Final Drainage Report for
Affinity Fort Collins, the peak 100-yr runoff leaving FRV’s Pond D (Pond 286 per Fox Meadows)
estimated to be 116 cfs. This runoff is collected in the FRV Pond D (Pond 286), intended to
collect but not detain this flow. This peak flow is intended to overtop the weir on the north side
of Detention Pond D (Pond 286) and is then conveyed along the Affinity’s private drive aisles to
a level spreading weir along the northeast side of the Affinity Fort Collins site, where it is then
discharged into the Union Park property. This flow is assumed to sheet flow east and is
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.
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 Union Park 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 the referenced report that this unintentional spill, along with the undetained runoff from
the Harmony Mobile home park, is detrimental to the existing residences within the Union Park
property. The 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. It appears
there is not historical right for English Ranch to
drain onto 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.
HYDROLOGIC CRITERIA
HYDRAULIC CRITERIA
Page 6
The captured flows were then analyzed using the Hydraflow program to design pipe size and
slopes. MHFD-Inlet applies a clogging factor while sizing the inlets, and 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.
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 major drainage basins. All
improved impervious areas are directed to Low Impact Development (LID) and water quality
facilities and detained prior to being released from the site. The drainage basins 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 8.73 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 1.82 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 1.07 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.
Page 8
Sub-Basin B5 consists of 1.45 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.
Sub-Basin B6 consists of 0.52 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 3.08 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 4.87 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 1.18 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 0.46 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 2.73 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 6.98 acres divided into 6 sub-basins. These basins drain to and
are treated by the infiltration gallery LID D, with the exception of Sub-basin D1 as described
within the basin description, prior being conveyed and ultimate detained within Detention
Pond 298c prior to being released offsite. Detention Pond 298b is within these basins and
Page 9
provides detention volume for Sub-Basins D2 through D5. Below are descriptions for the sub-
basins within:
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 size of the main line storm drain and obstructing the ability to pipe across
the roadway while maintaining separation of offsite flows from the onsite flows into the
LID facility. The water quality for this basin is accounted for in the standard water quality
capture volume within Pond 298c.
Sub-Basin D2 consists of 1.57 acres of apartment residential lots, detached garages, and
private drives. Flows from this basin are collected by a sump inlet and conveyed to Pond
298b and LID D via storm drains.
Sub-Basin D3 consists of 1.02 acres of apartment residential lots, and private drives.
Flows from this basin are collected by a sump inlet and conveyed to Pond 298b LID D via
storm drains.
Sub-Basin D4 consists of 0.42 acres of apartment residential lots, and private drives.
Flows from this basin are collected by a sump inlet and conveyed to Pond 298b and LID
D via storm drains.
Sub-Basin D5 consists of 0.39 acres of open space and Detention Pond 298b. Flows from
this basin are detained within Pond 298b and conveyed to LID D.
Sub-Basin D6 consists of 2.59 acres of apartment residential lots, a portion of the, open
space, and private drives. Flows from this basin are collected by an on-grade inlet and
conveyed to LID D 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 8.69 acres divided into 8 sub-basins and includes 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 1.23 acres of commercial area and private drives. Runoff from
this basin is collected by a sump inlet and conveyed directly to Pond 298c via a storm
drain.
Page 10
Sub-Basin E2 consists of 1.81 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 1.58 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 0.68 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 1.18 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.
There is some discrepancy between the overall site area of 32.78 acres and total basin area of
31.83 acres described above. There is approximately 0.09± acres along Corbett, consisting of
walks, parkway landscaping, and the access drive that drains to Corbett Drive. There is the
addition of 0.06± acres of Affinity area added along the west property line. There is
approximately 0.31± acres of landscape area that drains south, broken into small narrow strips
sporadically along the southern property line. This is a reduction of the existing 0.93± acres of
landscape area that currently drains south. There is approximately 0.27± acres along Ziegler
Road that consists of the existing roadway and the new turn lane. There is approximately 0.33±
acres of a narrow strip of landscape along the north. These areas are typically very narrow and
unable to accurately quantify the runoff values and are considered negligible. No improved
impervious areas drain north or south and the only improved impervious areas draining east or
west are directly related to the offsite roadways.
Page 11
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 36-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 9.7 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 FRV model
had a higher runoff volume. With the concentration on providing the necessary detention
volume for the offsite flows, the FRV hydrograph was utilized for the 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 111.20 cfs, detained to a peak release
rate of 4.73 cfs. All released flows are conveyed to Pond 298c that detain 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 9.67 acre-ft of 100-yr detained onsite and offsite runoff volume.
Page 12
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 provide approximate 0.69 acre-ft of detention storage. In an event that the pond
overtops, runoff is directed to Union Place Ave.
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 211.05 cfs and provides 4.12 acre-ft
of storage combined with 0.24 acre-ft of water quality capture volume.
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% 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:
Step 1: Employ Runoff Reduction Practices
Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow Release
Step 3: Stabilize Drainageways
Step 4: Implement Site Specific and Other Source Control BMPs
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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D
E. HARMONY RD
PADDINGTON RD
CO
R
B
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T
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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
5
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1
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W
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
1
' DRAINAGE FACILITY DESIGN
' GENERAL CONCEPT
The proposed improvements to the Affinity site will result in developed condition runoff being
' conveyed around the proposed building and to the east via storm sewer and surface flow. Low-
impa�t development best management practices are proposed to improve the quality of runoff and
' aid in reducing peak flows and attenuating stormwater peaks. Specifically, permeable pavement
systems are proposed for portions of the parking lot and drive aisle and grass lined bio-swales are
proposed behind the garages on the north and west sides of the site to improve water quality.
� Runoff from the site is captured in inleu located in the parking lot and in open areas adjacent to the
building. Runoff is conveyed in storm sewers in an easterly direction to the proposed detention
� ponds at the east end of the site. Secondly, surface overflow paths have been provided, such that
the 100-year storm flows remain at least one foot below the finished floor elevation, in a fully
� clogged sub-basin condition.
An outfall design is proposed which will permit the Affinity site to discharge detained releases. This
, outfall wilf allow flows to reach the storm drain system in Ziegler, where it is allocated to pass to
the HP channel.
� OFFSITE FLOWS
A portion of offsite flows from the Harmony Mobile Home community cross the western boundary
� of the development site and enter into Basin A2, only during the 100-year event An existing 15"
corrugated metal pipe with 2'x1' square openings is focated along the east edge of the mobile home
site. In the 100-year event, 15.25 cfs is captured in the pipe and conveyed north, according to data
� provided by the City of Fort Collins. The flows are taken north and west of the A�nity site to an
existing offsite pond. This reduction in flows is assumed to only occur for the 100-year event, in the
� 2-year event all the flows are captured by the I 5" pipe and piped north to the existing off-site pond.
The amount of overflow in the 100-year event from the Harmony Mobile Home community was
modeled using EPA-SWMM and can be found in Appendix C. The offsite overflows are collected in
' the grass lined bio-retention (soft-swale) along the western site boundary and Conveyed to the
north where they are collected by sump inlets. The proposed system is intended to detain the
' offsite IOOyr overflow from the Harmony Mobile Home community which will be routed through
the outlet structure of the pond at the historic 2 year rate for the offsite and onsite basin.
' Existing conditions ofFsite flows also enter the site from the south, from Pond 286 during the 100-
year storm even�. At the 100-year level, Pond 286 located immediately south of the site, discharges
at I 16 cfs over a concrete control weir located at the northeast end of the pond. These flows
icurrentfy sheet flow onto the Affinity Fort Collins site and they continue to do so with the
proposed design. The existing 100-year flows are then routed north into the parking lot and drive
'
Page !0
� J•R ENGINEERING
' his unofficial copy was downloaded on Sep-29-2021 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com
or additional infonnation or an official copy,please contact City oY Fort Collins Utilities 700 Wood Street Fort Collins,CO 80524 USA
1
aisle, and flow into the proposed private drive at the east end of the Affinity site, to be conveyed '
offsite across a level spreading concrete control weir onto the Fort Collins Land I LLC & Fort
Collins Land II LLC property. The proposed capacity of on-site storm sewer system is to convey '
on-site flows and the overFlow from the Harmony Mobile Home cammunity. It is not intended to
obstruct or limit flows entering the site from pond 286, but to route them east to the Fort Collins �
Land I LLC & Fort Coliins Land II LLC property as in historic conditions.
PROPOSED WATER QUALITY/DETENTION FACILITIES '
The City's Reasonable Use policy limiu the rate of flow fram developing properties to their 2-year
pre-development condition flow rate during the 100-year storm event. The proposed detention �
pond's release rates were calculated combining the onsite 2-year historic flows with the offsite 2-
year historic flows. See Appendix G for a figure showing the on-site and offsite 2-year historic
flows and offsite 100-year historic flows. �
The most recent version of the EPA SWMM software (Version 5.1) was used to determine the
detention volume requirements. The calculated water quality capture volume {WQC� was added �
to the total detention valume, and one foot of freeboard was included. The outlet structure was
designed in the rnost recent version of the UD-Detention (Version 2.35, January 20 f 5) spreadsheet '
and is based on releasing the 2-year event at historic rates (onsite and offsite) and the 100-year
event (onsite and offsite) through the outlet structure at the 2-year historic rate. The weir also
serves as an emergency overflow in the event that the autlet structure becomes blocked. See '
Table 1, below, for pond sizing and release rates. Water Quality/Detention caiculations are
provided in Appendix C. �
Table 3: Onsite Detention Pond Parameters
' f 00-Year Volume Required WQCV � TotaJ Peak Inflow* `; Peak Outlet Discharge i �
�
� Volume
; ;
---._�:_._�..___._� _._�.. ..............._...................�..............._........._.................... � _......-- -._..._.._......_..._._
_._..._.._........._......_,....._.._........._.. '
� (ac-ft) � (ac-ft) I (at-ft) (cfs) (cfs}
; I ; ; �
Pond A/B i 1.74 ' 0.162 1.902 47.6 2.1 �
i I
*Includes Mobile liome flows, 17 cfs '
Pond A is a proposed onsite water quality and detention pond located on the east side af the site
and collecu flows from a11 onsite basins. The pond detains the 100-year developed onsite flows as '
well as the offsite flows that come fram the Harmony Mobile Home community. In addition to the
tonstructed LID measures, water quality wifl be provided and will be released via a perforated '
orifice plate to accomplish a 40-hour release of the WQCV. Pond A will detain the IOQ-year
developed condition runoff and release at a rate of the 2-year historic discharge, for the onsite and
offsite area) through the outlet structure. '
Pond A's emergency spillway is located along the east side of the pond. The emergency spillway is
Pae ! ! t
� ]•R ENGINEERING g
his unofficial copy was downloaded on Sep-29-2021 from the City of Fort Collins Public Records Website:http://citydocs.fcgov.com '
or additional infonnation or an official copy,please contact City oY Fort Collins Utilities 700 Wood Street Fort Collins,CO 80524 USA
Union Park Site
Flow Rate to Union Park
site from Affinity=116.0 cfs
1
Level Spreadin_q Concrete Weir for 100yr Flow Conveyance '
Project Description
FricUon Method Mannmg Fwmula ,
Solve For Nomial Depth
Input Data '
Channel Slope 0.00065 ft�ft
Discharge i�6 00 fN s '
SecUon Definitions
'
Station(it} Elevation(ft)
-0+05 4938 53 ,
0+00 4938.40
0+15 4938.09 '
0+29 4937.85
1+29 4937.85
1+33 4938.50 '
Roughness Segment Detinitions
'
Start Station Ending Station Roughness Coefficient ,
i-0�05,493B 53) (1+33,4938.50) D 013 !
Resutts '
Normal Depth G 55 ft
Elevation Range 4937 85 to 4938.53 f; '
Flow Area 6a 32 f;=
W etted Perimeter 132.03 ft '
Top W idth 131.98 ft
Normal Depth 0.55 ft
Critical Depth 0.33 ft '
Critical Slope 0.00365 fVft
Velocity 1.80 fvs
Velocity Head 0.05 ft '
Specitic Energy 0.60 ft
Froude Number 0 46
'
BenUey Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [D8.0'1.071.OU� I
41712016 11:07:50 AM T7 Siemons Company Dnve Sulte 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 ot 2 '
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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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B
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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
RE
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BY
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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)
ZI
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-
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AM
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N
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.
40.00 ft
12,065.08 sf
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
D6
E1+...+E8
D2+...+D5
B1+...+B7
C1+...+C4 D1
01
04
05
06
03 02
Pond_C
Pond_A
Pond_B
Pond_596
Pond_286
Outlet-02
SDMH-08SDMH-09SDMH-11 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 (No WQ).inp
[TITLE]
;;Project Title/Notes
Union Park - 100-yr SWMM
J.Claeys
9/11/24
[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 03/27/2024
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 01:00:00
ROUTING_STEP 0:00:30
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 (No WQ).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
D6 CoFC_100-yr SDMH-08 2.59 76.1 752 0.80 0
E1+...+E8 coFC_100-yr Pond_298c 8.69 64.1 917 0.5 0
D2+...+D5 CoFC_100-yr Pond_298b 3.4 74.0 1037 0.5 0
B1+...+B7 CoFC_100-yr SDMH-11 8.73 75.4 760 0.6 0
C1+...+C4 CoFC_100-yr SDMH-09 4.87 70.4 570 2.0 0
D1 CoFC_100-yr SDMH-08 0.99 68.0 652 0.6 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
D6 0.016 0.025 0.1 0.3 1 OUTLET
E1+...+E8 0.016 0.025 0.1 0.3 1 OUTLET
D2+...+D5 0.016 0.025 0.1 0.3 1 OUTLET
B1+...+B7 0.016 0.025 0.1 0.3 1 OUTLET
C1+...+C4 0.016 0.025 0.1 0.3 1 OUTLET
D1 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
D6 0.51 0.50 6.48 7 0
E1+...+E8 0.51 0.50 6.48 7 0
D2+...+D5 0.51 0.50 6.48 7 0
B1+...+B7 0.51 0.50 6.48 7 0
C1+...+C4 0.51 0.50 6.48 7 0
D1 0.51 0.50 6.48 7 0
[JUNCTIONS]
;;Name Elevation MaxDepth InitDepth SurDepth Aponded
;;-------------- ---------- ---------- ---------- ---------- ----------
;Affinity Release Rate
Pond_596 4929.90 6.8 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-08 4924.01 7.14 0 0 0
SDMH-09 4924.39 7.50 0 0 0
SDMH-11 4925.62 8.63 0 0 0
[OUTFALLS]
;;Name Elevation Type Stage Data Gated Route To
Page 2
Union Park - 100-yr (No WQ).inp
;;-------------- ---------- ---------- ---------------- -------- ----------------
Outlet-01 4922.35 FREE NO
[STORAGE]
;;Name Elev. MaxDepth InitDepth Shape Curve Type/Params SurDepth Fevap Psi Ksat IMD
;;-------------- -------- ---------- ----------- ---------- ---------------------------- --------- -------- -------- --------
Pond_298a 4926.50 9.4 0 TABULAR POND_298a 0 0
Pond_298b 4927.80 3.3 0 TABULAR Pond_298b 0 0
Pond_298c 4922.35 7.65 1.62 TABULAR POND_298c 0 0
[CONDUITS]
;;Name From Node To Node Length Roughness InOffset OutOffset InitFlow MaxFlow
;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- ----------
01 SDMH-08 Pond_298c 454 0.013 0 0 0 0
04 Outlet-02 SDMH-11 344 0.012 0 0 0 0
05 Pond_596 Pond_298a 64 0.012 0 0 0 0
06 Pond_286 Pond_298a 50 0.020 0 0 0 0
03 SDMH-11 SDMH-09 475 0.012 0 0 0 0
02 SDMH-09 SDMH-08 148 0.013 0 0 0 0
[ORIFICES]
;;Name From Node To Node Type Offset Qcoeff Gated CloseTime
;;-------------- ---------------- ---------------- ------------ ---------- ---------- -------- ----------
;16-3/4" Circular Orifice
Pond_C Pond_298c Outlet-01 SIDE 0 0.65 NO 0
;7-5/8" Circular Orifice
Pond_A Pond_298a Outlet-02 SIDE 0 0.65 NO 0
;5-1/2"H x 6"W Rectagular Orifice
Pond_B Pond_298b SDMH-08 SIDE 0 0.65 NO 0
[XSECTIONS]
;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels Culvert
;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- ----------
01 CIRCULAR 5 0 0 0 1
04 CIRCULAR 4 0 0 0 1
05 CIRCULAR 1 0 0 0 1
06 TRAPEZOIDAL 2 100 4 4 1
03 CIRCULAR 5 0 0 0 1
02 CIRCULAR 5 0 0 0 1
Pond_C CIRCULAR 1.3958333333 0 0 0
Pond_A CIRCULAR 0.6354167 0 0 0
Pond_B RECT_CLOSED 0.45833333 0.5 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_FRV FLOW 1.0 1.0
[CURVES]
;;Name Type X-Value Y-Value
Page 3
Pond Outlet
Orifice Sizes
Water Quality
Initial Depth
Union Park - 100-yr (No WQ).inp
;;-------------- ---------- ---------- ----------
POND_298a Storage 0.0 0
POND_298a 0.5 1609
POND_298a 1.5 17160
POND_298a 2.5 37157
POND_298a 3.5 48982
POND_298a 4.5 53513
POND_298a 5.5 57504
POND_298a 6.5 62117
POND_298a 7.5 69287
POND_298a 8.5 80108
POND_298a 9.4 87615
;
Pond_298b Storage 0.00 0
Pond_298b 0.20 191
Pond_298b 1.20 9118
Pond_298b 2.20 12594
Pond_298b 3.20 13750
Pond_298b 3.30 13866
;
POND_298c Storage 0.00 0
POND_298c 0.65 4204
POND_298c 1.65 17370
POND_298c 2.65 22884
POND_298c 3.65 24809
POND_298c 4.65 33292
POND_298c 5.65 39544
POND_298c 6.65 45416
POND_298c 7.65 49873
[TIMESERIES]
;;Name Date Time Value
;;-------------- ---------- ---------- ----------
;Pond 286 Spill From Affinity Model
POND_286_Affinity 0:05 0.00
POND_286_Affinity 0:10 0.00
POND_286_Affinity 0:15 0.00
POND_286_Affinity 0:20 0.00
POND_286_Affinity 0:25 0.00
POND_286_Affinity 0:30 0.00
POND_286_Affinity 0:35 0.00
POND_286_Affinity 0:40 0.00
POND_286_Affinity 0:45 0.00
POND_286_Affinity 0:50 0.00
POND_286_Affinity 0:55 0.00
POND_286_Affinity 1:00 94.77
POND_286_Affinity 1:05 147.00
POND_286_Affinity 1:10 141.31
POND_286_Affinity 1:15 112.13
POND_286_Affinity 1:20 87.37
POND_286_Affinity 1:25 67.06
Page 4
Union Park - 100-yr (No WQ).inp
POND_286_Affinity 1:30 54.96
POND_286_Affinity 1:35 48.09
POND_286_Affinity 1:40 44.16
POND_286_Affinity 1:45 41.94
POND_286_Affinity 1:50 40.65
POND_286_Affinity 1:55 39.89
POND_286_Affinity 2:00 39.35
POND_286_Affinity 2:05 34.04
POND_286_Affinity 2:10 23.79
POND_286_Affinity 2:15 16.06
POND_286_Affinity 2:20 10.91
POND_286_Affinity 2:25 7.73
POND_286_Affinity 2:30 5.38
POND_286_Affinity 2:35 3.51
POND_286_Affinity 2:40 2.24
POND_286_Affinity 2:45 1.39
POND_286_Affinity 2:50 0.82
POND_286_Affinity 2:55 0.43
POND_286_Affinity 3:00 0.18
POND_286_Affinity 3:05 0.02
POND_286_Affinity 3:10 0.00
POND_286_Affinity 3:15 0.00
POND_286_Affinity 3:20 0.00
POND_286_Affinity 3:25 0.00
POND_286_Affinity 3:30 0.00
POND_286_Affinity 3:35 0.00
POND_286_Affinity 3:40 0.00
POND_286_Affinity 3:45 0.00
POND_286_Affinity 3:50 0.00
POND_286_Affinity 3:55 0.00
POND_286_Affinity 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
Page 5
Union Park - 100-yr (No WQ).inp
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
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
;
Page 6
Union Park - 100-yr (No WQ).inp
;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
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
;
;Pond 286 Spill From FRV Model
Pond_286_FRV 0:05 0.00
Pond_286_FRV 0:10 0.00
Pond_286_FRV 0:15 0.00
Pond_286_FRV 0:20 0.00
Pond_286_FRV 0:25 0.00
Pond_286_FRV 0:30 0.00
Pond_286_FRV 0:35 0.00
Pond_286_FRV 0:40 0.00
Pond_286_FRV 0:45 0.00
Pond_286_FRV 0:50 0.00
Pond_286_FRV 0:55 0.00
Pond_286_FRV 1:00 21.27
Pond_286_FRV 1:05 74.13
Pond_286_FRV 1:10 105.58
Pond_286_FRV 1:15 107.82
Pond_286_FRV 1:20 105.56
Pond_286_FRV 1:25 101.55
Pond_286_FRV 1:30 96.92
Pond_286_FRV 1:35 92.18
Pond_286_FRV 1:40 87.54
Pond_286_FRV 1:45 83.10
Pond_286_FRV 1:50 78.96
Pond_286_FRV 1:55 75.06
Pond_286_FRV 2:00 70.92
Page 7
Union Park - 100-yr (No WQ).inp
Pond_286_FRV 2:05 63.50
Pond_286_FRV 2:10 51.93
Pond_286_FRV 2:15 41.56
Pond_286_FRV 2:20 33.27
Pond_286_FRV 2:25 26.77
Pond_286_FRV 2:30 21.72
Pond_286_FRV 2:35 17.81
Pond_286_FRV 2:40 14.75
Pond_286_FRV 2:45 12.35
Pond_286_FRV 2:50 10.42
Pond_286_FRV 2:55 8.85
Pond_286_FRV 3:00 7.56
Pond_286_FRV 3:05 6.50
Pond_286_FRV 3:10 5.61
Pond_286_FRV 3:15 4.85
Pond_286_FRV 3:20 4.21
Pond_286_FRV 3:25 3.66
Pond_286_FRV 3:30 3.19
Pond_286_FRV 3:35 2.78
Pond_286_FRV 3:40 2.42
Pond_286_FRV 3:45 2.10
Pond_286_FRV 3:50 1.82
Pond_286_FRV 3:55 1.57
Pond_286_FRV 4:00 1.36
Pond_286_FRV 4:05 1.16
Pond_286_FRV 4:10 0.99
Pond_286_FRV 4:15 0.83
Pond_286_FRV 4:20 0.69
Pond_286_FRV 4:25 0.56
Pond_286_FRV 4:30 0.45
Pond_286_FRV 4:35 0.35
Pond_286_FRV 4:40 0.26
Pond_286_FRV 4:45 0.19
Pond_286_FRV 4:50 0.12
Pond_286_FRV 4:55 0.06
Pond_286_FRV 5:00 0.02
Pond_286_FRV 5:05 0.00
Pond_286_FRV 5:10 0.00
[REPORT]
;;Reporting Options
SUBCATCHMENTS ALL
NODES ALL
LINKS ALL
[TAGS]
[MAP]
DIMENSIONS 0.000 -127.982 2184.771 1440.000
Units None
Page 8
Union Park - 100-yr (No WQ).inp
[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-08 1337.763 794.613
SDMH-09 1189.669 794.185
SDMH-11 714.082 793.368
Outlet-01 1906.002 790.117
Pond_298a 308.731 1012.692
Pond_298b 1287.742 671.921
Pond_298c 1827.680 674.262
[VERTICES]
;;Link X-Coord Y-Coord
;;-------------- ------------------ ------------------
01 1462.613 794.866
01 1625.248 823.950
01 1770.077 823.356
01 1770.077 787.149
01 1795.006 759.846
04 422.102 792.491
Pond_C 1836.555 763.407
Pond_C 1866.827 794.272
[Polygons]
;;Subcatchment X-Coord Y-Coord
;;-------------- ------------------ ------------------
A1 338.847 1171.525
D6 1169.804 707.165
E1+...+E8 1832.542 543.458
D2+...+D5 1289.966 601.743
B1+...+B7 715.575 662.883
C1+...+C4 1186.664 893.674
D1 1349.519 902.124
;;Storage Node X-Coord Y-Coord
;;-------------- ------------------ ------------------
Pond_298a 308.731 1012.692
Pond_298b 1287.742 671.921
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"
Page 9
Union Park - 100-yr (No WQ).inp
DIMENSIONS 24.771 -127.982 2184.771 1312.018
Page 10
SWMM 5.2 Page 1
Elapsed Time (hours)
50454035302520151050
To
t
a
l
I
n
f
l
o
w
(
C
F
S
)
120.0
100.0
80.0
60.0
40.0
20.0
0.0
Node Pond_286 Total Inflow (CFS)
Union Park - 100-yr SWMM
Elapsed Time (hours)
50454035302520151050
To
t
a
l
I
n
f
l
o
w
(
C
F
S
)
160.0
140.0
120.0
100.0
80.0
60.0
40.0
20.0
0.0
Node Pond_286 Total Inflow (CFS)
FRV Pond 286
Peak Inflow
107.82 cfs
FRV Pond 286
Duration (5hr 0min)
Affinity Pond 286
Duration (3hr 5min)
Affinity Pond 286
Peak Inflow
147.00 cfs
Elapsed Time (hours)
50454035302520151050
To
t
a
l
I
n
f
l
o
w
(
C
F
S
)
2.5
2.0
1.5
1.0
0.5
0.0
Node Pond_596 Total Inflow (CFS)
Union Park - 100-yr SWMM
SWMM 5.2 Page 1
Affinity's Pond (Pond 596)
Union Park - 100-yr (No WQ).rpt
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.3)
------------------------------------------------------------
Union Park - 100-yr SWMM
J.Claeys
9/11/24
****************
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 .............. 03/27/2024 00:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:05:00
Wet Time Step ............ 00:05:00
Dry Time Step ............ 01:00:00
Routing Time Step ........ 30.00 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 ...... 9.732 3.669
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 1.229 0.463
Surface Runoff ........... 8.410 3.171
Final Storage ............ 0.172 0.065
Continuity Error (%) ..... -0.812
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Page 1
Union Park - 100-yr (No WQ).rpt
Wet Weather Inflow ....... 8.401 2.738
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 12.006 3.912
External Outflow ......... 20.702 6.746
Flooding Loss ............ 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.289 0.094
Final Stored Volume ...... 0.005 0.002
Continuity Error (%) ..... -0.056
***************************
Time-Step Critical Elements
***************************
Link 02 (90.42%)
Link 05 (4.30%)
Link 06 (2.14%)
********************************
Highest Flow Instability Indexes
********************************
Link 05 (4)
*********************************
Most Frequent Nonconverging Nodes
*********************************
Convergence obtained at all time steps.
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 1.80 sec
Average Time Step : 14.70 sec
Maximum Time Step : 30.00 sec
% of Time in Steady State : 0.00
Average Iterations per Step : 2.02
% of Steps Not Converging : 0.03
Time Step Frequencies :
30.000 - 13.228 sec : 73.58 %
13.228 - 5.833 sec : 10.90 %
5.833 - 2.572 sec : 10.37 %
2.572 - 1.134 sec : 5.15 %
1.134 - 0.500 sec : 0.00 %
***************************
Page 2
Union Park - 100-yr (No WQ).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
D6 3.67 0.00 0.00 0.32 2.74 0.57 3.30 0.23 25.36 0.900
E1+...+E8 3.67 0.00 0.00 0.49 2.31 0.84 3.15 0.74 76.94 0.858
D2+...+D5 3.67 0.00 0.00 0.35 2.66 0.62 3.28 0.30 33.07 0.894
B1+...+B7 3.67 0.00 0.00 0.33 2.71 0.58 3.29 0.78 75.96 0.897
C1+...+C4 3.67 0.00 0.00 0.40 2.53 0.70 3.23 0.43 46.78 0.882
D1 3.67 0.00 0.00 0.42 2.44 0.76 3.20 0.09 9.76 0.873
******************
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 2.55 5.68 4935.58 0 03:35 5.68
Pond_286 JUNCTION 0.02 0.12 4937.97 0 01:15 0.12
Outlet-02 JUNCTION 0.97 2.86 4929.36 0 01:55 2.86
SDMH-08 JUNCTION 1.60 5.34 4929.35 0 01:58 5.34
SDMH-09 JUNCTION 1.52 4.97 4929.36 0 01:58 4.96
SDMH-11 JUNCTION 1.17 3.74 4929.36 0 01:56 3.74
Outlet-01 OUTFALL 0.00 0.00 4922.35 0 00:00 0.00
Pond_298a STORAGE 5.47 8.92 4935.42 0 03:38 8.92
Pond_298b STORAGE 0.81 3.29 4931.09 0 02:06 3.29
Pond_298c STORAGE 2.36 6.99 4929.34 0 01:59 6.99
*******************
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 -0.482
Pond_286 JUNCTION 107.81 107.81 0 01:15 3.27 3.27 -0.006
Outlet-02 JUNCTION 0.00 4.73 0 04:37 0 4.12 0.021
Page 3
Pond 100-yr Water
Surface Elevations
Union Park - 100-yr (No WQ).rpt
SDMH-08 JUNCTION 35.12 141.27 0 00:40 0.318 5.91 0.015
SDMH-09 JUNCTION 46.78 111.03 0 00:40 0.427 5.29 0.005
SDMH-11 JUNCTION 75.96 75.96 0 00:40 0.779 4.89 -0.025
Outlet-01 OUTFALL 0.00 20.02 0 01:59 0 6.75 0.000
Pond_298a STORAGE 22.81 111.20 0 01:15 0.168 4.1 0.050
Pond_298b STORAGE 33.07 33.07 0 00:40 0.302 0.302 0.004
Pond_298c STORAGE 76.94 211.05 0 00:40 0.742 6.74 -0.130
**********************
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 27.75 4.683 1.117
SDMH-08 JUNCTION 1.58 0.342 1.798
*********************
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 207.712 44.9 0.0 0.0 421.157 91.1 0 03:38 4.73
Pond_298b 6.608 22.0 0.0 0.0 29.992 99.7 0 02:06 1.86
Pond_298c 42.442 20.0 0.0 0.0 179.565 84.8 0 01:59 20.02
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Page 4
Pond Storage Volumes:
298a → 9.67 ac-ft
298b → 0.69 ac-ft
298c → 4.12 ac-ft
Total → 14.48 ac-ft
Union Park - 100-yr (No WQ).rpt
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
Outlet-01 100.00 7.79 20.02 6.746
-----------------------------------------------------------
System 100.00 7.79 20.02 6.746
********************
Link Flow Summary
********************
-----------------------------------------------------------------------------
Maximum Time of Max Maximum Max/ Max/
|Flow| Occurrence |Veloc| Full Full
Link Type CFS days hr:min ft/sec Flow Depth
-----------------------------------------------------------------------------
01 CONDUIT 139.49 0 00:41 7.67 0.89 1.00
04 CONDUIT 4.85 0 04:36 3.60 0.06 0.82
05 CONDUIT 2.03 0 01:19 5.85 0.23 1.00
06 CONDUIT 107.81 0 01:15 0.97 0.01 0.53
03 CONDUIT 66.07 0 00:40 4.88 0.46 0.87
02 CONDUIT 107.22 0 00:40 6.48 0.81 1.00
Pond_C ORIFICE 20.02 0 01:59 1.00
Pond_A ORIFICE 4.73 0 04:37 1.00
Pond_B ORIFICE 1.86 0 03:36 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
-------------------------------------------------------------------------------------
01 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.81 0.00
04 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.03 0.00
05 1.00 0.00 0.29 0.00 0.70 0.01 0.00 0.00 0.31 0.00
06 1.00 0.00 0.91 0.00 0.09 0.00 0.00 0.00 0.98 0.00
03 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.89 0.00
02 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.03 0.00
*************************
Conduit Surcharge Summary
*************************
----------------------------------------------------------------------------
Hours Hours
--------- Hours Full -------- Above Full Capacity
Page 5
Pond 298 Peak
Release Rate
Union Park - 100-yr (No WQ).rpt
Conduit Both Ends Upstream Dnstream Normal Flow Limited
----------------------------------------------------------------------------
01 1.58 1.58 3.67 0.01 0.01
05 27.74 27.74 47.37 0.01 0.01
06 0.01 0.01 46.99 0.01 0.01
02 0.01 0.01 1.58 0.01 0.01
Analysis begun on: Tue Sep 10 13:47:44 2024
Analysis ended on: Tue Sep 10 13:47:44 2024
Total elapsed time: < 1 sec
Page 6
Table - Node Outlet-01
Elapsed Elapsed Total Inflow
Days Hours (CFS)
0 00:05:00 7.13
0 00:10:00 6.41
0 00:14:59 5.63
0 00:19:59 5.79
0 00:24:59 7.16
0 00:29:59 8.98
0 00:34:59 11.61
0 00:39:59 15.30
0 00:44:59 17.92
0 00:49:59 18.84
0 00:54:59 19.31
0 00:59:59 19.52
0 01:04:59 19.65
0 01:09:59 19.73
0 01:14:59 19.80
0 01:19:59 19.86
0 01:24:59 19.90
0 01:29:59 19.93
0 01:34:59 19.96
0 01:39:59 19.98
0 01:44:59 20.00
0 01:49:59 20.01
0 01:54:59 20.01
0 01:59:59 20.01
0 02:04:59 20.01
0 02:09:59 19.97
0 02:14:59 19.88
0 02:19:59 19.78
0 02:24:59 19.66
Union Park - 100-yr SWMM
SWMM 5.2 Page 1
Pond 298 Outlet
Elapsed Elapsed Total Inflow
Days Hours (CFS)
0 02:29:59 19.54
0 02:34:59 19.42
0 02:39:59 19.29
0 02:44:59 19.16
0 02:49:59 19.03
0 02:54:59 18.90
0 02:59:59 18.77
0 03:04:59 18.64
0 03:09:59 18.51
0 03:14:59 18.37
0 03:19:59 18.24
0 03:24:59 18.11
0 03:29:59 17.97
0 03:34:59 17.84
0 03:39:59 17.70
0 03:44:59 17.57
0 03:49:59 17.43
0 03:54:59 17.29
0 03:59:59 17.16
0 04:04:59 17.02
0 04:09:59 16.88
0 04:14:59 16.74
0 04:19:59 16.60
0 04:24:59 16.45
0 04:29:59 16.31
0 04:34:59 16.17
0 04:39:59 16.02
0 04:44:59 15.87
0 04:49:59 15.72
0 04:54:59 15.57
Union Park - 100-yr SWMM
SWMM 5.2 Page 2
Elapsed Elapsed Total Inflow
Days Hours (CFS)
0 04:59:59 15.42
0 05:04:59 15.27
0 05:09:59 15.11
0 05:14:59 14.95
0 05:19:59 14.79
0 05:24:59 14.63
0 05:29:59 14.46
0 05:34:59 14.29
0 05:39:59 14.12
0 05:44:59 13.94
0 05:49:59 13.75
0 05:54:59 13.57
0 05:59:59 13.38
0 06:04:59 13.20
0 06:09:59 13.01
0 06:14:59 12.82
0 06:19:59 12.64
0 06:24:59 12.46
0 06:29:59 12.27
0 06:34:59 12.09
0 06:39:59 11.91
0 06:44:59 11.73
0 06:49:59 11.54
0 06:54:59 11.36
0 06:59:59 11.18
0 07:04:59 11.00
0 07:09:59 10.81
0 07:14:59 10.62
0 07:19:59 10.43
0 07:24:59 10.24
Union Park - 100-yr SWMM
SWMM 5.2 Page 3
Elapsed Elapsed Total Inflow
Days Hours (CFS)
0 07:29:59 10.05
0 07:34:59 9.85
0 07:39:59 9.65
0 07:44:59 9.45
0 07:49:59 9.25
0 07:54:59 9.04
0 07:59:59 8.84
0 08:04:59 8.63
0 08:09:59 8.41
0 08:14:59 8.19
0 08:19:59 7.97
0 08:24:59 7.75
0 08:29:59 7.53
0 08:34:59 7.32
0 08:39:59 7.10
0 08:44:59 6.89
0 08:49:59 6.68
0 08:54:59 6.40
0 08:59:59 6.14
0 09:04:59 5.91
0 09:09:59 5.71
0 09:14:59 5.54
0 09:19:59 5.39
0 09:24:59 5.26
0 09:29:59 5.14
0 09:34:59 5.05
0 09:39:59 4.96
0 09:44:59 4.89
0 09:49:59 4.83
0 09:54:59 4.78
Union Park - 100-yr SWMM
SWMM 5.2 Page 4
Elapsed Elapsed Total Inflow
Days Hours (CFS)
0 09:59:59 4.73
0 10:04:59 4.69
0 10:09:59 4.66
0 10:14:59 4.63
0 10:19:59 4.61
0 10:24:59 4.58
0 10:29:59 4.57
0 10:34:59 4.55
0 10:39:59 4.54
0 10:44:59 4.52
0 10:49:59 4.51
0 10:54:59 4.50
0 10:59:59 4.49
0 11:04:59 4.49
0 11:09:59 4.48
0 11:14:59 4.47
0 11:19:59 4.47
0 11:24:59 4.46
0 11:29:59 4.46
0 11:34:59 4.45
0 11:39:59 4.45
0 11:44:59 4.44
0 11:49:59 4.44
0 11:54:59 4.43
0 11:59:59 4.43
0 12:04:59 4.42
0 12:09:59 4.42
0 12:14:59 4.42
0 12:19:59 4.41
0 12:24:59 4.41
Union Park - 100-yr SWMM
SWMM 5.2 Page 5
Elapsed Elapsed Total Inflow
Days Hours (CFS)
0 12:29:59 4.40
0 12:34:59 4.40
0 12:39:59 4.39
0 12:44:59 4.39
0 12:49:59 4.39
0 12:54:59 4.38
0 12:59:59 4.38
0 13:04:59 4.37
0 13:09:59 4.37
0 13:14:59 4.36
0 13:19:59 4.36
0 13:24:59 4.35
0 13:29:59 4.35
0 13:34:59 4.34
0 13:39:59 4.34
0 13:44:59 4.34
0 13:49:59 4.33
0 13:54:59 4.33
0 13:59:59 4.32
0 14:04:59 4.32
0 14:09:59 4.31
0 14:14:59 4.31
0 14:19:59 4.30
0 14:24:59 4.30
0 14:29:59 4.29
0 14:34:59 4.29
0 14:39:59 4.28
0 14:44:59 4.28
0 14:49:59 4.27
0 14:54:59 4.27
Union Park - 100-yr SWMM
SWMM 5.2 Page 6
Elapsed Elapsed Total Inflow
Days Hours (CFS)
0 14:59:59 4.26
0 15:04:59 4.26
0 15:09:59 4.25
0 15:14:59 4.25
0 15:19:59 4.24
0 15:24:59 4.24
0 15:29:59 4.23
0 15:34:59 4.23
0 15:39:59 4.22
0 15:44:59 4.22
0 15:49:59 4.21
0 15:54:59 4.21
0 15:59:59 4.20
0 16:04:59 4.20
0 16:09:59 4.19
0 16:14:59 4.19
0 16:19:59 4.18
0 16:24:59 4.18
0 16:29:59 4.17
0 16:34:59 4.17
0 16:39:59 4.16
0 16:44:59 4.16
0 16:49:59 4.15
0 16:54:59 4.15
0 16:59:59 4.14
0 17:04:59 4.13
0 17:09:59 4.13
0 17:14:59 4.12
0 17:19:59 4.12
0 17:24:59 4.11
Union Park - 100-yr SWMM
SWMM 5.2 Page 7
Elapsed Elapsed Total Inflow
Days Hours (CFS)
0 17:29:59 4.11
0 17:34:59 4.10
0 17:39:59 4.10
0 17:44:59 4.09
0 17:49:59 4.09
0 17:54:59 4.08
0 17:59:59 4.08
0 18:04:59 4.07
0 18:09:59 4.07
0 18:14:59 4.06
0 18:19:59 4.06
0 18:24:59 4.05
0 18:29:59 4.04
0 18:34:59 4.04
0 18:39:59 4.03
0 18:44:59 4.03
0 18:49:59 4.02
0 18:54:59 4.02
0 18:59:59 4.01
0 19:04:59 4.01
0 19:09:59 4.00
0 19:14:59 4.00
0 19:19:59 3.99
0 19:24:59 3.98
0 19:29:59 3.98
0 19:34:59 3.97
0 19:39:59 3.97
0 19:44:59 3.96
0 19:49:59 3.96
0 19:54:59 3.95
Union Park - 100-yr SWMM
SWMM 5.2 Page 8
Elapsed Elapsed Total Inflow
Days Hours (CFS)
0 19:59:59 3.94
0 20:04:59 3.94
0 20:09:59 3.93
0 20:14:59 3.93
0 20:19:59 3.92
0 20:24:59 3.92
0 20:29:59 3.91
0 20:34:59 3.90
0 20:39:59 3.90
0 20:44:59 3.89
0 20:49:59 3.89
0 20:54:59 3.88
0 20:59:59 3.88
0 21:04:59 3.87
0 21:09:59 3.86
0 21:14:59 3.86
0 21:19:59 3.85
0 21:24:59 3.85
0 21:29:59 3.84
0 21:34:59 3.84
0 21:39:59 3.83
0 21:44:59 3.82
0 21:49:59 3.82
0 21:54:59 3.81
0 21:59:59 3.81
0 22:04:59 3.80
0 22:09:59 3.79
0 22:14:59 3.79
0 22:19:59 3.78
0 22:24:59 3.78
Union Park - 100-yr SWMM
SWMM 5.2 Page 9
Elapsed Elapsed Total Inflow
Days Hours (CFS)
0 22:29:59 3.77
0 22:34:59 3.76
0 22:39:59 3.76
0 22:44:59 3.75
0 22:49:59 3.75
0 22:54:59 3.74
0 22:59:59 3.73
0 23:04:59 3.73
0 23:09:59 3.72
0 23:14:59 3.72
0 23:19:59 3.71
0 23:24:59 3.70
0 23:29:59 3.70
0 23:34:59 3.69
0 23:39:59 3.69
0 23:44:59 3.68
0 23:49:59 3.67
0 23:54:59 3.67
0 23:59:59 3.66
1 00:04:59 3.66
1 00:09:59 3.65
1 00:14:59 3.64
1 00:19:59 3.64
1 00:24:59 3.63
1 00:29:59 3.62
1 00:34:59 3.62
1 00:39:59 3.61
1 00:44:59 3.60
1 00:49:59 3.60
1 00:54:59 3.59
Union Park - 100-yr SWMM
SWMM 5.2 Page 10
Elapsed Elapsed Total Inflow
Days Hours (CFS)
1 00:59:59 3.59
1 01:04:59 3.58
1 01:09:59 3.57
1 01:14:59 3.57
1 01:19:59 3.56
1 01:24:59 3.55
1 01:29:59 3.55
1 01:34:59 3.54
1 01:39:59 3.53
1 01:44:59 3.53
1 01:49:59 3.52
1 01:54:59 3.51
1 01:59:59 3.51
1 02:04:59 3.50
1 02:09:59 3.49
1 02:14:59 3.49
1 02:19:59 3.48
1 02:24:59 3.47
1 02:29:59 3.47
1 02:34:59 3.46
1 02:39:59 3.45
1 02:44:59 3.45
1 02:49:59 3.44
1 02:54:59 3.43
1 02:59:59 3.43
1 03:04:59 3.42
1 03:09:59 3.41
1 03:14:59 3.41
1 03:19:59 3.40
1 03:24:59 3.39
Union Park - 100-yr SWMM
SWMM 5.2 Page 11
Elapsed Elapsed Total Inflow
Days Hours (CFS)
1 03:29:59 3.39
1 03:34:59 3.38
1 03:39:59 3.37
1 03:44:59 3.37
1 03:49:59 3.36
1 03:54:59 3.35
1 03:59:59 3.35
1 04:04:59 3.34
1 04:09:59 3.33
1 04:14:59 3.33
1 04:19:59 3.32
1 04:24:59 3.31
1 04:29:59 3.31
1 04:34:59 3.30
1 04:39:59 3.29
1 04:44:59 3.29
1 04:49:59 3.28
1 04:54:59 3.27
1 04:59:59 3.27
1 05:04:59 3.26
1 05:09:59 3.25
1 05:14:59 3.25
1 05:19:59 3.24
1 05:24:59 3.23
1 05:29:59 3.22
1 05:34:59 3.22
1 05:39:59 3.21
1 05:44:59 3.20
1 05:49:59 3.20
1 05:54:59 3.19
Union Park - 100-yr SWMM
SWMM 5.2 Page 12
Elapsed Elapsed Total Inflow
Days Hours (CFS)
1 05:59:59 3.18
1 06:04:59 3.18
1 06:09:59 3.17
1 06:14:59 3.16
1 06:19:59 3.16
1 06:24:59 3.15
1 06:29:59 3.14
1 06:34:59 3.13
1 06:39:59 3.13
1 06:44:59 3.12
1 06:49:59 3.11
1 06:54:59 3.11
1 06:59:59 3.10
1 07:04:59 3.09
1 07:09:59 3.08
1 07:14:59 3.08
1 07:19:59 3.07
1 07:24:59 3.06
1 07:29:59 3.06
1 07:34:59 3.05
1 07:39:59 3.04
1 07:44:59 3.04
1 07:49:59 3.03
1 07:54:59 3.02
1 07:59:59 3.01
1 08:04:59 3.01
1 08:09:59 3.00
1 08:14:59 2.99
1 08:19:59 2.98
1 08:24:59 2.98
Union Park - 100-yr SWMM
SWMM 5.2 Page 13
Elapsed Elapsed Total Inflow
Days Hours (CFS)
1 08:29:59 2.97
1 08:34:59 2.96
1 08:39:59 2.96
1 08:44:59 2.95
1 08:49:59 2.94
1 08:54:59 2.93
1 08:59:59 2.93
1 09:04:59 2.92
1 09:09:59 2.91
1 09:14:59 2.90
1 09:19:59 2.90
1 09:24:59 2.89
1 09:29:59 2.88
1 09:34:59 2.88
1 09:39:59 2.87
1 09:44:59 2.86
1 09:49:59 2.85
1 09:54:59 2.85
1 09:59:59 2.84
1 10:04:59 2.83
1 10:09:59 2.82
1 10:14:59 2.82
1 10:19:59 2.81
1 10:24:59 2.80
1 10:29:59 2.79
1 10:34:59 2.79
1 10:39:59 2.78
1 10:44:59 2.77
1 10:49:59 2.76
1 10:54:59 2.76
Union Park - 100-yr SWMM
SWMM 5.2 Page 14
Elapsed Elapsed Total Inflow
Days Hours (CFS)
1 10:59:59 2.75
1 11:04:59 2.74
1 11:09:59 2.73
1 11:14:59 2.73
1 11:19:59 2.72
1 11:24:59 2.71
1 11:29:59 2.70
1 11:34:59 2.69
1 11:39:59 2.69
1 11:44:59 2.68
1 11:49:59 2.67
1 11:54:59 2.66
1 11:59:59 2.65
1 12:04:59 2.65
1 12:09:59 2.64
1 12:14:59 2.63
1 12:19:59 2.62
1 12:24:59 2.61
1 12:29:59 2.60
1 12:34:59 2.60
1 12:39:59 2.59
1 12:44:59 2.58
1 12:49:59 2.57
1 12:54:59 2.56
1 12:59:59 2.55
1 13:04:59 2.55
1 13:09:59 2.54
1 13:14:59 2.53
1 13:19:59 2.52
1 13:24:59 2.51
Union Park - 100-yr SWMM
SWMM 5.2 Page 15
Elapsed Elapsed Total Inflow
Days Hours (CFS)
1 13:29:59 2.50
1 13:34:59 2.49
1 13:39:59 2.49
1 13:44:59 2.48
1 13:49:59 2.47
1 13:54:59 2.46
1 13:59:59 2.45
1 14:04:59 2.44
1 14:09:59 2.43
1 14:14:59 2.42
1 14:19:59 2.41
1 14:24:59 2.41
1 14:29:59 2.40
1 14:34:59 2.39
1 14:39:59 2.38
1 14:44:59 2.37
1 14:49:59 2.36
1 14:54:59 2.35
1 14:59:59 2.34
1 15:04:59 2.33
1 15:09:59 2.32
1 15:14:59 2.31
1 15:19:59 2.30
1 15:24:59 2.29
1 15:29:59 2.28
1 15:34:59 2.27
1 15:39:59 2.26
1 15:44:59 2.25
1 15:49:59 2.24
1 15:54:59 2.23
Union Park - 100-yr SWMM
SWMM 5.2 Page 16
Elapsed Elapsed Total Inflow
Days Hours (CFS)
1 15:59:59 2.22
1 16:04:59 2.21
1 16:09:59 2.20
1 16:14:59 2.19
1 16:19:59 2.18
1 16:24:59 2.17
1 16:29:59 2.16
1 16:34:59 2.15
1 16:39:59 2.13
1 16:44:59 2.12
1 16:49:59 2.11
1 16:54:59 2.10
1 16:59:59 2.09
1 17:04:59 2.08
1 17:09:59 2.06
1 17:14:59 2.05
1 17:19:59 2.04
1 17:24:59 2.03
1 17:29:59 2.01
1 17:34:59 2.00
1 17:39:59 1.99
1 17:44:59 1.98
1 17:49:59 1.96
1 17:54:59 1.95
1 17:59:59 1.93
1 18:04:59 1.92
1 18:09:59 1.91
1 18:14:59 1.89
1 18:19:59 1.88
1 18:24:59 1.86
Union Park - 100-yr SWMM
SWMM 5.2 Page 17
Elapsed Elapsed Total Inflow
Days Hours (CFS)
1 18:29:59 1.85
1 18:34:59 1.83
1 18:39:59 1.82
1 18:44:59 1.80
1 18:49:59 1.78
1 18:54:59 1.77
1 18:59:59 1.75
1 19:04:59 1.73
1 19:09:59 1.71
1 19:14:59 1.69
1 19:19:59 1.68
1 19:24:59 1.66
1 19:29:59 1.64
1 19:34:59 1.62
1 19:39:59 1.60
1 19:44:59 1.58
1 19:49:59 1.55
1 19:54:59 1.53
1 19:59:59 1.51
1 20:04:59 1.49
1 20:09:59 1.46
1 20:14:59 1.44
1 20:19:59 1.41
1 20:24:59 1.39
1 20:29:59 1.36
1 20:34:59 1.33
1 20:39:59 1.30
1 20:44:59 1.27
1 20:49:59 1.24
1 20:54:59 1.21
Union Park - 100-yr SWMM
SWMM 5.2 Page 18
Elapsed Elapsed Total Inflow
Days Hours (CFS)
1 20:59:59 1.17
1 21:04:59 1.14
1 21:09:59 1.10
1 21:14:59 1.06
1 21:19:59 1.01
1 21:24:59 0.97
1 21:29:59 0.91
1 21:34:59 0.85
1 21:39:59 0.78
1 21:44:59 0.70
1 21:49:59 0.61
1 21:54:59 0.53
1 21:59:59 0.46
1 22:04:59 0.40
1 22:09:59 0.34
1 22:14:59 0.29
1 22:19:59 0.25
1 22:24:59 0.22
1 22:29:59 0.19
1 22:34:59 0.16
1 22:39:59 0.14
1 22:44:59 0.13
1 22:49:59 0.11
1 22:54:59 0.10
1 22:59:59 0.09
1 23:04:59 0.08
1 23:09:59 0.07
1 23:14:59 0.06
1 23:19:59 0.06
1 23:24:59 0.05
Union Park - 100-yr SWMM
SWMM 5.2 Page 19
Elapsed Elapsed Total Inflow
Days Hours (CFS)
1 23:29:59 0.05
1 23:34:59 0.04
1 23:39:59 0.04
1 23:44:59 0.04
1 23:49:59 0.03
1 23:54:59 0.03
1 23:59:59 0.03
Union Park - 100-yr SWMM
SWMM 5.2 Page 20
Elapsed Time (hours)
50454035302520151050
To
t
a
l
I
n
f
l
o
w
(
C
F
S
)
20.0
16.0
12.0
8.0
4.0
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
DS DSDS
DS
DS
DS
DS
DSDS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS DS
DS
DS
DS
DS
DS
DSDS
DS
DS
DS
DS
DS DSDS
DS
DS
DS
DS
DS
DS
DS
DS
DSDS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS DS
DS
UPUP
DS
DSDS
DS
DSDS
DS
DS
DS
DS
DS
DS
DS
DS DS
DS DS
DS
DS DS
DS DS
DS
DS
DS
UPUP
DS
DSDS
DS
DSDS
DS
DS
DS
DS
DS
DS
DS
DS DS
DS DS
DS
DS DS
DS DS
DS
DS
DS
DSDSDS
DS
DS
DS
DS
DS
DS
DS
DS
DS DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DSDS
DS
DSDSDS
DS
DS
DS
DS
DS DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DSDS
DS
DS
DS
DS
DS
DS DS
DS
DS
DS
DS
UPUP
DS
DSDS
DS
DS
DS
DS
DS
DS DS
DS
DS
DS DS
DS
DS
DS
DS
DS
DS
DS
DSDSDS
DS
DS
DS
DS
DS DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DSDS
DS
DS
DS
DS
DS
DS DS
DS
DS
DS
DS
UPUP
DS
DSDS
DS
DSDS
DS
DS
DS
DS
DS
DS
DS
DS DS
DS DS
DS
DS DS
DS DS
DS
DS
DS
UPUP
DS
DSDS
DS
DS
DS
DS
DS
DS DS
DS
DS
DS DS
DS
DS
DS
DS
DS
DS
DS
DS DSDS
DS
DS
DS
DS
DSDS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS DS
DS
DS
DS
DS
DS
DSDS
DS
DS
DS
DS
D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYS
NYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYS
NYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYS
NYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
ND
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
D
UCTILEIRON
RAINSTOWATERWAYS
NYLOPLAST
DONOTPOLLUTED
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE
D
D
UCTILEIRON
RAINSTOWATERWAYS
NYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYS
NYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE
NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
D
ND
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYSD
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRON
DO 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 IRON
DO 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 IRON
DO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSNYLOPLAST DUCTILE IRON
DO 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 IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
DDONOTPOLLUTE
RAINSTOWATERWAYS
DUCTILEIRONNYLOPLAST 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
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE
D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE
D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRON
RAINSTOWATERWAYS
NYLOPLAST
DONOTPOLLUTED
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYS
NYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE
D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYS
NYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYS
NYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE
D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE
D
D
UCTILEIRON
RAINSTOWATERWAYS
NYLOPLAST
DONOTPOLLUTE
D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE
D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE
D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE
D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE
DDONOTPOLLUTE
RAINSTOWATERWAYS
DUCTILEIRONNYLOPLAST
DDONOTPOLLUTE
RAINSTOWATERWAYS
DUCTILEIRONNYLOPLAST
DDONOTPOLLUTE
RAINSTOWATERWAYS
DUCTILEIRONNYLOPLAST
DDONOTPOLLUTE
RAINSTOWATERWAYS
DUCTILEIRONNYLOPLAST
DDONOTPOLLUTE
RAINSTOWATERWAYS
DUCTILEIRONNYLOPLAST
NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
D
NDYLOPLAST
ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
ND
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
NDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
NDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
NDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
ND
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
NDYLOPLAST
ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
NDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYSD
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
NDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
NDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
NDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
NDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
NDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
NDYLOPLAST
ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
ND
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
ND
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
NDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
NDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
NDYLOPLAST
ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
ND
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
NDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
NDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
ND
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
NDYLOPLAST
ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
ND
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
ND
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
NDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
ND
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
NDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
NYLOPLAST DUCTILE IRON
DO NOT POLLUTE DRAINS TO WATERWAYS
NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE
D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRON
RAINSTOWATERWAYS
NYLOPLAST
DONOTPOLLUTE
D
N
D YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
ND
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYSD
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYSD
NDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYS
NYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE
D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYS
NYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE
DO NOT POLLUTEDRAINS TO WATERWAYS
NYLOPLASTDUCTILE IRON
D
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRON
RAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE
OFFSITE AFFINITY
SPILL LOCATION
INADVERTENT DETENTION SPILL LOCATION
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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
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BLDG A11
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BLDG A10
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BLDG A9
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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
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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
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LOT
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LOT R1
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BLOCK 26
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NEWBURG COURT HARRINGTON COURT
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LID D
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POND 298A
POND 298C
POND 298C
STORM OUTFALL
20.1 CFS LIMITED
AFFINITY OUTFALL
ROUTED THROUGH
POND & SITE
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STORMTECH SC-800
(45 CHAMBERS)
GOLDEN GROVE DRIVE
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TRACT A
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TRACT N
D,U&AE(PR)
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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
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9/9/24
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.Call
Know 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
0% 0.25
C2 to C10 C100
A1 111,351 2.56 0 0 6,599 104,752 5.3% 0.29 0.36
B1 11,272 0.26 0 5,863 1,988 3,421 62.7% 0.74 0.92
B2 79,491 1.82 21,972 30,514 9,036 17,970 72.4% 0.79 0.99
B3 23,289 0.53 10,394 4,189 2,341 6,364 69.9% 0.76 0.95
B4 46,547 1.07 12,516 20,670 7,505 5,856 81.4% 0.86 1.00
B5 63,375 1.45 19,495 28,264 7,321 8,295 81.3% 0.86 1.00
B6 22,469 0.52 10,352 6,637 2,846 2,634 84.1% 0.87 1.00
B7 134,027 3.08 44,459 43,774 15,217 30,576 72.8% 0.79 0.99
B1+…+B7 380,470 8.73 119,188 139,911 46,254 75,117 75.4% 0.81 1.00
C1 51,576 1.18 14,674 17,724 6,095 13,083 70.0% 0.77 0.97
C2 20,054 0.46 7,948 1,616 3,443 7,047 62.3% 0.70 0.88
C3 21,462 0.49 0 11,132 4,607 5,723 66.0% 0.76 0.95
C4 119,075 2.73 31,961 46,218 14,581 26,315 72.8% 0.80 0.99
C1+...+C4 212,167 4.87 54,582 76,690 28,727 52,168 70.4% 0.78 0.97
D1 42,986 0.99 15,866 9,376 5,490 12,253 68.0% 0.75 0.94
D2 68,356 1.57 21,316 25,938 12,821 8,282 82.2% 0.87 1.00
D3 44,263 1.02 11,671 20,042 5,982 6,569 79.3% 0.85 1.00
D4 18,282 0.42 9,554 5,342 2,496 891 90.8% 0.92 1.00
D5 17,199 0.39 0 0 1,875 15,325 9.8% 0.33 0.41
D6 112,754 2.59 41,284 35,158 14,361 21,951 76.1% 0.81 1.00
D1+…+D6 303,840 6.98 99,690 95,855 43,025 65,270 73.9% 0.80 1.00
E1 53,383 1.23 24,260 14,434 4,406 10,283 77.2% 0.82 1.00
E2 78,656 1.81 29,865 13,255 10,983 24,552 65.7% 0.73 0.91
E3 68,831 1.58 32,990 15,066 8,447 12,328 78.7% 0.82 1.00
E4 29,661 0.68 0 5,415 289 23,957 17.3% 0.38 0.48
E5 25,041 0.57 9,959 9,355 3,808 1,919 87.1% 0.90 1.00
E6 26,840 0.62 10,922 9,512 3,348 3,057 83.8% 0.87 1.00
E7 51,210 1.18 18,533 19,105 7,440 6,133 82.8% 0.87 1.00
E8 44,852 1.03 0 1,766 2,512 40,574 8.6% 0.32 0.40
E1+…+E8 378,473 8.69 126,530 87,909 41,232 122,802 64.1% 0.72 0.90
Total 1,386,302 31.83 399,990 400,365 165,838 420,109 65.6% 0.74 0.92
A1+B1 122,623 2.82 0 5,863 8,587 108,173 10.6% 0.33 0.42
B2+B3 102,780 2.36 32,366 34,703 11,376 24,334 71.8% 0.78 0.98
B4+B5 109,922 2.52 32,011 48,934 14,827 14,151 81.3% 0.86 1.00
B4+B5+B6 132,391 3.04 42,363 55,571 17,672 16,785 81.8% 0.86 1.00
A1+B1+B4+B5+B6 255,015 5.85 42,363 61,434 26,260 124,958 47.6% 0.61 0.76
C1+C2 71,630 1.64 22,621 19,341 9,538 20,130 67.9% 0.75 0.94
C1+C2+C3 93,092 2.14 22,621 30,473 14,145 25,853 67.4% 0.76 0.94
A1+B1+B4+B5+B6+C1+…+C4 467,182 10.73 96,945 138,124 54,987 177,126 58.0% 0.68 0.86
D2+D3 112,619 2.59 32,987 45,979 18,803 14,851 81.1% 0.86 1.00
D2+…+D5 148,100 3.40 42,540 51,321 23,173 31,066 74.0% 0.80 1.00
D2+…+D6 260,855 5.99 83,824 86,479 37,535 53,017 74.9% 0.81 1.00
E1+E4 83,044 1.91 24,260 19,849 4,694 34,240 55.8% 0.66 0.83
E1+E2+E4 161,699 3.71 54,125 33,104 15,678 58,792 60.6% 0.70 0.87
A1+B1+B4+B5+B6+C1+…+C4+E1+E2+E4 628,881 14.44 151,070 171,228 70,664 235,918 58.6% 0.69 0.86
A1+…+D1+D6+E1+...+E4 1,090,258 25.03 318,036 309,305 125,557 337,360 65.1% 0.73 0.92
D1+E1+…+E8 421,459 9.68 142,396 97,285 46,723 135,055 64.5% 0.73 0.91
Paved
Roof
Walks
Runoff Coefficients and Frequency Adjustment Factors for City of Fort Collins - Storm Water Criteria Manual
% Impervious values from Table 3.2.2 in the Fort Collins Stormwater Criteria Manual
J.Claeys
21-1044-00
September 9, 2024
Land Use
Union Park
DEVELOPED IMPERVIOUS AREA CALCULATION
DESIGN CRITERIA:
Fort Collins Stormwater Criteria Manual
BASINS:
Highland Development Services
Lawns
(Heavy, 2-7% Slope)
Sub-basin
Designation
Atotal
(sq feet)
Atotal
(acres)
Combined Basins for Street, Inlet, & Pipe Capacity Calculations
Weighted %
Impervious
COMPOSITEApaved
(sq feet)
Aroof
(sq feet)
Awalk
(sq feet)
Alawn
(sq feet)
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 72.4% 0.79 1.82 45 0.0200 3.07 390 0.0050 0.10 0.016 1.42 4.58 7.65 435 12.42 7.65
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 81.4% 0.86 1.07 39 0.0200 2.21 334 0.0050 0.10 0.016 1.42 3.92 6.13 373 12.07 6.13
B5 B5 81.3% 0.86 1.45 127 0.0200 4.04 133 0.0050 0.10 0.016 1.42 1.56 5.60 260 11.44 5.60
B6 B6 84.1% 0.87 0.52 146 0.0200 4.16 140 0.0050 0.10 0.016 1.42 1.64 5.81 286 11.59 5.81
B7 B7 72.8% 0.79 3.08 33 0.0200 2.64 817 0.0082 0.10 0.016 1.82 7.47 10.11 850 14.72 10.11
C1 C1 70.0% 0.77 1.18 49 0.0200 3.40 237 0.0198 0.10 0.016 2.83 1.40 5.00 286 11.59 5.00
C2 C2 62.3% 0.70 0.46 48 0.0200 4.07 156 0.0053 0.10 0.016 1.45 1.79 5.86 204 11.13 5.86
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 72.8% 0.80 2.73 47 0.0200 3.10 287 0.0058 0.10 0.016 1.53 3.13 6.24 334 11.86 6.24
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 1.57 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 79.3% 0.85 1.02 284 0.0100 8.00 118 0.0050 0.10 0.016 1.42 1.39 9.39 402 12.23 9.39
D4 D4 90.8% 0.92 0.42 109 0.0200 2.85 132 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 76.1% 0.81 2.59 65 0.0200 3.43 687 0.0071 0.10 0.016 1.70 6.75 10.18 752 14.18 10.18
E1 E1 77.2% 0.82 1.23 100 0.0200 4.23 209 0.0050 0.10 0.016 1.42 2.46 6.68 309 11.72 6.68
E2 E2 65.7% 0.73 1.81 83 0.0200 4.98 468 0.0082 0.10 0.016 1.82 4.28 9.26 551 13.06 9.26
E3 E3 78.7% 0.82 1.58 118 0.0200 4.44 454 0.0050 0.10 0.016 1.42 5.33 9.77 572 13.18 9.77
E4 E4 17.3% 0.38 0.68 113 0.0200 11.29 127 0.0050 0.10 0.016 1.42 1.49 12.78 240 11.33 11.33
E5 E5 87.1% 0.90 0.57 174 0.0100 5.02 72 0.0050 0.10 0.016 1.42 0.85 5.87 246 11.37 5.87
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 82.8% 0.87 1.18 60 0.0200 2.69 460 0.0050 0.10 0.016 1.42 5.40 8.09 520 12.89 8.09
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 75.4% 0.81 8.73 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 70.4% 0.78 4.87 49 0.0200 3.35 521 0.0117 0.10 0.016 2.17 3.99 7.34 N/A -7.34
D2+…+D6 LID D 74.9% 0.81 5.99 44 0.0200 2.88 875 0.0750 0.10 0.016 5.49 2.65 5.53 N/A -5.53
A1+…+E8 Pond 298c 65.6% 0.74 31.83 173 0.0542 5.07 1752 0.0030 0.10 0.016 1.10 26.57 31.64 N/A -31.64
September 9, 2024
Union Park
DEVELOPED TIME OF CONCENTRATION
J.Claeys
21-1044-00
Highland Development Services
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)
OVERALL LENGTH
(ft/ft)
tc
(min)
SLOPE
(ft/ft)
ti
(min)
LENGTH
(ft)
SLOPE
(ft/ft)
VELOCITY
(ft/s)
ROUGHNESS
COEFFICIENT
HYDRAULIC
RADIUS
(ft)
ticttt+=
V
Ltt60
=
1.871.1
10
180
+=LtcV.
R2/3 S 1/2
21-1044-00 Rational Calcs.xlsx Page 2 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 (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 72.4% 0.99 1.82 45 0.0200 1.10 390 0.0050 0.10 0.016 1.42 4.58 5.68 435 12.42 5.68
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 81.4% 1.00 1.07 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 81.3% 1.00 1.45 127 0.0200 1.67 133 0.0050 0.10 0.016 1.42 1.56 5.00 260 11.44 5.00
B6 B6 84.1% 1.00 0.52 146 0.0200 1.79 140 0.0050 0.10 0.016 1.42 1.64 5.00 286 11.59 5.00
B7 B7 72.8% 0.99 3.08 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 70.0% 0.97 1.18 49 0.0200 1.40 237 0.0198 0.10 0.016 2.83 1.40 5.00 286 11.59 5.00
C2 C2 62.3% 0.88 0.46 48 0.0200 2.26 156 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 72.8% 0.99 2.73 47 0.0200 1.08 287 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 1.57 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 79.3% 1.00 1.02 284 0.0100 3.15 118 0.0050 0.10 0.016 1.42 1.39 5.00 402 12.23 5.00
D4 D4 90.8% 1.00 0.42 109 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 76.1% 1.00 2.59 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 77.2% 1.00 1.23 100 0.0200 1.48 209 0.0050 0.10 0.016 1.42 2.46 5.00 309 11.72 5.00
E2 E2 65.7% 0.91 1.81 83 0.0200 2.51 468 0.0082 0.10 0.016 1.82 4.28 6.79 551 13.06 6.79
E3 E3 78.7% 1.00 1.58 118 0.0200 1.61 454 0.0050 0.10 0.016 1.42 5.33 6.95 572 13.18 6.95
E4 E4 17.3% 0.48 0.68 113 0.0200 9.77 127 0.0050 0.10 0.016 1.42 1.49 11.26 240 11.33 11.26
E5 E5 87.1% 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 82.8% 1.00 1.18 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 65.6% 0.92 31.83 173 0.0542 2.49 1752 0.0030 0.10 0.016 1.10 26.57 29.06 1925 20.69 20.69
September 9, 2024
Union Park
DEVELOPED TIME OF CONCENTRATION
J.Claeys
21-1044-00
Highland Development Services
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)
OVERALL LENGTH
(ft/ft)
tc
(min)
SLOPE
(ft/ft)
ti
(min)
LENGTH
(ft)
SLOPE
(ft/ft)
VELOCITY
(ft/s)
HYDRAULIC
RADIUS
(ft)
ROUGHNESS
COEFFICIENT
ticttt+=
V
Ltt60
=
1.871.1
10
180
+=LtcV.
R2/3 S 1/2
21-1044-00 Rational Calcs.xlsx Page 3 of 4 Highland Development Services
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 1.82 72.4% 7.65 0.79 2.44 3.53 5.68 0.99 9.35 16.89
B3 B3 0.53 69.9% 7.94 0.76 2.41 0.98 6.68 0.95 8.91 4.52
B4 B4 1.07 81.4% 6.13 0.86 2.62 2.42 5.00 1.00 9.95 10.63
B5 B5 1.45 81.3% 5.60 0.86 2.69 3.36 5.00 1.00 9.95 14.48
B6 B6 0.52 84.1% 5.81 0.87 2.66 1.19 5.00 1.00 9.95 5.13
B7 B7 3.08 72.8% 10.11 0.79 2.20 5.36 8.43 0.99 8.24 25.03
C1 C1 1.18 70.0% 5.00 0.77 2.85 2.61 5.00 0.97 9.95 11.38
C2 C2 0.46 62.3% 5.86 0.70 2.66 0.86 5.00 0.88 9.95 4.03
C3 C3 0.49 66.0% 6.89 0.76 2.53 0.95 5.22 0.95 9.58 4.50
C4 C4 2.73 72.8% 6.24 0.80 2.61 5.67 5.00 0.99 9.95 27.04
D1 D1 0.99 68.0% 10.74 0.75 2.15 1.59 8.77 0.94 8.12 7.51
D2 D2 1.57 82.2% 8.61 0.87 2.34 3.18 7.28 1.00 8.66 13.59
D3 D3 1.02 79.3% 9.39 0.85 2.27 1.95 5.00 1.00 9.95 10.11
D4 D4 0.42 90.8% 5.00 0.92 2.85 1.10 5.00 1.00 9.95 4.18
D5 D5 0.39 9.8% 9.92 0.33 2.22 0.29 8.98 0.41 8.05 1.30
D6 D6 2.59 76.1% 10.18 0.81 2.20 4.63 7.95 1.00 8.41 21.77
E1 E1 1.23 77.2% 6.68 0.82 2.55 2.55 5.00 1.00 9.95 12.19
E2 E2 1.81 65.7% 9.26 0.73 2.28 3.01 6.79 0.91 8.86 14.63
E3 E3 1.58 78.7% 9.77 0.82 2.23 2.91 6.95 1.00 8.80 13.90
E4 E4 0.68 17.3% 11.33 0.38 2.10 0.55 11.26 0.48 7.36 2.41
E5 E5 0.57 87.1% 5.87 0.90 2.66 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 1.18 82.8% 8.09 0.87 2.40 2.44 6.55 1.00 8.96 10.54
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 31.83 65.6% 31.64 0.72 1.24 28.61 20.69 0.92 5.51 161.84
B1+…+B7 LID B 8.73 75.4% 9.93 0.81 2.22 15.74
C1+...+C4 LID C 4.87 70.4% 7.34 0.78 2.48 9.39
D2+…+D6 LID D 5.99 74.9% 5.53 0.81 2.70 13.07
Date:
DESIGN CRITERIA:
City of Fort Collins Stormwater Criteria Manual
EQUATIONS:
C n = n -yr runoff coefficient
Q n = n -yr peak discharge (cfs)
September 9, 2024
21-1044-00
Highland Development Services
J.Claeys
DEVELOPED PEAK RUNOFF
Union Park
Design Engineer:
Design Firm:
Project Number:
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
28.5
10
. !
21-1044-00 Rational Calcs.xlsx Page 4 of 4 Highland Development Services
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)2.36
C2-10 C100
Runoff Coefficients 0.78 0.98
Overland Flow Time
Length (ft) 46
Slope (%) 2.00%
2-yr to
10-yr 100-yr
ti
(min)3.18 1.20
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
9.25 7.28
Intensities (in/hr)
2-yr 100-yr
2.28 8.66
Discharge (cfs)
2-yr 100-yr
4.22 20.04
Highland Development Services
Fort Collins Stormwater Criteria Manual
J.Claeys
21-1044-00
September 9, 2024
=
1.87 1.1 −
.
V=.
R2/3 S 1/2
=28.5
10 +
. =
= +
=
60"
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 B4+B5
Contributing Area (acres)2.52
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)2.23 0.93
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
3.72 2.42
Intensities (in/hr)
2-yr 100-yr
2.98 11.23
Discharge (cfs)
2-yr 100-yr
6.46 28.35
J.Claeys
Highland Development Services
21-1044-00
September 9, 2024
Fort Collins Stormwater Criteria Manual
=
1.87 1.1 −
.
V=.
R2/3 S 1/2
=28.5
10 +
. =
= +
=
60"
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-20
Contributing Basins B4+B5+B6
Contributing Area (acres)3.04
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)2.21 0.93
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
7.48 6.19
Intensities (in/hr)
2-yr 100-yr
2.46 9.12
Discharge (cfs)
2-yr 100-yr
6.44 27.71
J.Claeys
Highland Development Services
21-1044-00
September 9, 2024
Fort Collins Stormwater Criteria Manual
=
1.87 1.1 −
.
V=.
R2/3 S 1/2
=28.5
10 +
. =
= +
=
60"
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 A1+B1 *Basins B2, B3 & B7 are on-grade inlet captured flows
Contributing Area (acres)2.82
C2-10 C100
Runoff Coefficients 0.33 0.42
Overland Flow Time
Length (ft) 173
Slope (%) 5.42%
2-yr to
10-yr 100-yr
ti
(min)10.75 9.59
Travel Time
Length (ft) Slope (%)Hydraulic
Radius (ft)
Roughness
Coefficient Velocity (ft/s)tt (min)
350 0.25%0.10 0.016 1.00 5.81
Total Time 5.81
Final Time of Concentration - tc (min)
2-yr to
10-yr 100-yr
16.56 15.40
Intensities (in/hr)
2-yr 100-yr
1.77 6.40
Discharge (cfs)
2-yr 100-yr
1.66 7.49
4.2 14.9 Captured Flows from Inlet-17 (B3)
5.4 14.9 Captured Flows from Inlet-16 (B7)
11.26 37.29
J.Claeys
Highland Development Services
21-1044-00
September 9, 2024
Fort Collins Stormwater Criteria Manual
=
1.87 1.1 −
.
V=.
R2/3 S 1/2
=28.5
10 +
. =
= +
=
60"
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 A1+B1+B4+B5+B6 *Basins B2, B3 & B7 are on-grade inlet captured flows
Contributing Area (acres)5.85
C2-10 C100
Runoff Coefficients 0.61 0.76
Overland Flow Time
Length (ft) 173
Slope (%) 5.42%
2-yr to
10-yr 100-yr
ti
(min)6.90 4.78
Travel Time
Length (ft) Slope (%)Hydraulic
Radius (ft)
Roughness
Coefficient Velocity (ft/s)tt (min)
350 0.25%0.10 0.016 1.00 5.81
61 0.25%0.10 0.016 1.00 1.01
Total Time 6.83
Final Time of Concentration - tc (min)
2-yr to
10-yr 100-yr
13.73 11.61
Intensities (in/hr)
2-yr 100-yr
1.94 7.27
Discharge (cfs)
2-yr 100-yr
6.88 32.28
4.2 14.9 Captured Flows from Inlet-17 (B3)
5.4 14.9 Captured Flows from Inlet-16 (B7)
16.48 62.08
J.Claeys
Highland Development Services
21-1044-00
September 9, 2024
Fort Collins Stormwater Criteria Manual
=
1.87 1.1 −
.
V=.
R2/3 S 1/2
=
28.5
10 +
. =
= +
=
60"
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-09
Contributing Basins C1+C2
Contributing Area (acres)1.64
C2-10 C100
Runoff Coefficients 0.75 0.94
Overland Flow Time
Length (ft) 49
Slope (%) 2.00%
2-yr to
10-yr 100-yr
ti
(min)3.60 1.65
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
5.42 3.47
Intensities (in/hr)
2-yr 100-yr
2.72 10.54
Discharge (cfs)
2-yr 100-yr
3.36 16.32
J.Claeys
Highland Development Services
21-1044-00
September 9, 2024
Fort Collins Stormwater Criteria Manual
=
1.87 1.1 −
.
V=.
R2/3 S 1/2
=28.5
10 +
. =
= +
=
60"
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-14
Contributing Basins C1+C2+C3
Contributing Area (acres)2.14
C2-10 C100
Runoff Coefficients 0.76 0.94
Overland Flow Time
Length (ft) 49
Slope (%) 2.00%
2-yr to
10-yr 100-yr
ti
(min)3.58 1.62
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
7.96 6.00
Intensities (in/hr)
2-yr 100-yr
2.41 9.21
Discharge (cfs)
2-yr 100-yr
3.89 18.58
J.Claeys
Highland Development Services
21-1044-00
September 9, 2024
Fort Collins Stormwater Criteria Manual
=
1.87 1.1 −
.
V=.
R2/3 S 1/2
=28.5
10 +
. =
= +
=
60"
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-08
Contributing Basins C1+...+C4
Contributing Area (acres)4.87
C2-10 C100
Runoff Coefficients 0.78 0.97
Overland Flow Time
Length (ft) 49
Slope (%) 2.00%
2-yr to
10-yr 100-yr
ti
(min)3.35 1.33
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
8.08 6.06
Intensities (in/hr)
2-yr 100-yr
2.40 9.18
Discharge (cfs)
2-yr 100-yr
9.08 43.46
J.Claeys
Highland Development Services
21-1044-00
September 9, 2024
Fort Collins Stormwater Criteria Manual
=
1.87 1.1 −
.
V=.
R2/3 S 1/2
=28.5
10 +
. =
= +
=
60"
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-06
Contributing Basins A1+B1+B4+B5+B6+C1+…+C4 *Basins B2, B3 & B7 are on-grade inlet captured flows
Contributing Area (acres)10.73
C2-10 C100
Runoff Coefficients 0.68 0.86
Overland Flow Time
Length (ft) 173
Slope (%) 5.42%
2-yr to
10-yr 100-yr
ti
(min)5.82 3.42
Travel Time
Length (ft) Slope (%)Hydraulic
Radius (ft)
Roughness
Coefficient Velocity (ft/s)tt (min)
350 0.25%0.10 0.016 1.00 5.81
61 0.25%0.10 0.016 1.00 1.01
414 0.25%0.10 0.016 1.00 6.88
Total Time 13.71
Final Time of Concentration - tc (min)
2-yr to
10-yr 100-yr
19.52 17.13
Intensities (in/hr)
2-yr 100-yr
1.63 6.08
Discharge (cfs)
2-yr 100-yr
11.97 55.77
4.2 14.9 Captured Flows from Inlet-17 (B3)
5.4 14.9 Captured Flows from Inlet-16 (B7)
21.57 85.57
J.Claeys
Highland Development Services
21-1044-00
September 9, 2024
Fort Collins Stormwater Criteria Manual
=
1.87 1.1 −
.
V=.
R2/3 S 1/2
=28.5
10 +
. =
= +
=
60"
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 D3 / Inlet-04
Contributing Basins D2+D3
Contributing Area (acres)2.59
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)2.39 0.98
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
11.21 9.81
Intensities (in/hr)
2-yr 100-yr
2.11 7.78
Discharge (cfs)
2-yr 100-yr
4.69 20.12
J.Claeys
Highland Development Services
21-1044-00
September 9, 2024
Fort Collins Stormwater Criteria Manual
=
1.87 1.1 −
.
V=.
R2/3 S 1/2
=28.5
10 +
. =
= +
=
60"
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-05
Contributing Basins A1+B1+B4+B5+B6+C1+…+C4 *Basins B2, B3, B7, D1, & D6 are on-grade inlet captured flows
Contributing Area (acres)10.73 *Basins D2+…+D5 are Pond B release rates
C2-10 C100
Runoff Coefficients 0.68 0.86
Overland Flow Time
Length (ft) 173
Slope (%) 5.42%
2-yr to
10-yr 100-yr
ti
(min)5.82 3.42
Travel Time
Length (ft) Slope (%)Hydraulic
Radius (ft)
Roughness
Coefficient Velocity (ft/s)tt (min)
350 0.25%0.10 0.016 1.00 5.81
61 0.25%0.10 0.016 1.00 1.01
414 0.25%0.10 0.016 1.00 6.88
148 0.25%0.10 0.016 1.00 2.46
Total Time 16.17
Final Time of Concentration - tc (min)
2-yr to
10-yr 100-yr
21.98 19.59
Intensities (in/hr)
2-yr 100-yr
1.53 5.68
Discharge (cfs)
2-yr 100-yr
11.24 52.09
4.2 14.9 Captured Flows from Inlet-17 (B3)
5.4 14.9 Captured Flows from Inlet-16 (B7)
1.6 13.5 Captured Flows from Inlet-07 (D1)
3.2 13.5 Captured Flows from Inlet-06 (D6)
1.86 Release from Pond B (D5)
20.84 110.75
J.Claeys
Highland Development Services
21-1044-00
September 9, 2024
Fort Collins Stormwater Criteria Manual
=
1.87 1.1 −
.
V=.
R2/3 S 1/2
=28.5
10 +
. =
= +
=
60"
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 A1+B1+B4+B5+B6+C1+…+C4+E1+E2+E4 *Basins B2, B3, B7, D1, & D6 are on-grade inlet captured flows
Contributing Area (acres)14.44 *Basins D2+…+D5 are Pond B release rates
C2-10 C100
Runoff Coefficients 0.69 0.86
Overland Flow Time
Length (ft) 173
Slope (%) 5.42%
2-yr to
10-yr 100-yr
ti
(min)5.78 3.37
Travel Time
Length (ft) Slope (%)Hydraulic
Radius (ft)
Roughness
Coefficient Velocity (ft/s)tt (min)
350 0.25%0.10 0.016 1.00 5.81
61 0.25%0.10 0.016 1.00 1.01
414 0.25%0.10 0.016 1.00 6.88
148 0.25%0.10 0.016 1.00 2.46
436 0.25%0.10 0.016 1.00 7.24
Total Time 23.41
Final Time of Concentration - tc (min)
2-yr to
10-yr 100-yr
29.19 26.78
Intensities (in/hr)
2-yr 100-yr
1.30 4.78
Discharge (cfs)
2-yr 100-yr
12.94 59.32
4.2 14.9 Captured Flows from Inlet-17 (B3)
5.4 14.9 Captured Flows from Inlet-16 (B7)
1.6 13.5 Captured Flows from Inlet-07 (D1)
3.2 13.5 Captured Flows from Inlet-06 (D6)
1.86 Release from Pond B (D5)
27.34 117.98
J.Claeys
Highland Development Services
21-1044-00
September 9, 2024
Fort Collins Stormwater Criteria Manual
=
1.87 1.1 −
.
V=.
R2/3 S 1/2
=
28.5
10 +
. =
= +
=
60"
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 *Basins D2+…+D5 are Pond B release rates
Contributing Basins A1+…+D1+D6+E1+...+E4
Contributing Area (acres)25.03
C2-10 C100
Runoff Coefficients 0.73 0.92
Overland Flow Time
Length (ft) 173
Slope (%) 5.42%
2-yr to
10-yr 100-yr
ti
(min)5.13 2.57
Travel Time
Length (ft) Slope (%)Hydraulic
Radius (ft)
Roughness
Coefficient Velocity (ft/s)tt (min)
350 0.25%0.10 0.016 1.00 5.81
61 0.25%0.10 0.016 1.00 1.01
414 0.25%0.10 0.016 1.00 6.88
148 0.25%0.10 0.016 1.00 2.46
436 0.25%0.10 0.016 1.00 7.24
35 0.25%0.10 0.016 1.00 0.58
Total Time 23.99
Final Time of Concentration - tc (min)
2-yr to
10-yr 100-yr
29.13 26.56
Intensities (in/hr)
2-yr 100-yr
1.31 4.81
Discharge (cfs)
2-yr 100-yr
23.97 110.25
1.86 Release from Pond B (D5)
J.Claeys
Highland Development Services
21-1044-00
September 9, 2024
Fort Collins Stormwater Criteria Manual
=
1.87 1.1 −
.
V=.
R2/3 S 1/2
=28.5
10 +
. =
= +
=
60"
Appendix D
APPENDIX D – DETENTION POND CALCULATIONS
Union Park
Pond Summary
Design Engineer:
Design Firm:
Project Number:
Date:
Pond Summary Table
4926.50 4927.80 4922.35
N/A N/A 0.24
N/A N/A 4923.97
111.20 33.07 211.06
5"H x 9"W 5½"H x 6"W 16¾" Dia
4.67 1.86 20.01
9.68 0.69 4.12
4935.42 4931.09 4929.33
111.20 33.07 211.06
151.00 78.50 150.00
0.43 0.25 0.54
4935.93 4931.78 4929.45
4937.00 4933.25 4930.00
Highland Development Services
J. Claeys
21-1044-00
September 10, 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)
Spillway Summary Table
Top of Berm Elev. (ft)
100-yr Pond Max Inflow (cfs)
Length (ft)
Spillway Flow Depth (ft)
Spillway Crest Elev. (ft)
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)
Top of Berm Elev. (ft)
Pond 298b Summary Table
Water Quality Capture Volume (acre-ft)
WQCV Water Surface Elev. (ft)
100-yr Pond Max Inflow (cfs)
100-yr Detention Volume (acre-ft)
100-yr Water Surface Elev. (ft)
Spillway Summary Table
100-yr Pond Max Inflow (cfs)
Length (ft)
Top of Berm Elev. (ft)
Outlet Orifice Size (in)
100-yr Release Rate (cfs)
100-yr Detention Volume (acre-ft)
100-yr Water Surface Elev. (ft)
Spillway Summary Table
100-yr Pond Max Inflow (cfs)
Pond Bottom Elev. (ft) Pond Bottom Elev. (ft) Pond Bottom Elev. (ft)
Length (ft)
Spillway Flow Depth (ft)
Spillway Crest Elev. (ft) Spillway Crest Elev. (ft)
Spillway Flow Depth (ft)
100-yr Release Rate (cfs)
Outlet Orifice Size (in)
21-1044-00 PondCalcs (version 1).xls - Pond Summary Page 1 of 6 Highland Development Services
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 9.68 acres
Composite. Imperviousness, I 64.5%
WQCV (watershed inches)0.252 inches 40-Hour Drain Time (Fig SQ-2)
Required WQCV 0.244 acre-feet Including 20% for Sedimentation
WATER QUALITY OUTLET SIZING (Per USDCM, Volume 3):
Design Water Quality Depth, DWQ 1.62 ft
Determine K40 K40 = 0.013DWQ
2 + 0.22DWQ - 0.10 0.290
Maximum Area per Row, a a = WQCV / K40 0.842 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
September 10, 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 (version 1).xls - WQCV & Outlet Structure Page 2 of 6 Highland Development Services
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
September 10, 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 6 inches
Use USDCM Volume 3, Table 6a-1
Total Width, Wconc 6 inches
Height of Trash Rack Screen, Htr 19 7/16 inches Check - Larger than Required
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)
Rectangular Perforation Trash Rack Sizing
1 in x 3/16 in
#156 VEE
3/8in x 1.0in flat bar
Circular Perforation Trash Rack Sizing
21-1044-00 PondCalcs (version 1).xls - WQCV & Outlet Structure Page 3 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 298a
Volume (pond volume calculated using the prismoidal formula):
CONTOUR (FT)AREA
(FT2)
AREA
(ACRE)
VOLUME
(ACRE-FT)
DEPTH
(FT)
CUMULATIVE VOLUME (ACRE-
FT)
4926.5 0 0.000 0.000 0.00 0.000
4927.0 1,609 0.037 0.006 0.50 0.006
4928.0 17,160 0.394 0.184 1.50 0.190
4929.0 37,157 0.853 0.609 2.50 0.799
4930.0 48,982 1.124 0.986 3.50 1.784
4931.0 53,513 1.228 1.176 4.50 2.961
4932.0 57,504 1.320 1.274 5.50 4.235
4933.0 62,117 1.426 1.373 6.50 5.607
4934.0 69,287 1.591 1.508 7.50 7.115
4935.0 80,108 1.839 1.713 8.50 8.828
4935.9 87,615 2.011 1.732 9.40 10.560
Northwest POND
J. Claeys
21-1044-00
September 10, 2024
Highland Development Services
()
3
2121 DepthAAAA
V
++=
21-1044-00 PondCalcs (version 1).xls - Pond A Stage StoragePage 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)
4927.8 0.000 0.000 0.00 0.000
4928.0 191 0.004 0.000 0.20 0.000
4929.0 9,118 0.209 0.081 1.20 0.082
4930.0 12,594 0.289 0.248 2.20 0.330
4931.0 13,750 0.316 0.302 3.20 0.632
4931.1 13,866 0.318 0.032 3.30 0.664
J. Claeys
21-1044-00
September 10, 2024
Northwest POND
Highland Development Services
()
3
2121 DepthAAAA
V
++=
21-1044-00 PondCalcs (version 1).xls - Pond B Stage StoragePage 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 9.68 acres Basins D1+E1+…+E8 not treated by LID
Composite. Imperviousness, I 64.5%
WQCV (watershed inches) 0.252 inches 40-Hour Drain Time (Fig SQ-2)
Required WQCV 0.244 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 4,204 0.097 0.021 0.65 0.021
4924.0 17,370 0.399 0.230 1.65 0.251
4925.0 22,884 0.525 0.461 2.65 0.712
4926.0 24,809 0.570 0.547 3.65 1.259
4927.0 33,292 0.764 0.665 4.65 1.924
4928.0 39,544 0.908 0.835 5.65 2.759
4929.0 45,416 1.043 0.974 6.65 3.733
4930.0 49,873 1.145 1.093 7.65 4.827
0.244 4923.97 ftAcre-Ft Interpolates to an Elev. of
J. Claeys
21-1044-00
September 10, 2024
Southeast POND
Required Water Quality Capture Volume (WQCV) =
Highland Development Services
()
3
2121 DepthAAAAV++=
21-1044-00 PondCalcs (version 1).xls - Pond C Stage StoragePage 6 of 6 Highland Development Services
Weir Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Sep 9 2024
Pond 298a Spillway
Trapezoidal Weir
Crest = Sharp
Bottom Length (ft) = 151.00
Total Depth (ft) = 1.00
Side Slope (z:1) = 4.00
Calculations
Weir Coeff. Cw = 2.67
Compute by: Known Q
Known Q (cfs) = 111.20
Highlighted
Depth (ft) = 0.43
Q (cfs) = 111.20
Area (sqft) = 65.67
Velocity (ft/s) = 1.69
Top Width (ft) = 154.44
0 20 40 60 80 100 120 140 160 180 200
Depth (ft) Depth (ft)Pond 298a Spillway
-0.50 -0.50
0.00 0.00
0.50 0.50
1.00 1.00
1.50 1.50
2.00 2.00
Length (ft)Weir W.S.
Weir Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Jul 15 2024
Pond 298b Spillway
Rectangular Weir
Crest = Sharp
Bottom Length (ft) = 78.50
Total Depth (ft) = 0.50
Calculations
Weir Coeff. Cw = 3.33
Compute by: Known Q
Known Q (cfs) = 33.07
Highlighted
Depth (ft) = 0.25
Q (cfs) = 33.07
Area (sqft) = 19.77
Velocity (ft/s) = 1.67
Top Width (ft) = 78.50
0 10 20 30 40 50 60 70 80 90 100
Depth (ft) Depth (ft)Pond 298b 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. Monday, Sep 9 2024
Pond 298c Spillway
Rectangular Weir
Crest = Sharp
Bottom Length (ft) = 150.00
Total Depth (ft) = 1.00
Calculations
Weir Coeff. Cw = 3.33
Compute by: Known Q
Known Q (cfs) = 211.06
Highlighted
Depth (ft) = 0.56
Q (cfs) = 211.06
Area (sqft) = 84.44
Velocity (ft/s) = 2.50
Top Width (ft) = 150.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Depth (ft) Depth (ft)Pond 298c Spillway
-0.50 -0.50
0.00 0.00
0.50 0.50
1.00 1.00
1.50 1.50
2.00 2.00
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 4.22 20.04 8.9 36' Crowned @ S=0.5%Yes 11.14 On-grade Inlet (Type R) - ℄ Overtopping split w/ B7
4.22 22.54 4.20 14.90 4.20 14.40 0.00 8.10 By-Pass flows to D1
B4 / Inlet-13 B4 2.42 10.63 2.42 10.63 Sump Inlet (Type R)
B5 / Inlet-14 B5 3.36 14.48 3.36 14.48 Sump Inlet (Type 13)
B6 / Inlet-15 B6 1.19 5.13 1.19 5.13 On-grade Inlet (Type 13) - Sized to Capture 100%
B7 / Inlet-16 B7 5.36 25.03 8.9 36' Crowned @ S=0.5%Yes 16.13 On-grade Inlet (Type R) - ℄ Overtopping split w/ B3
5.36 22.54 5.40 14.90 5.40 14.40 0.00 8.10 By-Pass flows to D6
C1 / Inlet-10 C1 2.61 11.38 Sump Inlet (Type R) - ℄ Overtopping split w/ C2
2.61 7.70 2.61 7.70
C2 / Inlet-09 C2 0.86 4.03 Sump Inlet (Type R) - ℄ Overtopping split w/ C1
0.86 7.70 0.86 7.70
C4 / Inlet-08 C4 5.67 27.04 5.67 27.04 Sump Inlet (Type 13)
D1 / Inlet-07 D1 1.59 7.51 8.9 36' Crowned @ S=0.5%On-grade Inlet (Type R) - Combined w/ By-Pass from B3
1.59 15.61 ℄ Overtopping, split w/ D6
1.59 18.65 1.60 13.50 1.60 13.10 0.00 5.60 By-Pass flows to E2
D6 / Inlet-06 D6 3.18 13.59 8.9 36' Crowned @ S=0.5%On-grade Inlet (Type R) - Combined w/ By-pass from B7
3.18 21.69 ℄ Overtopping, split w/ D1
3.18 18.65 3.20 13.50 3.20 13.10 0.00 5.60 By-Pass flows to E3
D2 / Inlet-03 D2 3.18 13.59 Sump Inlet (Type R)
D3 / Inlet-04 D3 1.95 10.11 Sump Inlet (Type 13)
D4 / Inlet-05 D4 1.10 4.18 Sump Inlet (Type R)
E1 / Inlet-22 E1 2.55 12.19 Sump Inlet (Type 13)
E2 / Inlet-02 E2 3.01 14.63 8.9 36' Crowned @ S=0.5%Combined w/ By-Pass from D1
3.01 20.23 ℄ Overtopping, split w/ E3
3.01 19.87 Sump Inlet (Type R)
E3 / Inlet-01 E3 2.91 13.90 8.9 36' Crowned @ S=0.5%Combined w/ By-Pass from D6
2.91 19.50 ℄ Overtopping, split w/E2
2.91 19.87 Sump Inlet (Type R)
E5 / Inlet-21 E5 1.37 5.72 Sump Inlet (Type R)
E6 / Inlet-20 E6 1.45 6.13 Sump Inlet (Type R)
E7 / Inlet-19 E7 2.44 10.54 Sump Inlet (Type R)
DESIGN POINT TRIBUTARY
SUB-BASIN Q2 (cfs)
Inlet Capacity (cfs)
To Be Used in HydraFlow
J.Claeys
Highland Development Services
21-1044-00
September 9, 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 = 4.2 14.4 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 8.1 cfs
Capture Percentage = Qa/Qo C% = 100 64 %
Note: Storm sewer should be sized for the sum of the unclogged interception capacities (Qminor = 4.2 cfs and Qmajor = 14.9 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-17 (DP B3)
Minor storm max. allowable capacity GOOD - greater than the design peak flow of 4.22 cfs on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design peak flow of 22.54 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 =0.016
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 =2.4 10.6 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-13 (DP B4)
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 =0.005 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 = 5.4 14.4 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 8.1 cfs
Capture Percentage = Qa/Qo C% = 100 64 %
Note: Storm sewer should be sized for the sum of the unclogged interception capacities (Qminor = 5.4 cfs and Qmajor = 14.9 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-16 (DP B7)
Minor storm max. allowable capacity GOOD - greater than the design peak flow of 5.36 cfs on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design peak flow of 22.54 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 =19.5 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) =5.00 5.00 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 =1.00 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 =3.7 11.5 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =2.6 7.7 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-10 (DP C1)
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 =19.5 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) =5.00 5.00 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 =1.00 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 =3.7 11.5 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.9 7.7 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-09 (DP C2)
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 =0.005 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 13.1 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 5.6 cfs
Capture Percentage = Qa/Qo C% = 100 70 %
Note: Storm sewer should be sized for the sum of the unclogged interception capacities (Qminor = 1.6 cfs and Qmajor = 13.5 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-07 (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 18.65 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 13.1 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 5.6 cfs
Capture Percentage = Qa/Qo C% = 100 70 %
Note: Storm sewer should be sized for the sum of the unclogged interception capacities (Qminor = 3.2 cfs and Qmajor = 13.5 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-06 (DP D6)
Minor storm max. allowable capacity GOOD - greater than the design peak flow of 3.18 cfs on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design peak flow of 18.65 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 13.6 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-03 (DP D2)
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 =43.0 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 =20.0 20.0 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) =5.00 5.00 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 =1.00 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 =5.4 5.4 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.1 4.2 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-05 (DP D4)
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 =3.0 19.9 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 =2.9 19.9 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
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-21 (DP E5)
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
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-20 (DP E6)
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 8.0 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 =2.4 10.5 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-19 (DP E7)
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-16 (DP B5)14.48 0.97 6.09 Triple Type 13 18.26 0.61
Inlet-15 (DP B6)5.13 0.25 3.09 Double Type 13 6.18 0.17
Inlet-08 (DP C4)27.04 1.10 6.48 Penta Type 13 32.41 0.77
Inlet-04 (DP D3)10.11 0.97 6.09 Double Type 13 12.18 0.67
Inlet-22 (DP E1)12.19 0.25 3.09 Quad Type 13 12.36 0.24
Apply Reduction Factor for the Allowable Capacity.
Assumed Capacity w/ 0.5' Head Allowed
J.Claeys
Highland Development Services
21-1044-00
July 11, 2024
1
CA 2
Page1
Appendix F
APPENDIX F – CONVEYANCE ELEMENT SIZING
Hydraflow Storm Sewers Extension for Autodesk0 Civil 3D0 Plan
EX SDMH-06
W LET-12
43 INLET-18
Outfal I 15 32
SDMH-19
SDMH-29
31
14
Zg 27 SD H�25
WLE$���9 SDMFHPIL�T-08 �Outfall
INLET-22
SDMH-28
24
13
SDMH-12
OUTLET-D3 SDMH-27 HEADWALL-02
W LET-02 35
35 �2 23 3 SDMH-02 38
11 INLET-07 . q
I�t�i-17 � � �� 5 03 INLET-01 2 SDMH-01 qg
SDMH-09 SDMH-06 � MH-07 SDMH-06 SDMH-05 33 SDMH-04 � 50 Outfall
INLET-16 16 37� WLET-06
r� OUTL �1tfall
INLET-1 J OUTLET-�tfall�qq
SDMH-20 ��
INLET-05
�Outfall
INLET-21
17
Outfal I
W LET-14 40
18
21 WLET-04 q-, Outfall
SDMH-22 19 SDMH-21 q�
INLET-20
SDMH-23 SDMH-10
20 42
� INLET-13 INLET-03
�Outfal I
INLET-19
Project File: New.stm Number of lines: 50 Date: 7/11/2024
Storm Sewers v2023.00
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-03 A1 8.65 Plus Affinity
SDMH-09 8.65
Inlet-18 B1 2.37
SDMH-29 2.37
SDMH-28 2.37
SDMH-27 2.37
SDMH-26 2.37
Inlet-17 B3 14.90 On-Grade Inlet Capture
SDMH-25 17.27 B1+B3 Inlet Capture
Inlet-16 B7 32.17 B1+B3 & B7 Inlet Captures
SDMH-08 40.83 Plus 298a Pond Release
Inlet-13 B4 10.63 Sump Inlet
SDMH-22 10.63
Inlet-14 B5 14.48 Sump Inlet
SDMH-22 28.35 B4+B5 Attenuated Flow
SDMH-21 28.35
Inlet-15 B6 5.13 Sump Inlet
SDMH-20 27.71 B4+B5+B6 Attenuated
SDMH-07 62.08 B1+…+B7 Attenuated
Inlet-10 C1 7.70 Sump Inlet
SDMH-16 7.70
Inlet-09 C2 16.32 C1+C2 Attenuated Flow
Inlet-12 C3 4.50 Sump Inlet (yard drains)
SDMH-19 4.50
SDMH-14 18.58 C1+C2+C3 Attenuated
Inlet-08 C4 43.46 C1+…+C4 Attenuated
SDMH-13 43.46
SDMH-12 43.46
SDMH-06 85.57 B1+…+C4 Attenuated
Inlet-03 D2 13.59 Sump Inlet
SDMH-10 13.59
Inlet-04 D3 20.12 D2+D3 Attenuated
Inlet-05 D4 4.18 Sump Inlet
Outlet-02 D4 / Pond 298b 1.86 Pond Release Rate (SWMM)
Inlet-06 D6 15.36 Plus 298b Pond Release
Inlet-07 D1 13.50 On-Grade Inlet Capture
SDMH-05 110.75 B1+…+D6 Attenuated+Captured
SDMH-04 110.75
SDMH-03 110.75
Inlet-22 E1 12.19 Sump Inlet
Headwall-02 E4 14.60 E1+E4 Peaks Added
Inlet-02 E2 34.47 E1+E4+Captured
SDMH-02 112.11 (Use Attenuated E3 Flows)
Inlet-01 E3 112.11 A1+…+E4 Attenuated+Pond Release
Inlet-21 E5 5.72
Inlet-20 E6 6.13
Inlet-19 E7 10.54
J.Claeys
Highland Development Services
21-1044-00
September 9, 2024
MyReport Page 1
Line Inlet Line Flow Line Line Invert Invert Line Line HGL HGL EGL EGL Gnd/Rim Gnd/Rim n-val Vel Depth
No. ID ID Rate Size Type Up Dn Length Slope Up Dn Up Dn EI Up EI Dn Pipe Dn Dn
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) (ft) (ft) (fUs) (ft)
1 INLET-01 SDP-03 112.11 60 Cir 4922.81 4922.61 39.000 0.51 4925.83 4925.41 4927.10 4926.68 4928.21 4927.40 0.013 9.93 2.79
2 SDMH-02 SDP-04 112.11 60 Cir 4922.99 4922.81 35.000 0.51 4926.01 4925.83 4927.28 4927.10 4929.67 4928.21 0.013 9.05 3.02
3 SDMH-03 SDP-07 110.75 60 Cir 4923.36 4922.99 146.000 0.25 4926.88 4926.52 4927.75 4927.39 4929.71 4929.67 0.013 7.48 3.53
4 SDMH-04 SDP-08 110.75 60 Cir 4923.77 4923.36 165.000 0.25 4927.42 4927.07 4928.23 4927.85 4930.53 4929.71 0.013 7.10 3.71
5 SDMH-05 SDP-09 110.75 60 Cir 4924.08 4923.77 125.340 0.25 4927.83 4927.59 4928.59 4928.32 4931.18 4930.53 0.013 6.89 3.82
6 SDMH-06 SDP-10 85.57 60 Cir 4924.45 4924.08 147.701 0.25 4928.71 4928.59 4929.07 4928.92 4931.92 4931.18 0.013 4.59 4.51
7 SDMH-07 SDP-11 62.08 48 Cir 4925.48 4924.45 414.000 0.25 4929.72 4929.07 4930.10 4929.44 4933.99 4931.92 0.012 4.94 4.00
8 SDMH-O8 SDP-12 40.83 48 Cir 4925.63 4925.48 61.500 0.24 4930.15 4930.10 4930.32 4930.27 4934.29 4933.99 0.013 3.25 4.00
9 INLET-16 SDP-39 32.17 30 Cir 4929.21 4929.00 18.248 1.15 4931.14 4930.51 4932.11 4931.48 4933.79 4934.29 0.012 10.42 1.50
10 SDMH-25 SDP-38 17.27 24 Cir 4929.69 4929.39 29.155 1.03 4931.19 j 4931.14 4931.92 4931.87 4934.04 4933.79 0.012 5.92 1.75
11 SDMH-26 SDP-44 2.37 18 Cir 4930.47 4929.69 121.167 0.64 4931.05 4931.19 4931.27 4931.40 4934.65 4934.04 0.012 1.34 1.50
12 SDMH-27 SDP-43 2.37 18 Cir 4930.99 4930.47 80.000 0.65 4931.57 4931.05 4931.79 4931.27 4935.42 4934.65 0.012 3.74 0.58
13 SDMH-28 SDP-42 2.37 18 Cir 4931.54 4930.99 85.583 0.64 4932.12 4931.57 4932.34 4931.79 4935.84 4935.42 0.012 3.74 0.58
14 SDMH-29 SDP-41 2.37 18 Cir 4932.20 4931.54 101.417 0.65 4932.78 4932.12 4933.00 4932.34 4936.41 4935.84 0.012 3.74 0.58
15 INLET-18 SDP-40 2.37 18 Cir 4932.63 4932.20 86.167 0.50 4933.21 4932.78 4933.43 4933.00 4935.67 4936.41 0.012 3.74 0.58
16 SDMH-20 SDP-34 27.71 30 Cir 4929.21 4925.46 56.625 6.62 4931.00 j 4930.10 4931.84 4930.60 4934.81 4933.99 0.012 5.65 2.50
17 SDMH-21 SDP-33 28.35 30 Cir 4930.39 4929.21 167.542 0.70 4932.20 4931.00 4933.06 4931.86 4937.65 4934.81 0.012 7.52 1.79
18 SDMH-22 SDP-32 28.35 30 Cir 4931.28 4930.39 178.000 0.50 4933.14 4932.25 4933.96 4933.06 4936.50 4937.65 0.012 7.24 1.86
19 SDMH-23 SDP-31 10.63 24 Cir 4931.49 4931.28 41.958 0.50 4934.03 4933.96 4934.21 4934.13 4937.36 4936.50 0.012 3.38 2.00
20 INLET-13 SDP-30 10.63 24 Cir 4931.92 4931.49 85.333 0.50 4934.22 4934.06 4934.40 4934.24 4937.50 4937.36 0.012 3.38 2.00
21 INLET-14 SDP-35 14.48 24 Cir 4931.44 4931.28 13.000 1.23 4934.00 4933.96 4934.33 4934.29 4936.12 4936.50 0.012 4.61 2.00
22 INLET-17 SDP-37 14.90 24 Cir 4929.76 4929.69 7.616 0.92 4931.15 j 4931.19 4931.79 4931.82 4933.79 4934.04 0.012 5.91 1.50
23 SDMH-12 SDP-25 43.46 42 Cir 4924.71 4924.45 91.000 0.29 4929.21 4929.07 4929.53 4929.38 4932.62 4931.92 0.012 4.52 3.50
Project File: 21-1044-00 Hydraflow-100-yr.stm Number of lines: 50 Date: 9/10/2024
NOTES: ""Critical depth
Storm Sewers
MyReport Page 2
Line Inlet Line Flow Line Line Invert Invert Line Line HGL HGL EGL EGL Gnd/Rim Gnd/Rim n-val Vel Depth
No. ID ID Rate Size Type Up Dn Length Slope Up Dn Up Dn EI Up EI Dn Pipe Dn Dn
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) (ft) (ft) (fUs) (ft)
24 SDMH-13 SDP-24 43.46 42 Cir 4925.02 4924.71 110.002 0.28 4929.43 4929.26 4929.75 4929.57 4931.18 4932.62 0.012 4.52 3.50
25 INLET-08 SDP-23 43.46 42 Cir 4925.92 4925.88 9.000 0.44 4929.76 4929.75 4930.08 4930.07 4930.87 4931.18 0.012 4.52 3.50
26 SDMH-14 SDP-22 18.58 30 Cir 4926.08 4925.92 30.500 0.53 4929.98 4929.92 4930.20 4930.15 4931.33 4930.87 0.012 3.79 2.50
27 INLET-09 SDP-21 16.32 30 Cir 4927.16 4926.08 217.035 0.50 4930.49 4930.20 4930.66 4930.37 4931.45 4931.33 0.012 3.33 2.50
28 SDMH-16 SDP-20 7.70 30 Cir 4927.22 4927.16 12.176 0.49 4930.58 4930.58 4930.62 4930.62 4931.82 4931.45 0.012 1.57 2.50
29 INLET-10 SDP-27 7.70 24 Cir 4927.34 4927.22 23.824 0.50 4930.61 4930.59 4930.70 4930.68 4931.45 4931.82 0.012 2.45 2.00
30 INLET-15 SDP-36 5.13 24 Cir 4927.06 4927.06 19.000 0.00 4931.01 4931.00 4931.05 4931.05 4934.30 4934.81 0.012 1.63 2.00
31 SDMH-19 SDP-29 4.50 24 Cir 4926.65 4926.08 77.003 0.74 4930.22 4930.20 4930.26 4930.23 4932.67 4931.33 0.012 1.43 2.00
32 INLET-12 SDP-28 4.50 24 Cir 4927.30 4926.65 85.500 0.76 4930.26 4930.23 4930.29 4930.26 4931.66 4932.67 0.012 1.43 2.00
33 INLET-06 SDP-17 15.36 24 Cir 4926.30 4926.12 18.000 1.00 4928.66 4928.59 4929.03 4928.96 4930.69 4931.18 0.012 4.89 2.00
34 SDMH-09 SDP-13 8.65 30 Cir 4926.26 4925.63 252.907 0.25 4930.43 4930.32 4930.48 4930.37 4935.56 4934.29 0.013 1.76 2.50
35 OUTLET-03 SDP-14 8.65 30 Cir 4926.50 4926.26 97.177 0.25 4930.51 4930.47 4930.56 4930.52 4930.25 4935.56 0.013 1.76 2.50
36 INLET-07 SDP-15 13.50 24 Cir 4926.19 4926.01 18.000 1.00 4928.65 4928.59 4928.93 4928.88 4930.69 4931.18 0.012 4.30 2.00
37 OUTLET-02 SDP-16 1.86 24 Cir 4925.24 4925.24 26.000 0.00 4928.97 4928.96 4928.97 4928.97 4930.60 4930.69 0.012 0.59 2.00
38 INLET-02 SDP-05 34.47 36 Cir 4923.11 4922.99 23.000 0.52 4926.06 4926.01 4926.43 4926.38 4928.45 4929.67 0.012 4.88 3.00
39 HEADWALL-02 SDP-06 14.60 36 Cir 4923.30 4923.11 36.178 0.53 4926.45 4926.43 4926.51 4926.50 4926.82 4928.45 0.012 2.07 3.00
40 INLET-04 SDP-47 20.12 24 Cir 4928.97 4928.64 30.000 1.10 4930.58 4929.97 4931.44 4930.83 4932.18 4930.60 0.012 9.05 1.33
41 SDMH-10 SDP-46 13.59 24 Cir 4929.60 4928.97 57.000 1.11 4930.93 j 4930.58 4931.51 4931.17 4933.62 4932.18 0.013 5.02 1.61
42 INLET-03 SDP-45 13.59 24 Cir 4930.54 4929.60 85.333 1.10 4931.87 4930.93 4932.45 4931.51 4933.75 4933.62 0.012 6.15 1.33
43 EX SDMH-06 SDP-55 2.03 12 Cir 4929.90 4928.40 64.000 2.34 4930.51 4928.80 4930.76 4929.06 4934.72 4929.87 0.012 6.82 0.40
44 INLET-05 SDP-48 4.18 18 Cir 4928.06 4927.87 19.200 0.99 4928.84 4928.50 4929.16 4928.81 4930.47 4929.66 0.012 5.92 0.63
45 INLET-19 SDP-49 10.54 18 Cir 4927.28 4927.14 15.375 0.91 4928.53 4928.33 4929.23 4929.04 4930.95 4928.94 0.012 6.99 1.19
46 INLET-22 SDP-52 12.19 24 Cir 4924.72 4923.96 36.000 2.11 4925.97 4924.77 4926.51 4925.31 4930.17 4926.33 0.012 10.26 0.81
Project File: 21-1044-00 Hydraflow-100-yr.stm Number of lines: 50 Date: 9/10/2024
NOTES: ""Critical depth
Storm Sewers
MyReport Page 3
Line Inlet Line Flow Line Line Invert Invert Line Line HGL HGL EGL EGL Gnd/Rim Gnd/Rim n-val Vel Depth
No. ID ID Rate Size Type Up Dn Length Slope Up Dn Up Dn EI Up EI Dn Pipe Dn Dn
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) (ft) (ft) (fUs) (ft)
47 INLET-20 SDP-50 6.13 18 Cir 4924.97 4923.45 20.462 7.43 4925.93 4923.90 4926.34 4924.32 4930.92 4925.26 0.012 13.64 0.45
48 INLET-21 SDP-51 5.72 18 Cir 4923.49 4922.85 17.183 3.73 4924.41 4923.37 4924.80 4923.77 4929.94 4924.65 0.012 10.43 0.52
49 SDMH-01 SDP-01 20.10 24 Cir 4922.02 4921.85 41.000 0.41 4924.13 4923.85 4924.76 4924.49 4930.13 4929.79 0.012 6.40 2.00
50 OUTLET-01 SDP-02 20.10 24 Cir 4922.20 4922.02 43.000 0.42 4924.95 4924.66 4925.58 4925.29 4925.10 4930.13 0.012 6.40 2.00
Project File: 21-1044-00 Hydraflow-100-yr.stm Number of lines: 50 Date: 9/10/2024
NOTES: ""Critical depth
Storm Sewers
Pond 596 Outlet
(Affinity Outlet)
Main Trunk Line
Pond 298a to Pond 298c
SDMH-25 to Inlet-18
SDMH-08 to Inlet-17
SDMH-07 to Inlet-13
SDMH-20 to Inlet-15
SDMH-06 to Inlet-10
SDMH-08 to Inlet-12
Inlet-07 to Outlet-02 (Pond 298c Outlet)
FES-03 to Inlet-05
Headwall-03 to Inlet-03
Headwall-01 to Headwall-02
Pond 298c south to Pond 298c north
Headwall-04 to Inlet-19
Headwall-05 to Inlet-19
Headwall-06 to Inlet-21
Headwall-07 to Inlet-22
EXSDMH-01 to Outlet-01 (Pond 298c)
Union Park
Riprap Protection Downstream of Culverts-Circular Conduits
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, Updated January 2016
PIPE/FLOW PROPERTIES:
2.03
1
0
*Pipe Flow from Hydraflow
PROTECTION DESIGN:
Step 1: Determine
Q/D c
2.5 = 2.03
Step 2: Apply Diameter Adjustments if Pipe Flow is Supercritical (Values from Hydraflow)
Flow Velocity (ft/s) 6.82
Flow Depth (ft) 0.4
Froude No. 1.90
Pipe Flow is: Supercritical
D c or D a = 0.70
Step 3: Determine Q/D c
1.5 or Q/D a
1.5 =3.47
Step 4: Determine Y t /D c or Y t /D a =0.40
Step 5: Determine Required Riprap Size, d 50 (Figure 9-38)
Riprap Type
d 50 - Median Rock Size
(inches)
L 9
M 12
H 18
VH 24
Step 5: Determine Extent of Riprap Protection, L p (Equation 9-11)
Expansion Factor, from Fig 9-35
4
0.41 *using V =5ft/s for erosive soils
L p not to be less than 3D = 3.00 ft
0.06 ft L p not to be greater than 10D = 10.00 ft
Use L p of 3.00 ft
Is Q/Dc2.5 > 6:No
Then Use L p of 3.00 ft
Step 6: Determine Width of Riprap Protection W p = 3D = 3.00 ft
Step 7: Determine Riprap Proection Thickness T p = 2*d 50 = 18 inches
Step 8: Determine Cutoff Wall Depth (B)B = D c /2+T p = 3.00 ft
PROTECTION SUMMARY:
L
3.00 ft
3.00 ft
18 inches
3.00 ft
Use Type L Riprap
Affinity Outlet (FES-04)
Riprap Type
J.Claeys
Highland Develoment Services
21-1044-00
September 10, 2024
Affinity Outlet (FES-04)
Design Flow, Q (cfs)
Length of Basin (ft)
Width of Basin (ft)
Riprap Layer Thickness (in)
Concrete Cutoff Wall Depth (ft)
Pipe Dia., D c (ft)
Tailwater depth, Y t (ft) - if known
==
V
QAt
=
qtan2
1
=
-
=c
t
t
p D
Y
AL
qtan2
1
Page 1 of 8
Union Park
Riprap Protection Downstream of Culverts-Circular Conduits
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, Updated January 2016
PIPE/FLOW PROPERTIES:
20.12
2
0
*Pipe Flow from Hydraflow
PROTECTION DESIGN:
Step 1: Determine
Q/D c
2.5 = 3.56
Step 2: Apply Diameter Adjustments if Pipe Flow is Supercritical (Values from Hydraflow)
Flow Velocity (ft/s) 9.05
Flow Depth (ft) 1.33
Froude No. 1.38
Pipe Flow is: Supercritical
D c or D a = 1.67
Step 3: Determine Q/D c
1.5 or Q/D a
1.5 =9.36
Step 4: Determine Y t /D c or Y t /D a =0.40
Step 5: Determine Required Riprap Size, d 50 (Figure 9-38)
Riprap Type
d 50 - Median Rock Size
(inches)
L 9
M 12
H 18
VH 24
Step 5: Determine Extent of Riprap Protection, L p (Equation 9-11)
Expansion Factor, from Fig 9-35
3
4.02 *using V =5ft/s for erosive soils
L p not to be less than 3D = 6.00 ft
9.09 ft L p not to be greater than 10D = 20.00 ft
Use L p of 9.09 ft
Is Q/Dc2.5 > 6: No
Then Use L p of 9.09 ft
Step 6: Determine Width of Riprap Protection W p = 3D = 6.00 ft
Step 7: Determine Riprap Proection Thickness T p = 2*d 50 = 18 inches
Step 8: Determine Cutoff Wall Depth (B)B = D c /2+T p = 3.00 ft
PROTECTION SUMMARY:
L
10.00 ft
6.00 ft
18 inches
3.00 ftConcrete Cutoff Wall Depth (ft)
Use Type L Riprap
Length of Basin (ft)
Width of Basin (ft)
Riprap Type
Riprap Layer Thickness (in)
Headwall-03
Headwall-03
J.Claeys
Highland Develoment Services
21-1044-00
September 10, 2024
Design Flow, Q (cfs)
Pipe Dia., D c (ft)
Tailwater depth, Y t (ft) - if known
==
V
QAt
=
qtan2
1
=
-
=c
t
t
p D
Y
AL
qtan2
1
Page 2 of 8
Union Park
Riprap Protection Downstream of Culverts-Circular Conduits
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, Updated January 2016
PIPE/FLOW PROPERTIES:
4.18
1.50
0
*Pipe Flow from Hydraflow
PROTECTION DESIGN:
Step 1: Determine
Q/D c
2.5 = 1.52
Step 2: Apply Diameter Adjustments if Pipe Flow is Supercritical (Values from Hydraflow)
Flow Velocity (ft/s) 5.92
Flow Depth (ft) 0.63
Froude No. 1.31
Pipe Flow is: Supercritical
D c or D a = 1.07
Step 3: Determine Q/D c
1.5 or Q/D a
1.5 =3.80
Step 4: Determine Y t /D c or Y t /D a =0.40
Step 5: Determine Required Riprap Size, d 50 (Figure 9-38)
Riprap Type
d 50 - Median Rock Size
(inches)
L 9
M 12
H 18
VH 24
Step 5: Determine Extent of Riprap Protection, L p (Equation 9-11)
Expansion Factor, from Fig 9-35
3
0.84 *using V =5ft/s for erosive soils
L p not to be less than 3D = 4.50 ft
-0.32 ft L p not to be greater than 10D = 15.00 ft
Use L p of 4.50 ft
Is Q/Dc2.5 > 6: No
Then Use L p of 4.50 ft
Step 6: Determine Width of Riprap Protection W p = 3D = 4.50 ft
Step 7: Determine Riprap Proection Thickness T p = 2*d 50 = 18 inches
Step 8: Determine Cutoff Wall Depth (B)B = D c /2+T p = 3.00 ft
PROTECTION SUMMARY:
L
5.00 ft
4.50 ft
18 inches
3.00 ft
Use Type L Riprap
FES-03
Riprap Type
J.Claeys
Highland Develoment Services
21-1044-00
September 10, 2024
FES-03
Design Flow, Q (cfs)
Length of Basin (ft)
Width of Basin (ft)
Riprap Layer Thickness (in)
Concrete Cutoff Wall Depth (ft)
Pipe Dia., D c (ft)
Tailwater depth, Y t (ft) - if known
==
V
QAt
=
qtan2
1
=
-
=c
t
t
p D
Y
AL
qtan2
1
Page 3 of 8
Union Park
Riprap Protection Downstream of Culverts-Circular Conduits
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, Updated January 2016
PIPE/FLOW PROPERTIES:
112.11
6.33
0
*Pipe Flow from Hydraflow
PROTECTION DESIGN:
Step 1: Determine
Q/D c
2.5 = 1.11
Step 2: Apply Diameter Adjustments if Pipe Flow is Supercritical (Values from Hydraflow)
Flow Velocity (ft/s) 9.93
Flow Depth (ft) 2.79
Froude No. 1.05
Pipe Flow is: Supercritical
D c or D a = 4.56
Step 3: Determine Q/D c
1.5 or Q/D a
1.5 =11.51
Step 4: Determine Y t /D c or Y t /D a =0.40
Step 5: Determine Required Riprap Size, d 50 (Figure 9-38)
Riprap Type
d 50 - Median Rock Size
(inches)
L 9
M 12
H 18
VH 24
Step 5: Determine Extent of Riprap Protection, L p (Equation 9-11)
Expansion Factor, from Fig 9-35
3
22.42 *using V =5ft/s for erosive soils
L p not to be less than 3D = 19.00 ft
7.55 ft L p not to be greater than 10D = 63.33 ft
Use L p of 19.00 ft
Is Q/Dc2.5 > 6: No
Then Use L p of 19.00 ft
Step 6: Determine Width of Riprap Protection W p = 3D = 19.00 ft
Step 7: Determine Riprap Proection Thickness T p = 2*d 50 = 18 inches
Step 8: Determine Cutoff Wall Depth (B)B = D c /2+T p = 4.67 ft
PROTECTION SUMMARY:
L
19.00 ft
19.00 ft
18 inches
4.67 ft
Use Type L Riprap
Headwall-01
Riprap Type
J.Claeys
Highland Develoment Services
21-1044-00
September 10, 2024
Headwall-01
Design Flow, Q (cfs)
Length of Basin (ft)
Width of Basin (ft)
Riprap Layer Thickness (in)
Concrete Cutoff Wall Depth (ft)
Pipe Dia., D c (ft)
Tailwater depth, Y t (ft) - if known
==
V
QAt
=
qtan2
1
=
-
=c
t
t
p D
Y
AL
qtan2
1
Page 4 of 8
Union Park
Riprap Protection Downstream of Culverts-Circular Conduits
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, Updated January 2016
PIPE/FLOW PROPERTIES:
12.19
2.00
0
*Pipe Flow from Hydraflow
PROTECTION DESIGN:
Step 1: Determine
Q/D c
2.5 = 2.15
Step 2: Apply Diameter Adjustments if Pipe Flow is Supercritical (Values from Hydraflow)
Flow Velocity (ft/s) 10.26
Flow Depth (ft) 0.81
Froude No. 2.01
Pipe Flow is: Supercritical
D c or D a = 1.41
Step 3: Determine Q/D c
1.5 or Q/D a
1.5 =7.32
Step 4: Determine Y t /D c or Y t /D a =0.40
Step 5: Determine Required Riprap Size, d 50 (Figure 9-38)
Riprap Type
d 50 - Median Rock Size
(inches)
L 9
M 12
H 18
VH 24
Step 5: Determine Extent of Riprap Protection, L p (Equation 9-11)
Expansion Factor, from Fig 9-35
3
2.44 *using V =5ft/s for erosive soils
L p not to be less than 3D = 6.00 ft
3.14 ft L p not to be greater than 10D = 20.00 ft
Use L p of 6.00 ft
Is Q/Dc2.5 > 6: No
Then Use L p of 6.00 ft
Step 6: Determine Width of Riprap Protection W p = 3D = 6.00 ft
Step 7: Determine Riprap Proection Thickness T p = 2*d 50 = 18 inches
Step 8: Determine Cutoff Wall Depth (B)B = D c /2+T p = 3.00 ft
PROTECTION SUMMARY:
L
6.00 ft
6.00 ft
18 inches
3.00 ft
Use Type L Riprap
Headwall-07
Riprap Type
J.Claeys
Highland Develoment Services
21-1044-00
September 10, 2024
Headwall-07
Design Flow, Q (cfs)
Length of Basin (ft)
Width of Basin (ft)
Riprap Layer Thickness (in)
Concrete Cutoff Wall Depth (ft)
Pipe Dia., D c (ft)
Tailwater depth, Y t (ft) - if known
==
V
QAt
=
qtan2
1
=
-
=c
t
t
p D
Y
AL
qtan2
1
Page 5 of 8
Union Park
Riprap Protection Downstream of Culverts-Circular Conduits
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, Updated January 2016
PIPE/FLOW PROPERTIES:
5.72
1.50
0
*Pipe Flow from Hydraflow
PROTECTION DESIGN:
Step 1: Determine
Q/D c
2.5 = 2.08
Step 2: Apply Diameter Adjustments if Pipe Flow is Supercritical (Values from Hydraflow)
Flow Velocity (ft/s) 10.43
Flow Depth (ft) 0.52
Froude No. 2.55
Pipe Flow is: Supercritical
D c or D a = 1.01
Step 3: Determine Q/D c
1.5 or Q/D a
1.5 =5.64
Step 4: Determine Y t /D c or Y t /D a =0.40
Step 5: Determine Required Riprap Size, d 50 (Figure 9-38)
Riprap Type
d 50 - Median Rock Size
(inches)
L 9
M 12
H 18
VH 24
Step 5: Determine Extent of Riprap Protection, L p (Equation 9-11)
Expansion Factor, from Fig 9-35
3
1.14 *using V =5ft/s for erosive soils
L p not to be less than 3D = 4.50 ft
1.22 ft L p not to be greater than 10D = 15.00 ft
Use L p of 4.50 ft
Is Q/Dc2.5 > 6: No
Then Use L p of 4.50 ft
Step 6: Determine Width of Riprap Protection W p = 3D = 4.50 ft
Step 7: Determine Riprap Proection Thickness T p = 2*d 50 = 18 inches
Step 8: Determine Cutoff Wall Depth (B)B = D c /2+T p = 3.00 ft
PROTECTION SUMMARY:
L
5.00 ft
4.50 ft
18 inches
3.00 ft
Use Type L Riprap
Headwall-06
Riprap Type
J.Claeys
Highland Develoment Services
21-1044-00
September 10, 2024
Headwall-06
Design Flow, Q (cfs)
Length of Basin (ft)
Width of Basin (ft)
Riprap Layer Thickness (in)
Concrete Cutoff Wall Depth (ft)
Pipe Dia., D c (ft)
Tailwater depth, Y t (ft) - if known
==
V
QAt
=
qtan2
1
=
-
=c
t
t
p D
Y
AL
qtan2
1
Page 6 of 8
Union Park
Riprap Protection Downstream of Culverts-Circular Conduits
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, Updated January 2016
PIPE/FLOW PROPERTIES:
6.13
1.50
0
*Pipe Flow from Hydraflow
PROTECTION DESIGN:
Step 1: Determine
Q/D c
2.5 = 2.22
Step 2: Apply Diameter Adjustments if Pipe Flow is Supercritical (Values from Hydraflow)
Flow Velocity (ft/s) 13.64
Flow Depth (ft) 0.45
Froude No. 3.58
Pipe Flow is: Supercritical
D c or D a = 0.98
Step 3: Determine Q/D c
1.5 or Q/D a
1.5 =6.37
Step 4: Determine Y t /D c or Y t /D a =0.40
Step 5: Determine Required Riprap Size, d 50 (Figure 9-38)
Riprap Type
d 50 - Median Rock Size
(inches)
L 9
M 12
H 18
VH 24
Step 5: Determine Extent of Riprap Protection, L p (Equation 9-11)
Expansion Factor, from Fig 9-35
3
1.23 *using V =5ft/s for erosive soils
L p not to be less than 3D = 4.50 ft
1.63 ft L p not to be greater than 10D = 15.00 ft
Use L p of 4.50 ft
Is Q/Dc2.5 > 6: No
Then Use L p of 4.50 ft
Step 6: Determine Width of Riprap Protection W p = 3D = 4.50 ft
Step 7: Determine Riprap Proection Thickness T p = 2*d 50 = 18 inches
Step 8: Determine Cutoff Wall Depth (B)B = D c /2+T p = 3.00 ft
PROTECTION SUMMARY:
L
5.00 ft
4.50 ft
18 inches
3.00 ft
Use Type L Riprap
Headwall-05
Riprap Type
J.Claeys
Highland Develoment Services
21-1044-00
September 10, 2024
Headwall-05
Design Flow, Q (cfs)
Length of Basin (ft)
Width of Basin (ft)
Riprap Layer Thickness (in)
Concrete Cutoff Wall Depth (ft)
Pipe Dia., D c (ft)
Tailwater depth, Y t (ft) - if known
==
V
QAt
=
qtan2
1
=
-
=c
t
t
p D
Y
AL
qtan2
1
Page 7 of 8
Union Park
Riprap Protection Downstream of Culverts-Circular Conduits
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA:
Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, Updated January 2016
PIPE/FLOW PROPERTIES:
10.54
1.50
0
*Pipe Flow from Hydraflow
PROTECTION DESIGN:
Step 1: Determine
Q/D c
2.5 = 3.82
Step 2: Apply Diameter Adjustments if Pipe Flow is Supercritical (Values from Hydraflow)
Flow Velocity (ft/s) 6.99
Flow Depth (ft) 1.19
Froude No. 1.13
Pipe Flow is: Supercritical
D c or D a = 1.35
Step 3: Determine Q/D c
1.5 or Q/D a
1.5 =6.76
Step 4: Determine Y t /D c or Y t /D a =0.40
Step 5: Determine Required Riprap Size, d 50 (Figure 9-38)
Riprap Type
d 50 - Median Rock Size
(inches)
L 9
M 12
H 18
VH 24
Step 5: Determine Extent of Riprap Protection, L p (Equation 9-11)
Expansion Factor, from Fig 9-35
3
2.11 *using V =5ft/s for erosive soils
L p not to be less than 3D = 4.50 ft
6.04 ft L p not to be greater than 10D = 15.00 ft
Use L p of 6.04 ft
Is Q/Dc2.5 > 6: No
Then Use L p of 6.04 ft
Step 6: Determine Width of Riprap Protection W p = 3D = 4.50 ft
Step 7: Determine Riprap Proection Thickness T p = 2*d 50 = 18 inches
Step 8: Determine Cutoff Wall Depth (B)B = D c /2+T p = 3.00 ft
PROTECTION SUMMARY:
L
7.00 ft
4.50 ft
18 inches
3.00 ft
Use Type L Riprap
Headwall-04
Riprap Type
J.Claeys
Highland Develoment Services
21-1044-00
September 10, 2024
Headwall-04
Design Flow, Q (cfs)
Length of Basin (ft)
Width of Basin (ft)
Riprap Layer Thickness (in)
Concrete Cutoff Wall Depth (ft)
Pipe Dia., D c (ft)
Tailwater depth, Y t (ft) - if known
==
V
QAt
=
qtan2
1
=
-
=c
t
t
p D
Y
AL
qtan2
1
Page 8 of 8
Appendix G
APPENDIX G – LOW IMPACT DEVELOPMENT CALCULATIONS
DS DSDS
DS
DS
DS
DS
DSDS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS DS
DS
DS
DS
DS
DS
DSDS
DS
DS
DS
DS
DS DSDS
DS
DS
DS
DS
DS
DS
DS
DS
DSDS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS DS
DS
UPUP
DS
DSDS
DS
DSDS
DSDS
DS
DS
DS
DS
DS
DS DS
DS DS
DS
DS DS
DS DS
DS
DS
DS
UPUP
DS
DSDS
DS
DSDS
DSDS
DS
DS
DS
DS
DS
DS DS
DS DS
DS
DS DS
DS DS
DS
DS
DS
DSDSDS
DS
DS
DS
DS
DS
DS
DS
DS
DS DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DSDS
DS
DSDSDS
DS
DS
DS
DS
DS DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DSDS
DS
DS
DS
DS
DS
DS DS
DS
DS
DS
DS
UPUP
DS
DSDSDS
DSDS
DS
DS
DS DS
DS DS
DS DS
DS
DS
DS
DSDS
DS
DS
DSDSDS
DS
DS
DS
DS
DS DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DSDS
DS
DS
DS
DS
DS
DS DS
DS
DS
DS
DS
UPUP
DS
DSDS
DS
DSDS
DS
DS
DS
DS
DS
DS
DS
DS DS
DS DS
DS
DS DS
DS DS
DS
DS
DS
UPUP
DS
DSDSDS
DS
DS
DS
DS
DS DS
DS DS
DS DS
DS
DS
DS
DSDS
DS
DS
DS DSDS
DS
DS
DS
DS
DSDS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS DS
DS
DS
DS
DS
DS
DSDS
DS
DS
DS
DS
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
C
D
DUCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE DD
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE DDUCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE DDUCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE DNDYLOPLASTONOTPOLLUTEUCTILEIRON
DRAINSTOWATERWAYSD
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
DUCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTEDD
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTEDDUCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE DDUCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE
NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYSDNDYLOPLASTONOTPOLLUTEUCTILEIRON
DRAINSTOWATERWAYSDNDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYSNYLOPLAST 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 WATERWAYS
DDONOTPOLLUTE
RAINSTOWATERWAYS
DUCTILEIRONNYLOPLAST 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
DDUCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE
D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTED
DUCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTEDDUCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE
D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE DDUCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
DUCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
DUCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
DUCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE DDUCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTED
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE
D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE
D
DUCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE
DDUCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE
D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE
D
DUCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE
DDONOTPOLLUTE
RAINSTOWATERWAYS
DUCTILEIRONNYLOPLAST
DDONOTPOLLUTERAINSTOWATERWAYS
DUCTILEIRONNYLOPLAST
DDONOTPOLLUTE
RAINSTOWATERWAYS
DUCTILEIRONNYLOPLAST
DDONOTPOLLUTERAINSTOWATERWAYS
DUCTILEIRONNYLOPLAST
DDONOTPOLLUTE
RAINSTOWATERWAYS
DUCTILEIRONNYLOPLAST
NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
DNDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
DNDYLOPLASTONOTPOLLUTEUCTILEIRON
DRAINSTOWATERWAYS
DNDYLOPLASTONOTPOLLUTEUCTILEIRON
DRAINSTOWATERWAYS D
NDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
DNDYLOPLASTONOTPOLLUTEUCTILEIRON
DRAINSTOWATERWAYS
DNDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
DNDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
DNDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
DNDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
DNDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
DNDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
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DRAINSTOWATERWAYS
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DRAINSTOWATERWAYS
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NDYLOPLASTONOTPOLLUTE
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DRAINSTOWATERWAYSD
NDYLOPLASTONOTPOLLUTE
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DRAINSTOWATERWAYS
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DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTEUCTILEIRON
DRAINSTOWATERWAYS
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DRAINSTOWATERWAYS
D
NDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTEUCTILEIRON
DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTEUCTILEIRON
DRAINSTOWATERWAYS
DNDYLOPLASTONOTPOLLUTEUCTILEIRON
DRAINSTOWATERWAYS
DNDYLOPLASTONOTPOLLUTEUCTILEIRON
DRAINSTOWATERWAYS
D
NDYLOPLASTONOTPOLLUTE
UCTILEIRON
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DRAINSTOWATERWAYS
D
NDYLOPLASTONOTPOLLUTE
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NDYLOPLASTONOTPOLLUTE
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DRAINSTOWATERWAYS
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NDYLOPLASTONOTPOLLUTE
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DRAINSTOWATERWAYS D
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DRAINSTOWATERWAYS D
NDYLOPLASTONOTPOLLUTE
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DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTEUCTILEIRON
DRAINSTOWATERWAYS
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DRAINSTOWATERWAYS
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DRAINSTOWATERWAYS
DNDYLOPLASTONOTPOLLUTEUCTILEIRON
DRAINSTOWATERWAYS DNDYLOPLASTONOTPOLLUTEUCTILEIRON
DRAINSTOWATERWAYS
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UCTILEIRON
DRAINSTOWATERWAYS
NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS
D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE
D
D
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DONOTPOLLUTED
D
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DONOTPOLLUTED
D
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DONOTPOLLUTED
D
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DONOTPOLLUTED
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DONOTPOLLUTE
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DRAINSTOWATERWAYS D
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D
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DONOTPOLLUTE D
D
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DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTED
D
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DONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D
D
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DUCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLAST
DONOTPOLLUTE
DO NOT POLLUTEDRAINS TO WATERWAYS
NYLOPLASTDUCTILE IRON
D
D
UCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTED
DUCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTEDDUCTILEIRONRAINSTOWATERWAYSNYLOPLASTDONOTPOLLUTE
LID B
STORMTECH SC-800
(90 CHAMBERS)
LID
D
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LID C
STORMTECH SC-800
(45 CHAMBERS)
POND
298A
POND 298C
STANDARD WQ
POND 298C
STANDARD WQ
POND
298B
HI
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N
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OFSHEET
DRAWN BY
CHECKED BY
DATE
SCALE (H)
HDS PROJ #
SCALE (V)
UN
I
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N
P
A
R
K
LI
D
E
X
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9/11/24
1" = 150'
N/A
JTC
JTC
21-1044-00
LID
1 1
N
W E
S
0
SCALE: 1" = 150'
15075
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
1,382,235 31.73 967,230 75% 725,423
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+…+B7 380,470 75.4% 305,353 0.24 7,652 Filtration Gallery
C C1+...+C4 212,167 70.4% 159,999 0.22 3,916 Filtration Gallery
D D2+…+D6 260,855 74.9% 207,838 0.24 5,200 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 417,392 9.58 65.1% 0.25 0.244
725,423
673,191
70%
93%
Area (sq-ft) Area (acres) Treatment Ratio
853,492 19.59 61.7%
417,392 9.58 30.2%
1,270,884 29.18 91.9%
111,351 2.56 8.1%
1,382,235 31.73
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
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
July 17, 2024
Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, June 2001 (Revised January 2016)
Standard Water Quality Areas
Description
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 4,457 90 4,554 10 0 4,554 7,920 7,652
C SC-800 1.06 4.48 2,478 45 2,277 6 0 2,277 4,097 3,916
D SC-310 2.20 4.66 2,050 140 2,058 16 0 2,058 5,118 5,200
Negligible
Max Cover
(ft)
Min
Cover
(in)
Chamber
Model
J.Claeys
Highland Development Services
21-1044-00
July 17, 2024
Min Installed
Chamber/Aggregate
Volumec
(cu-ft)
Negligible
Endcap
Volumed
(cu-ft)
Min Installed
Endcap/Aggregate
Volumee
(cu-ft)
Negligible
Negligible
Negligible
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)
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
8.73 acres 4,457 0.10
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 10.08 3,025 637 2,388 0.05
10 1.105 7.82 4,691 1,274 3,417 0.08
15 0.935 6.61 5,953 1,910 4,043 0.09
20 0.805 5.70 6,834 2,547 4,287 0.10
25 0.715 5.06 7,588 3,184 4,404 0.10
30 0.650 4.60 8,278 3,821 4,457 0.10
35 0.585 4.14 8,691 4,458 4,234 0.10
40 0.535 3.79 9,084 5,095 3,990 0.09
45 0.495 3.50 9,456 5,731 3,724 0.09
50 0.460 3.25 9,763 6,368 3,395 0.08
55 0.435 3.08 10,156 7,005 3,151 0.07
60 0.410 2.90 10,442 7,642 2,801 0.06
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
July 17, 2024
- City of Fort Collins - Storm Water Criteria Manual
Design Engineer:
Design Firm:
Project Number:
Date:
Allowed Release Rate
Frequency Factor (C f )Required Detention
Adjusted Runoff Coefficient (CC f )
Area (A )
DESIGN CRITERIA
0.77
1.00
0.77 ft3 acre-ft
4.87 acres 2,478 0.06
1.06 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 5.34 1,603 318 1,285 0.03
10 1.105 4.14 2,487 637 1,850 0.04
15 0.935 3.51 3,156 955 2,201 0.05
20 0.805 3.02 3,623 1,274 2,349 0.05
25 0.715 2.68 4,022 1,592 2,430 0.06
30 0.650 2.44 4,388 1,910 2,478 0.06
35 0.585 2.19 4,607 2,229 2,379 0.05
40 0.535 2.01 4,816 2,547 2,268 0.05
45 0.495 1.86 5,012 2,866 2,147 0.05
50 0.460 1.73 5,176 3,184 1,992 0.05
55 0.435 1.63 5,384 3,502 1,881 0.04
60 0.410 1.54 5,536 3,821 1,715 0.04
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
Union Park
WQ Treatment Volume - FAA Method
J.Claeys
Highland Development Services
21-1044-00
July 17, 2024
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA
0.80
1.00
0.80 ft3 acre-ft
5.99 acres 2,050 0.05
2.20 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 6.83 2,048 660 1,388 0.03
10 1.105 5.29 3,176 1,321 1,855 0.04
15 0.935 4.48 4,031 1,981 2,050 0.05
20 0.805 3.86 4,628 2,642 1,986 0.05
25 0.715 3.43 5,138 3,302 1,836 0.04
30 0.650 3.11 5,605 3,962 1,643 0.04
35 0.585 2.80 5,885 4,623 1,263 0.03
40 0.535 2.56 6,151 5,283 868 0.02
45 0.495 2.37 6,403 5,944 459 0.01
50 0.460 2.20 6,611 6,604 7 0.00
55 0.435 2.08 6,877 7,264 -387 -0.01
60 0.410 1.96 7,071 7,925 -854 -0.02
- 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: July 17, 2024
- City of Fort Collins - Storm Water Criteria Manual
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 )
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.
Design Constraint Dimensions:(32 ft. x 150 ft.)
Results
System Volume and Bed Size
Installed Storage Volume: 7920.02 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.
Average Cover Over Chambers: NaN ft.
System Components
Amount Of Stone Required: 309 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):
167 square yards
Woven Geotextile Required (Isolator
Row):
434 square yards
Total Woven Geotextile Required:601 square yards
Impervious Liner Required:0 square yards
User Inputs
Chamber Model: SC-800
Outlet Control Structure: No
Project Name: Union Park - LID C
Engineer: Jason Claeys
Project Location: Colorado
Measurement Type: Imperial
Required Storage Volume: 3950 cubic ft.
Stone Porosity: 40%
Stone Foundation Depth: 6 in.
Stone Above Chambers: 6 in.
Design Constraint Dimensions:(20 ft. x 150 ft.)
Results
System Volume and Bed Size
Installed Storage Volume: 4097.17 cubic ft.
Storage Volume Per Chamber: 50.60 cubic ft.
Number Of Chambers Required: 45
Number Of End Caps Required: 6
Chamber Rows: 3
Maximum Length:115.08 ft.
Maximum Width: 15.75 ft.
Approx. Bed Size Required: 1812.48 square ft.
Average Cover Over Chambers: N/A .
System Components
Amount Of Stone Required: 167 cubic yards
Volume Of Excavation (Not Including
Fill):
252 cubic yards
Total Non-woven Geotextile Required:615 square yards
Woven Geotextile Required (excluding
Isolator Row):
53 square yards
Woven Geotextile Required (Isolator
Row):
218 square yards
Total Woven Geotextile Required:270 square yards
Impervious Liner Required:0 square yards
User Inputs
Chamber Model: SC-310
Outlet Control Structure: No
Project Name: Union Park - LID D
Engineer: Jason Claeys
Project Location: Colorado
Measurement Type: Imperial
Required Storage Volume: 5250 cubic ft.
Stone Porosity: 40%
Stone Foundation Depth: 6 in.
Stone Above Chambers: 6 in.
Design Constraint Dimensions:(40 ft. x 140 ft.)
Results
System Volume and Bed Size
Installed Storage Volume: 5118.16 cubic ft.
Storage Volume Per Chamber: 14.70 cubic ft.
Number Of Chambers Required: 140
Number Of End Caps Required: 16
Chamber Rows: 8
Maximum Length:134.84 ft.
Maximum Width: 31.67 ft.
Approx. Bed Size Required: 4160.75 square ft.
Average Cover Over Chambers: N/A .
System Components
Amount Of Stone Required: 284 cubic yards
Volume Of Excavation (Not Including
Fill):
360 cubic yards
Total Non-woven Geotextile Required:1214 square yards
Woven Geotextile Required (excluding
Isolator Row):
271 square yards
Woven Geotextile Required (Isolator
Row):
537 square yards
Total Woven Geotextile Required:808 square yards
Impervious Liner Required:0 square yards