HomeMy WebLinkAboutReports - Drainage - 10/01/2025Bloom Commercial
Final Drainage Report
Galloway & Company, Inc. Page 1 of 31
PREPARED FOR:
Hartford Homes, LLC
4801 Goodman St.
Timnath, CO 80547
PREPARED BY:
Galloway & Company, Inc.
5235 Ronald Reagan Blvd., Suite 200
Johnstown, CO 80534
Contact: James Prelog, PE
DATE:
July 16th, 2025
Revised: October 1st, 2025
BLOOM COMMERCIAL
Fort Collins, CO
FINAL DRAINAGE REPORT
Bloom Commercial
Final Drainage Report
Galloway & Company, Inc. Page 2 of 31
ENGINEER’S STATEMENT
“I hereby attest that this report for the final drainage design for the Bloom Commercial was prepared by
me or under my direct supervision, in accordance with the provisions of the Fort Collins Stormwater
Criteria Manual. I understand that the City of Fort Collins does not and will not assume liability for
drainage facilities designed by others.”
Herman Feissner, P.E. 0038066 Date
For and on behalf of Galloway & Company, Inc.
Bloom Commercial
Final Drainage Report
Galloway & Company, Inc. Page 3 of 31
I. Introduction ................................................................................................................................................ 4
General Location .............................................................................................................................. 4
Existing/Pre-Project Site Info ........................................................................................................... 4
II. Master Drainage Basin .............................................................................................................................. 5
Overall Basin Description ................................................................................................................. 5
Existing Drainage Facilities .............................................................................................................. 5
Floodplain ......................................................................................................................................... 6
III. Project Description ................................................................................................................................... 7
Existing Conditions ........................................................................................................................... 7
Proposed Conditions ........................................................................................................................ 7
IV. Proposed Drainage Facilities ................................................................................................................... 8
General Concept .............................................................................................................................. 8
Proposed Drainage Basins .............................................................................................................. 9
Detention Pond .............................................................................................................................. 10
Low Impact Development and Water Quality ................................................................................ 11
V. Drainage Design Criteria ........................................................................................................................ 12
Directly Connected Impervious Area (DCIA) ................................................................................. 12
Development Criteria Reference and Constraints ......................................................................... 13
Hydrological Criteria ....................................................................................................................... 13
Hydraulic Criteria ............................................................................................................................ 14
VI. EROSION AND SEDIMENT CONTROL MEASURES .................................................................... 16
Construction Material & Equipment ............................................................................................... 16
Maintenance ................................................................................................................................... 16
VII. Conclusions .......................................................................................................................................... 18
Compliance with Standards ........................................................................................................... 18
Variances ....................................................................................................................................... 18
Summary of Concepts .................................................................................................................... 18
VIII. References .......................................................................................................................................... 19
Appendices:
A. Exhibits and Figures
B. Excerpts from Reference Materials
C. Hydrologic Computations
D. Hydraulic Computations
E. SWMM Model
F. Drainage Maps
TABLE OF CONTENTS
Bloom Commercial
Final Drainage Report
Galloway & Company, Inc. Page 4 of 31
I. Introduction
General Location
The proposed Bloom Commercial project site (Site or commercial site) is in the southern region of Bloom.
More specifically it is located directly south of Donella Drive and north of East Mulberry Street, just west of
I-25, to the east of the Mosaic Subdivision in Fort Collins, Colorado. The overall Bloom development is
bordered to the north by East Vine Drive; to the east by the Imu-Tek Animal Health Clinic and
undeveloped land; to the south by East Mulberry Street; and to the west by East Ridge Second Filing
(i.e., Mosaic Subdivision). The Bloom Commercial site is located in the Northwest Quarter of Section 9,
Township 7 N., Range 66 W. of the 6th P.M., City of Fort Collins, County of Larimer, State of Colorado. A
vicinity map is included in Appendix A for reference.
This report follows a previous report by Galloway & Company, Inc. (GAL), “Final Drainage Report Bloom
Filing 1” dated November 2022. Two amendments to the November 2022 report have been filed:
- June 2023: “Bloom Filing 1 Amendment – Drainage Modifications”;
- January 2025: “Bloom Filing 1 Amendment – Drainage Modifications”.
Existing/Pre-Project Site Info
The commercial site consists of the area of the overall site that is south of Donella Drive. In the pre-
project conditions the land was undeveloped and overlot graded. Pre-project grades across the site vary
from 0.5 to 3.0 percent. The commercial site generally drains from north to south. The project site is
located within the Cooper Slough/Boxelder Basin and the Cooper Slough channel is located just to the
east of the project site. The Lake Canal also cuts across the southwest corner of the overall Bloom site.
SWMM basin I from the November 2022 work is not a part of this current work. This basin is located
southwest of the Lake Canal.
According to the Natural Resources Conservation (NRCS) Web Soil Survey, the commercial site consists
of a mix of soil types and Hydrologic Soil Groups (HSG) including:
- Ascalon Sandy Loam (17), HSG ‘B’
- Garrett Loam (83%), HSG ‘B’
The soil map generated by the Web Soil Survey can be found in Appendix A.
Bloom Commercial
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II. Master Drainage Basin
Overall Basin Description
The overall Bloom project site is located in the lower portion of the Cooper Slough Watershed. The
master plan for this drainage basin was updated in May of 2021. This report is titled “City of Fort Collins
Upper Cooper Slough Basin Selected Plan of Improvements” prepared by Icon Engineering, Inc. (Master
Plan). The Cooper Slough drainage basin resides in northeast Fort Collins and unincorporated Larimer
County, Colorado. The Master Plan describes it as a long and slender watershed, flowing from north to
south, comprising 28 square miles which are tributary to Box Elder Creek and the Cache la Poudre River.
The watershed begins at the confluence with Box Elder Creek, which is about one-half mile south of
Mulberry Street and slightly west of I-25, and proceeds north for 20 miles to Larimer County Road 80 at a
location northwest of the Town of Wellington. The basin has a maximum width of 3.9 miles at a location
just south of Wellington. Predominant land uses are characterized by farmland and open space, with
development occurring mainly in the southern portion of the watershed, near northeast Fort Collins.
The Cooper Slough watershed is divided into upper and lower portions by the Larimer & Weld Canal. The
project site is located in the lower portion of the watershed.
The Master Plan discusses improvements to the Cooper Slough and Lake Canals including culverts
installed in Vine Drive and Mulberry Street (i.e., Highway 14), but these improvements lie outside of the
boundaries of this project and therefore are not a part of this project. There will be no changes to the
Cooper Slough or Lake Canal as part of this project.
The proposed development to the southeast of the project site, Peakview, has included a portion of a box
culvert that will eventually divert water from the Lake Canal to the Cooper Slough. The box culvert will be
designed, constructed, plugged, and buried until future Master Plan culvert improvements are
constructed.
Relevant excerpts from the Master Plan are included in Appendix B.
Existing Drainage Facilities
A historic/existing conditions basin map was developed with the November 2022 report, reference
Appendix B, for an excerpt from the report. SWMM was used to determine the existing runoff and the 2-
year and 100-year runoff values from the models are included in the basin description below. According
to the Master Plan, future development within the area of the site is to “Limit the release (both peak
discharge and volume) associated with future development within the Upper Cooper Slough Basin to the
100-year existing condition release rates into the lower Cooper Slough area.”
Bloom Commercial
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Galloway & Company, Inc. Page 6 of 31
Basin H-3 was established in the November 2022 report and includes the Bloom Commercial site.
Basin H-3 (±162 acres, Q2 = 8.7 cfs, Q100 = 52.0 cfs) is associated with the western portion of the site.
Runoff currently sheet flows south into the Lake Canal.
Floodplain
The Cooper Slough runs along the eastern boundary of the overall Bloom project site. According to the
Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map Panels 982 (FIRM Number
08069C0982F) effective date December 19, 2006 and Panel 984 (FIRM Number 08069C0984H) effective
date May 2, 2012 included in Appendix A, a portion of the site lies within Zone AE of the Cooper Slough,
an area subject to inundation by the 1% annual chance 100-yr flood. In Zone AE, the base flood
elevations (BFEs) have been determined.
A LOMR (FEMA Case No.: 17-08-1354P) became effective February 21, 2019. The LOMR was submitted
as a part of a restudy of the Boxelder and Cooper Slough prepared for the Boxelder Stormwater Authority
by Ayres Associates. The effective 100-yr floodplain encroaches on a significant portion of the
commercial site south of Donella Drive. No development activities are planned to encroach on the
effective floodway. All elevations provided are in reference to the NAVD 1988, with Cooper Slough
effective 100-yr floodplain water surface elevations ranging between 4930.5 ft and 4960.2 ft adjacent to
the overall Bloom project site.
The development shall follow floodplain regulations stated in Chapter 10 of the City Code. All structures
shall have the elevation of the lowest floor above regulatory flood protection elevations. It is anticipated
that no work shall commence within the floodway.
A floodplain use permit was submitted to the City of Fort Collins in conjunction with the November 2022
report.
Bloom Commercial
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III. Project Description
The Bloom Commercial development encompasses ±35.6 acres and will include the development of
higher density residential land uses, commercial use, and associated streets, utilities, and open space.
The project site is bordered to the east by Greenfields Court; to the west by existing industrial
development; to the north by Donella Drive; and to the south by the Lake Canal and Frontage Road.
This report summarizes the drainage facilities for the commercial site including proposed storm drain
improvements, Low Impact Development (LID) Best Management Practices (BMPs), Water Quality (i.e.,
Extended Detention Basin (EDB), and stormwater quantity detention.
Existing Conditions
The existing project site is ±35.6 acres of undeveloped ground. Existing grades of the Site generally slope
from 0.5 to 3.0 percent.
Proposed Conditions
The proposed Bloom Commercial site will include the development of higher density residential land
uses, commercial buildings, associated streets, utilities, and open space. The commercial site drains to
the west, southwest, and southeast to (3)-three detention ponds (i.e., G1, H (existing) and J). These (3)-
three detention ponds will eventually outfall into the Cooper Slough.
Bloom Commercial
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Galloway & Company, Inc. Page 8 of 31
IV. Proposed Drainage Facilities
General Concept
Runoff from the developed site will generally be conveyed via overland flow and curb and gutter to a
proposed storm drain system that will convey the minor and major event stormwater runoff to on-site
detention ponds. There are three (3)-detention ponds proposed within the commercial site to provide
water quality (e.g., associated with the remaining 25% of newly added impervious area) and quantity
detention.
- Pond G1 (proposed) will outfall into proposed Storm A that ties into the existing Cooper Slough
Outfall (designed and constructed w/Bloom Filing 1).
- Pond H (existing) ties into the existing Cooper Clough outfall. Existing detentions ponds E and G
are also included in the commercial site SWMM because they contribute to the total release rate
into the Cooper Slough.
- Pond J (proposed) will outfall into proposed Storm A that ties into the existing Cooper Slough
Outfall (designed and constructed w/Bloom Filing 1).
Per GAL’s November 2022 FDR and subsequent June 2023 and January 2025 Bloom Filing 1
Amendment documents, the total allowable release into the Cooper Slough is ±44.4 cfs (i.e., ±222 acres *
0.2 cfs/acre – per accepted variance). The total release from detention ponds A, B, C, and D is ±23.7 cfs;
therefore, the allowable remaining release from ponds E (existing), G (existing), G1 (proposed with the
commercial site), H (existing), and J (proposed with the commercial site) is ±20.7 cfs. Detention ponds
G1, H, and J were analyzed herein using EPA SWMM 5.2.
This current work proposes a revision to the above based on a refinement to the SWMM model and area
that was not previously included in the allowable release rate calculations. First, the in-series routing of
existing detention ponds A and B was re-evaluated running SWMM using Dynamic Wave (DW) routing
instead of Kinematic Wave routing. The total release from detention ponds A, B, C, and D is ±22.7 cfs
(i.e., ±1.0 cfs reduction from the above). Second, a ±13.65-acre area within the Site area was not
included in the original release rate calculations. Therefore, we are proposing an increase of ±2.7 cfs to
the accepted variance (see above), ±44.4 cfs, for a total allowable release rate of ±47.1 cfs. The
proposed release rate attributable to the Bloom Commercial site and Filing 4 (i.e., ±13.3 cfs), which is
inclusive of Pond E, is ±24.4 cfs.
A summary of the pond volumes and release rates from the SWMM model is included in Appendix C.
Bloom Commercial
Final Drainage Report
Galloway & Company, Inc. Page 9 of 31
The commercial site has been divided into three (3)-three larger SWMM basins G1, H, and J. These
larger basins were further divided into twenty-nine (29) smaller basins for the purposes of Rational
Method calculations.
Water Quality will be provided on-site through Low Impact Development (LID) practices located within
each of the future tracts/lots and Water Quality Capture (WQCV) within the proposed/existing detention
ponds. The City of Fort Collins, per section 2.3.7 Low Impact Development (FCSCM), requires
implementation of LID systems following one of the following options:
1) 50% of the newly added or modified impervious area must be treated by LID techniques and 25%
of new paved areas must be pervious; or
2) 75% of all newly added or modified impervious area must be treated by LID techniques.
There are no off-site (i.e., outside the larger Bloom development project site boundaries) basins impacting
the project site.
There are no proposed improvements to the Cooper Slough associated with the development of the
commercial site. A floodplain permit is to be submitted prior to any work being done within the floodplain.
Proposed Drainage Basins
Basin G1
Basin G1 encompasses areas of both Bloom Filing 3 and Bloom Commercial. The total area of G1 is
approximately 32 acres (i.e., ±33.4 acres in Rational Method and ±32.0 acres in SWMM). We
acknowledge there are minor discrepancies between the Rational Method and SWMM basin areas. Our
intent is to resolve them as the project moves forward. Specific to the work herein, areas are relative to
the SWMM areas. Approximately 21.0 acres of basin G1 are within the Filing 3 site, and approximately
11.0 acres are within the commercial site.
This basin includes areas for commercial businesses, associated infrastructure, and open space. In a
separate submittal for Tract A, LID design details will be added in support of treating 75% of the newly
added impervious area with an LID technique (e.g., ±0.15 ac-ft for a volume-based LID, refer to Appendix
C for an example Sand Filter (SF) sizing calculation). The Extended Detention Basin (i.e., ±0.25 ac-ft)
within Pond G1 is sized to provide Water Quality Capture Volume (WQCV) for newly added impervious
area within Tract A at an assumed developed imperviousness of 80% G1, adjacent Right-of-Way as well
as basins associated with Filings 3 and 4 that are not tributary to each Site’s respective WQCV. The
estimated WQCV was added to the estimated quantity volume. LID requirements for Filing 3 have been
met within Filing 3. Filing 4 met both the WQCV and LID requirements with on-site infrastructure.
Bloom Commercial
Final Drainage Report
Galloway & Company, Inc. Page 10 of 31
Basin H
Basin H comprises approximately 10.7 acres. This area will be developed in the future as commercial.
Our intent is for the future developer to meet the CoFC LID requirements locally. The remaining 25% of
the newly added impervious area will be treated in an EDB within Pond H (existing).
Basin J
Basin J comprises approximately 6.9 acres. This area will be developed in the future as higher-density
residential (e.g., townhomes). Our intent is for the future developer to meet the CoFC LID requirements
locally. The remaining 25% of the newly added impervious area will be treated in an EDB within Pond J
(proposed).
Detention Pond
Each pond will provide volume for quality (i.e., EDB) and quantity. The Final Drainage Report Bloom
Filing 1 (November 2022, GAL) presented the release rate methodology for the overall Bloom
development that was approved and subsequently revised herein. Two follow-up memorandums by GAL
in June 2023 and January 2025, revised the layout of Pond G by splitting it into two detention ponds (i.e.,
Pond G and Pond G1) and revised the total release rate into the Cooper Slough from detention ponds A,
B, C, and D from ±21.9 cfs to ±23.7 cfs, respectively. Per this current work, see above section General
Concept for more detail, GAL is proposing to revise allowable release rate into the Cooper Slough to
±24.4 cfs.
Ponds G1, H, and J will provide WQCV locally (i.e., EDB). The table below lists the release rates and
volumes associated with each detention pond. Refer to Appendices D and E for additional detail
regarding the development of the proposed detention pond volumes.
Detention
Pond (s)
100-year Volume
Required (per SWMM)1
Allowable
Release Rate
Proposed Release
Rate (From SWMM
Model)
E and G EXISTING
±24.4 cfs2
±13.3 cfs
±24.4** cfs
G1 ±6.9 ac-ft / 299,529 ft3 ±10.0 cfs
H ±3.3 ac-ft / 142,128 ft3 ±0.6 cfs
J ±1.8 ac-ft / 79,523 ft3 ±0.5 cfs
1 Estimated WQCV added to estimated 100-year quantity volume per FCSCM
2 Per updated allowable release rate described herein
Bloom Commercial
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Galloway & Company, Inc. Page 11 of 31
Low Impact Development and Water Quality
The ODP has determined that water quality and detention will be required for the development of the Site.
Required Water Quality Capture Volume (WQCV) was calculated using equation 7-1 and Equation 7-2
from FCSCM.
The following table is the anticipated amount of the newly added impervious area and a breakdown of the
total area treated by an LID or an EDB feature.
Basin
SWMM Basin Area
SWMM
% IMP.
Preliminary LID and WQCV Area Estimates
ft2 acres
Newly Added
Imp. Area
(NAIA), ft2
75% of
NAIA for
LID, ft2
25% of
NAIA for
WQCV, ft2
G Site specific LID and WQCV addressed w/Filing 4 (F4), area shown (see right)
is tributary to Pond G1 and associated with peripheral F4 basins and RoW. 36,464.1
G1 (total) 1395559.3 32.0 72.5% 1011780.5 758835.4 252945.1
G1 (local) 480048.2 11.0 80.0% 384038.6 288028.9 96009.6
H 464232.3 10.7 80.0% 371385.9 278539.4 92846.5
I 279160.8 6.4 80.0% 223328.6 167496.5 55832.2
J 300263.9 6.9 80.0% 240211.1 180158.3 60052.8
Bloom Commercial
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Galloway & Company, Inc. Page 12 of 31
V. Drainage Design Criteria
Directly Connected Impervious Area (DCIA)
Each step of the Four-Step process is listed below and includes a brief narrative describing the
implementation strategy.
Step 1 - Employ runoff reduction practices
The newly added impervious area associated with developed runoff from the G1 (local), H, and J
series of basins will drain to a local LID facility such as a Sand Filter (SF) or ADS StormTech system
prior to entering the local on-site detention facilities.
Our intent is to provide quantity detention and additive Water Quality Capture Volume (WQCV) for
each basin and its estimated future imperviousness. Basin specific LID facilities will be designed at
the time of tract development. However, Appendix C includes sample calculations for a Sand Filter
(SF) in G1 (local). The SF design encourages settling of sediments, filtering, and infiltration. The Mile
High Flood District (MHFD) defines the facility as an “engineered, depressed landscape area
designed to capture and filter or infiltrate the Water Quality Capture Volume (WQCV).”
Step 2 - Implement BMPs that provide a Water Quality Capture Volume (WQCV)
The developed runoff from the G1, H, and J basins will drain into an Extended Detention Basin (EDB)
sized for 25% of the newly added imperviousness within the respective tributary area. The MHFD
defines an EDB as “An engineered basin with an outlet structure designed to slowly release urban
runoff over an extended time period to provide water quality benefits and control peak flows for
frequently occurring storm events. The basins are sometimes called "dry ponds" because they are
designed not to have a significant permanent pool of water remaining between storm runoff events.
Outlet structures for extended detention basins are sized to control more frequently occurring storm
events.”
Step 3 - Stabilize drainageways
Measures have be implemented to protect the Cooper Slough from the on-site detention pond
outflows.
Step 4 - Implement site specific and other source control BMPS
Site specific considerations such as material storage and other site operations are addressed in the
Stormwater Management Plan (SWMP).
Bloom Commercial
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Galloway & Company, Inc. Page 13 of 31
Development Criteria Reference and Constraints
The project must release at historic rates for each drainage basin, however due to the site being located
on flat, farmland it has been determined that 0.2 cfs/acre would be a more appropriate release into the
Cooper Slough. The overall Bloom Commercial site will release into the Cooper Slough at a rate of ±24.4
cfs
Hydrological Criteria
For urban catchments that are not complex and are generally 160 acres or less in size, it is acceptable
that the design storm runoff be analyzed using the Rational Method. The Rational Method is often used
when only the peak flow rate or total volume of runoff is needed (e.g., storm sewer sizing or simple
detention basin sizing). The Rational Method was used to estimate the peak flow at each design point.
For preliminary design, no routing (i.e., time attenuation) calculations were completed; this work will occur
at Final Design. When a total flow is reported within this preliminary drainage report, assume it is simply a
summation of all upstream flows.
The Rational Method is based on the Rational Formula:
Q = CiA
Where:
Q = the maximum rate of runoff, cfs
C = a runoff coefficient that can be interpreted as ratio between the runoff volume from an area and
the average rate of rainfall depth over a given duration for that area
i = average intensity of rainfall in in/hr for a duration equal to the Time of Concentration (Tc)
A = area, acres
The one-hour rainfall Intensity-Duration-Frequency tables for use with the Rational Method of runoff
analysis are provided in Table 3.4-1 and Figure 3.4-1 (refer to Appendix B).
The 2-year and 100-year storm events are the basis for the preliminary drainage system design. The 2-
year storm is considered the minor storm event. It has a fifty percent probability of exceedance during any
given year. The 100-year storm is considered the major storm event. It has a one percent probability of
exceedance during any given year.
The 2-year drainage system, at a minimum, must be designed to transport runoff from the 2-year
recurrence interval storm event with minimal disruption to the urban environment. The 100-year drainage
system, as a minimum, must be designed to convey runoff from the 100-year recurrence interval flood to
minimize life hazards and health, damage to structures, and interruption to traffic and services.
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The preliminary detention requirements were estimated with EPA SWMM 5.2. The SWMM input
parameters for each basin reference Table 4.1-1 of the FCSDCM.
Hydraulic Criteria
Street Capacity Analysis
The maximum encroachment criteria (see below) for gutter flow within the respective street sections and
during the minor storm (Q2) event was used to establish the street capacity. The maximum pavement
encroachment standards presented below in Table ST-2. For example, the minor storm flows within local
streets cannot overtop the curb (dmax=0.5’) or the crown of the street. During the major storm event (Q100),
the street capacities were estimated based on the maximum street encroachment standards presented
below in Table ST-3.
Table ST-2 - Pavement Encroachment Standards for the Minor Storm
Street Classification Maximum Encroachment
Local No curb overtopping. Flow may spread to crown
of street.
Collector No curb overtopping. Flow spread must leave at
least one lane free of water.
Table ST-3 - Street Inundation Standards for the Major (i.e., 100-Year) Storm
Street Classification Maximum Depth and Inundated Area
Local and Collector
The depth of water must not exceed the bottom of
the gutter at the median to allow operation of
emergency vehicles, the depth of water over the
gutter flow line shall not exceed twelve-(12)
inches, and the flow must be contained within the
right-of-way or easements paralleling the right-of-
way. The most restrictive of the three criteria shall
govern.
Table ST-4 – Allowable Cross-Street Flow
Street Classification Initial Storm Flow Major (100-Year) Storm Flow
Local 6 inches of depth in cross pan. 18 inches of depth above gutter
flow line.
Collector
Where cross pans allowed,
depth of flow should not exceed
6 inches.
12 inches of depth above gutter
flow line.
The street capacity calculations are embedded within the MHFD-Inlet_v6.00 spreadsheet. Refer to
Appendix D for street capacity calculations.
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Inlet Capacity Analysis
CDOT Type ‘R’ inlets are proposed throughout the project for removing excess developed runoff from the
Right-of-Way. The minor and major storm event inlet capacities were estimated with MHFD-Inlet_v6.00.
The street section geometry and storm event encroachment limits (i.e., street classification) established
the maximum allowable ponding depth. We determined the inlet length using the rational method flows at
the respective design point and the maximum allowable ponding depth. Appendix D includes capacity
calculations for proposed Type ‘R’ curb inlets and (1)-one Type 13 combination inlet.
Storm Drain Capacity Analysis
The storm drain system hydraulic analysis was completed using Bentley StormCAD V8i. This software
routes flows through each system by looking at the longest upstream tc at the manhole, calculating the
intensity and multiplying it by the upstream CA. Detailed output for each storm drain system analysis is
included in Appendix D.
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VI. EROSION AND SEDIMENT CONTROL MEASURES
A General Permit for Stormwater Discharge Associated with Construction Activities issued by the
Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division
(WQCD), will be acquired for the site. A Stormwater Management Plan (SWMP) should be prepared to
identify the Stormwater Control Measures (SCMs) which, when implemented, will meet the requirements
of said General Permit. Below is a summary of SWMP requirements which may be implemented on-site.
The following temporary SCMs may be installed and maintained to control on-site erosion and prevent
sediment from traveling off-site during construction:
• Silt Fence (SF) – a woven synthetic fabric that filters runoff. The silt fence is a temporary barrier that
is placed at the base of a disturbed area.
• Vehicle Tracking Control (VTC) – a stabilized stone pad located at points of ingress and egress on a
construction site. The stone pad is designed to reduce the amount of mud transported onto public
roads by construction traffic.
• Straw Wattles (SW) – wattles act as a sediment filter. They are a temporary BMP and require proper
installation and maintenance to ensure their performance.
• Inlet protection (IP) – Inlet protection will be used on all existing and proposed storm inlets to help
prevent debris from entering the storm sewer system. Inlet protection generally consists of straw
wattles or block and gravel filters.
Construction Material & Equipment
The contractor shall store all construction materials and equipment and shall provide maintenance and
fueling of equipment in confined areas on-site from which runoff will be contained and filtered.
Maintenance
The temporary SCMs will be inspected by the contractor at a minimum of once every two weeks and after
each significant storm event.
The property owner will be responsible for routine and non-routine maintenance of the temporary BMPs.
Routine maintenance includes:
• Remove sediment from the bottom of the temporary sediment basin when accumulated sediment
occupies about 20% of the design volume or when sediment accumulation results in poor
drainage.
• Lawn mowing-maintain height of grass depending on aesthetic requirements.
• Debris and litter removal-remove debris and litter to minimize outlet clogging and improve
aesthetics as necessary.
• Inspection of the facility-inspect the facility annually to ensure that it functions as initially intended.
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• Cleaning and repair of BMP’s is required when sediment has built up or the BMP is not working
properly.
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VII. Conclusions
Compliance with Standards
The design presented in this drainage report for Bloom Commercial development has been prepared in
accordance with the design standards and guidelines presented in the Fort Collins Stormwater Criteria
Manual.
Variances
There are no variances requests associated with the current work.
Summary of Concepts
The proposed storm drainage improvements should provide adequate protection for the developed site.
The proposed drainage system for the site should not negatively impact the existing downstream storm
drainage system.
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VIII. References
1. Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, January 2016
(with current revisions).
2. Fort Collins Stormwater Criteria Manual (Addendum to the Urban Drainage Storm Drainage
Criteria Manuals Volumes 1, 2, and 3), prepared by City of Fort Collins, Revised December 2018
3. Soil Map – Larimer County Area, Colorado as available through the Natural Resources
Conservation Service National Cooperative Soil Survey web site via Web Soil Survey 2.0.
4. Flood Insurance Rate Map – Larimer County, Colorado and Incorporated Areas Community
Panel No. 08069C0982F, Effective December 19, 2006 and 08069C0984H, Effective May 2,
2012.
5. City of Fort Collins Upper Cooper Slough Basin Selected Plan of Improvements, Icon
Engineering, Inc., May 2021.
6. Final Drainage Report for Peakview, United Civil Design Group, December 21, 2020.
7. Master Drainage Report for Mulberry, Galloway & Company, Inc., August 8, 2021
8. Preliminary Drainage and Erosion Control Report for Bloom Filing Three Fort Collins, Colorado,
Aspen Engineering, June 14, 2023
9. Final Drainage and Erosion Control Report Bloom Multi Family Fort Collins, Colorado, CivilWorx,
LLC, June 25, 2024
Bloom Commercial
Preliminary Drainage Report
Galloway & Company, Inc.
APPENDIX A
Exhibits and Figures
5235 Ronald Reagan Blvd., Suite 200
Johnstown, CO 80534
970.800.3300 • GallowayUS.com
BLOOM COMMERCIAL
VICINITY MAP
NOT TO SCALE
Hydrologic Soil Group—Larimer County Area, Colorado
(HFH073 | Bloom Commercial)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/13/2025
Page 1 of 4
44
9
2
2
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0
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9
2
3
0
0
44
9
2
4
0
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44
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0
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2
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0
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0
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2
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1
0
0
498200 498300 498400 498500 498600 498700 498800
498200 498300 498400 498500 498600 498700 498800
40° 35' 22'' N
10
5
°
1
'
1
9
'
'
W
40° 35' 22'' N
10
5
°
0
'
4
7
'
'
W
40° 34' 49'' N
10
5
°
1
'
1
9
'
'
W
40° 34' 49'' N
10
5
°
0
'
4
7
'
'
W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 200 400 800 1200
Feet
0 50 100 200 300
Meters
Map Scale: 1:4,880 if printed on A portrait (8.5" x 11") 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 19, Aug 29, 2024
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 2, 2021—Aug 25,
2021
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
(HFH073 | Bloom Commercial)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/13/2025
Page 2 of 4
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
7 Ascalon sandy loam, 0
to 3 percent slopes
B 25.1 28.8%
35 Fort Collins loam, 0 to 3
percent slopes
C 0.0 0.0%
40 Garrett loam, 0 to 1
percent slopes
B 59.4 68.2%
73 Nunn clay loam, 0 to 1
percent slopes
C 0.0 0.0%
76 Nunn clay loam, wet, 1
to 3 percent slopes
C 1.8 2.1%
94 Satanta loam, 0 to 1
percent slopes
C 0.7 0.8%
Totals for Area of Interest 87.1 100.0%
Hydrologic Soil Group—Larimer County Area, Colorado HFH073 | Bloom Commercial
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/13/2025
Page 3 of 4
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
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Larimer County Area, Colorado HFH073 | Bloom Commercial
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/13/2025
Page 4 of 4
National Flood Hazard Layer FIRMette
0 500 1,000 1,500 2,000250
Feet
Ü
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOOD
HAZARD AREAS
Without Base Flood Elevation (BFE)
Zone A, V, A99
With BFE or Depth Zone AE, AO, AH, VE, AR
Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile Zone X
Future Conditions 1% Annual
Chance Flood Hazard Zone X
Area with Reduced Flood Risk due to
Levee. See Notes.Zone X
Area with Flood Risk due to Levee Zone D
NO SCREEN Area of Minimal Flood Hazard Zone X
Area of Undetermined Flood Hazard Zone D
Channel, Culvert, or Storm Sewer
Levee, Dike, or Floodwall
Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
Coastal Transect
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of Study
Jurisdiction Boundary
Digital Data Available
No Digital Data Available
Unmapped
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 7/13/2025 at 4:08 PM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.
Legend
OTHER AREAS OF
FLOOD HAZARD
OTHER AREAS
GENERAL
STRUCTURES
OTHER
FEATURES
MAP PANELS
8
B 20.2
The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
1:6,000
105°1'21"W 40°35'12"N
105°0'43"W 40°34'45"N
Basemap Imagery Source: USGS National Map 2023
4,514
752.3
HFH073 | Bloom Commercial
This map is a user generated static output from the City of Fort Collins FCMaps
Internet mapping site and is for reference only. Data layers that appear on this
map may or may not be accurate, current, or otherwise reliable.
City of Fort Collins - GIS
572.0
1:
WGS_1984_Web_Mercator_Auxiliary_Sphere
Feet572.00286.00
Notes
Legend
3,430
Street Names
FEMA Floodplain
FEMA High Risk - Floodway
FEMA High Risk - 100 Year
FEMA Moderate Risk - 100 / 500 Year
City Floodplains
City High Risk - Floodway
City High Risk - 100 Year
City Moderate Risk - 100 Year
City Limits
Bloom Commercial
Preliminary Drainage Report
APPENDIX B
Excerpts from Reference Materials
ANHEUSER BUSCH (AB)
PLANT
Sod Farm Diversion
Q diverted = 752 cfs
Proposed Sod Farm Pond
S = 164 AF
Max WSE = 5033.2 ft
Berm along southern end at 5037.0 ft
Sod Farm Pond Outlet Pipe
into No. 8 Outlet Ditch
36" RCP with a 33.6" Orifice
Q = 54 cfs
Mountain Vista Diversion
From No8 Outlet Ditch
Q
=
2
5
0
c
f
s
Q = 8
9
c
f
s
Assume Full Development
of AB Lands with 100yr ->
2yr Detention (On-Site)
Mountain Vista Diversion
May Be Conveyed In
Open Channel or Pipe through
Montava Development
Proposed C&S/ Crumb
Detention Pond (426)
S = 193 AF
WSE = 4987.0 ft
Qin = 903 cfs
New AB Pond Outfall
Overflow Flume
Discharges into Cooper Slough
Q = 304 cfs
Existing AB 425 Pond Outlet
Remains Connected to L&W Canal
Q = 385 cfs
Existing AB Pond 425
S = 47 AF
Max WSE = 4983.5
Qin = 732 cfs
Remove Existing Flow Spill At CSRR
Provide Open Channel to Convey
Flows on West Side of RR
Combined Outlow From
C&S/ Crumb and L&W Canal Spill
Q = 639 cfs
Proposed E. Vine Dr. Culverts
(3) 8' x 4' RCBC
Q = 678 cfs
Proposed E. Mulberry St. Culverts
(2) 6' x 11' RCBC
Q = 1050 cfs
COOPER SLOUGH
Canal Spill to Dry Creek
Q = 0 cfs
Canal Spill
Q = 421 cfs
Q
=
7
7
8
c
f
s
Q
=
3
5
7
c
f
s
Q =
2
2
9
c
f
s
Q
=
3
3
9
c
f
s
Q =
1
0
0
2
c
f
s
Q
=
3
7
4
c
f
s
NO
.
8
O
U
T
L
E
T
D
I
T
C
H
LARIME
R
&
W
E
L
D
C
A
N
A
L
CO
L
O
R
A
D
O
&
S
O
U
T
H
E
R
N
R
A
I
L
R
O
A
D
BOXELDER WATERSHED
DRY CREEK WATERSHED
COOPER SLOUGH WATERSHED
BLACK HOLLOW OUTFALL CHANNEL
IMPROVEMENTS FROM 2006 MASTER
PLAN NOT INCLUDED IN 2021 UPDATE
Q =
2
5
0
c
f
s
N. Poudre Reservoir No. 6
Add 8-inch Iron Sill Plate to
Spillway
Q = 547 cfs
S = 679 AF
Max WSE = 5163.2'
Proposed (2) 6'x11' RCBC
to Lake Canal
SH-14
Proposed Channel
to Box Elder Creek
Channel and Bank Improvements
along Cooper Slough
Pond A
S = 82 AF
Max WSE = 5019.6 ft
Qout = 778 cfs
Montava Swale
Q = 778 cfs
Q
=
1
4
9
c
f
s
Overflow Pond
S = 20.3 AF
WSE = 4980.2 ft
Qin = 112 cfs
Proposed C&S/ Crumb Outfalls:
42" RCP to AB Pond = 102 cfs
3ft x 13.5ft RCBC to AB Pond
(3ft above Pond inv) = 331 cfs
Spill to Overflow Pond = 112cfs
Overflow Pond Outfall
into L&W Canal
48" RCP with a 44.4" Orifice
Qout = 103 cfs
Proposed (3) 3'x15' RCBC
under Lake Canal
Proposed Channel
Proposed culverts
for local drainage
MONTAVA
DEVELOPMENT
MT VISTA AND TIMBERLINE ROAD
MIXED-USED DEVELOPMENT
WATER'S EDGE
DEVELOPMENT
COUNTRY CLUB
RESERVE
DEVELOPMENT
Existing 24-in Culvert
Capaity = 21cfs
Culvert Crossing
(3) 10'X3' RCBC
Q = 888cfs
Proposed Channel
Formalize Spill from
Lake Canal
E VINE DR
IN
T
E
R
S
T
A
T
E
2
5
S
B
E MULBERRY ST
GI
D
D
I
N
G
S
R
D
TU
R
N
B
E
R
R
Y
R
D
RICHARDS LAKE RD
MOUNTAIN VISTA DR
E LIN
C
O
L
N
A
V
E
S TIMB
E
R
L
I
N
E
R
D
COUNTRY CLUB RD
E COUNTY ROAD 48
§¨¦25
§¨¦25
Cooper Slough Selected Plan (2021)
Figure 3: Selected Plan Projects $
0 0.5
Miles
Legend
swale
Overflow_Pond
Pond_A
C&S_Pond
AB_Pond
CRUMB_OUTLET
Sod Farm Pond
Proposed_Channel
Proposed Culvert
Montava Dev Boundary
Waters Edge Dev Boundary
Cooper Slough Basin Boundary
MtVista
!
! !
! !Anheuser Busch Property
5265 Ronald Reagan Blvd., Suite 210
Johnstown, CO 80534
970.800.3300 GallowayUS.com Memorandum
HFH22 - Memorandum F1 Amendment.docx
Page 1 of 2
To:Wes Lamarque, PE
City of Fort Collins
From:Matthew Pepin, PE
Galloway, Inc.
Date:06/20/2023
Re:Bloom Filing 1 Amendment - Drainage Modifications
To Mr. Lamarque,
Bloom Filing 1 required revisions that would include a modified pond, an added pond, and
modifications to associated storm infrastructure. This memorandum is to help provide
information on the changes from the approved Bloom F1 Final Drainage Report for the stated
Amendment.
Pond Modification / Addition
Pond G was initially approved to provide 9.5 ac-ft of volume and release at a rate of 17.6 cfs.
This pond is being split into two separate ponds to allow for increased development within the
piece of land where Pond G initially was planned. Pond G will now be reduced to a volume of
4.8 ac-ft and releasing at 13.5 cfs. A second pond, Pond G1, will be located on the western
part of the site. Pond G1 will provide 5.1 ac-ft of volume and release at 4.4 cfs. This would
increase the amount of total flow existing both ponds from the original by 0.2 cfs. In order to
maintain a maximum of 22.3 cfs releasing into the southern part of the Cooper Slough outfall,
Pond I’s flow will be restricted from 0.35 cfs to 0.15 cfs.
Storm Infrastructure
The associated basin that were tributary to the effected modification storm infrastructure are
labeled as A-G1, A-G2,…A-G6. Inlet calculations were added for these basins as well. An
updated StormCAD output for the effected storm lines has been included a part of this memo.
Tailwater conditions were set based on the 100-year WSEL for the major storm event and a
free outfall condition in the minor event. Note: there is HGL surcharging from SD Inlet L1.5
and SD Inlet L1. The HGL at this location is .27 higher than the RIM at the MH of SD MH
L1.4. This equates to 3.24 inches and would remain within the ROW, not impacting the lots.
Storm Infrastructure incorporating Bloom F2
In order to take into account LID’s within Bloom F2, there is another modification to the storm
pipe infrastructure. A concern of too much flow entering the LID in the major storm events
would cause damage needed to be mitigated. To prevent this from happening, a manhole
would split flow from outfalling into the LID and by passing downstream to outfall into the EDB
(Pond E). This flow split would have flow entering into the LID at a maximum of 15.5 cfs in the
major storm event. The flow split is achieved by having the smaller 15” pipe sit lower than the
larger pipe, restricting flow for the minor event to only pass through the 15” pipe. The flow
rate allowing for all flow in the minor storm event to enter the LID at a flow rate of 12.02 cfs.
Bloom Filing 1
06/20/2023
HFH22 - Memorandum F1 Amendment.docx
Galloway & Company, Inc.Page 2 of 2
CONCLUSION
The modifications to the site will not change the overall design intent that was originally
approved with Bloom F1 Drainage Report.
Sincerely,
GALLOWAY
Matthew Pepin, PE
Civil Project Engineer
MatthewPepin@Gallowayus.com 01/02/2024
5265 Ronald Reagan Blvd., Suite 210
Johnstown, CO 80534
970.800.3300 • GallowayUS.com
Memorandum
HFH22 - Memorandum F1 Amendment v2.docx
Page 1 of 1
To:
Wes Lamarque, PE
City of Fort Collins
From:
Matthew Pepin, PE
Galloway, Inc.
Date:
01/31/2025
Re:
Bloom Filing 1 Amendment - Drainage Modifications
To Mr. Lamarque,
Bloom Filing 1 required revisions that would include modifying Pond D outlet structure design.
This memorandum is to help provide information on the changes from the approved Bloom
F1 Final Drainage Report for the stated Amendment.
Pond D Outlet Structure Modification
Pond D was initially approved to release at a rate of 0.76 cfs. Upon completing the pond
certification for the pond, it was determined that the pond would not drain in 120-hours per
Colorado State Statute. Pond D’s release rate was modified to increase to 2.55 cfs to allow it
to fully drain within the 120-hours. This increase would provide a total increase of 1.78 cfs
into the upper portion of Cooper Slough. The approved Cooper Slough release rate initially
was 21.91 cfs and the revised release rate is 23.69 cfs. To compensate for the increase on
the upper portion of the Cooper Slough, the existing interim Pond G1 (which will be modified
in its future condition) and the future commercial site proposed pond located within Basin H
will restrict its release to equalize the total site to a maximum of 0.2 cfs per acre as outlined in
the approved Final Drainage Report and City of Fort Collins Storm Drainage Criteria. These
design modifications will occur at a later date.
To allow for the change of flow, the restrictor plate will be raised to be approximately 0.3’
above the structure bottom.
CONCLUSION
The modifications to Pond D will not change the overall design intent that was originally
approved with Bloom F1 Drainage Report and will allow for the pond to fully drain the
stormwater stored within the pond within 120 hours.
Sincerely,
GALLOWAY
Matthew Pepin, PE
Sr. Civil Project Engineer
MatthewPepin@Gallowayus.com
H1
H4
H3
H2
CooperSlough
LakeCanal O1
CityofFortCollins
Mulberry - Existing Conditions
SWMM 5.1 Page 1
SHARED STORM 1 - PROFILE
STA: 9+50 TO STA 18+50
4910
4915
4920
4925
4930
4935
4940
4945
4950
4910
4915
4920
4925
4930
4935
4940
4945
4950
9+5010+0010+5011+0011+5012+0012+5013+0013+5014+0014+5015+0015+5016+0016+5017+0017+5018+0018+50
MH
D
P
1
-
2
ST
A
:
1
3
+
1
9
.
9
1
RI
M
4
9
2
9
.
7
±
IN
V
.
I
N
4
9
2
4
.
0
3
(
N
)
IN
V
.
I
N
4
9
2
2
.
0
1
(
W
)
IN
V
.
O
U
T
4
9
2
1
.
9
1
(
E
)
FE
S
D
P
1
-
1
ST
A
:
1
0
+
0
0
.
0
0
RI
M
4
9
2
3
.
6
±
IN
V
.
I
N
4
9
2
1
.
2
7
(
W
)
ST
U
B
D
P
1
-
3
ST
A
:
1
7
+
7
6
.
4
8
RI
M
4
9
2
5
.
3
±
IN
V
.
O
U
T
4
9
2
2
.
9
4
(
E
)
PROPOSED GRADE EXISTING GROUND
456.6 LF 30" RCP @ 0.20%
319.9 LF 30" RCP @ 0.20%
5'(W) x 8'(L)
TYPE L RIPRAP
100-YR HGL
ST
A
R
T
B
O
X
C
U
L
V
E
R
T
ST
A
:
1
0
+
0
1
.
5
5
IN
V
.
O
U
T
4
9
2
2
.
6
9
(
E
)
IN
V
.
O
U
T
4
9
2
2
.
6
9
(
W
)
137.3 LF
4'X12' BOX CULVERT @ 0.20%
EN
D
B
O
X
C
U
L
V
E
R
T
ST
A
:
9
+
9
5
.
5
1
IN
V
.
I
N
4
9
2
2
.
4
1
(
W
)
9+7510+00
11+00
12+00
13+0014+0015+0016+0017+0018+00
FRON
T
A
G
E
R
O
A
D
LOT 2
MULBERRY ST (CO HWY 14)
FR
O
N
T
A
G
E
R
O
A
D
GR
E
E
N
F
I
E
L
D
S
D
R
I
V
E
STA: 9+75.00
N: 4440.56
E: 4688.12
START ALIGNMENT
STUB DP 1-3
STA 9+99.20
N: 4469.56
E: 3887.42 FES DP 1-1
STA 9+84.18
N: 4442.19
E: 4663.17
319.9 LF 30" STORM
456.6 LF 30" STORM
MH DP 1-2
STA 10+00.00
N: 4463.10
E: 4343.94
DP STORM 1
(SEE THIS SHEET)
STA: 18+00.00
N: 4469.89
E: 3863.90
END
ALIGNMENT
GD STORM 1
(SEE SHEET C4.11)
GD STORM 1-3
(SEE SHEET C4.11)
FR STORM 1
(SEE SHEET C4.13)
WQ STORM 1
(SEE SHEET C4.13)
DP STORM 1
(SEE SHEET C4.13)
137.3 LF 4'X12' BOX CULVERT
START BOX CULVERT
STA 10+01.55
N: 4471.61
E: 3906.00
END BOX CULVERT
STA 9+95.51
N: 4463.39
E: 4043.05
PROPOSED BOX CULVERT
(SEE SHEET C7.10 FOR MORE INFO)
9+75 10+00 10+50
MH DP 1-2
STA 10+00.00
N: 4463.10
E: 4343.94
21.6 LF 12" STORM
OUTLET DP 1-2.1
STA 10+21.62
N: 4484.71
E: 4344.28 FRO
N
T
A
G
E
R
O
A
D
STA: 9+75.00
N: 4438.10
E: 4343.55
START ALIGNMENT
STA: 10+50.00
N: 4513.09
E: 4344.74
END ALIGNMENT
MU
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STA: 9+50 TO STA 11+00
4910
4915
4920
4925
4930
4935
4940
4945
4950
4910
4915
4920
4925
4930
4935
4940
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21.6 LF 12" RCP @ 2.00%
VA
L
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1" = 5'
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SCALE: 1" = 50'
25'
PR
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JOB NUMBER
SHEET NUMBER
SHEETSOF
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HORIZONTAL:
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CAUTION
RE
V
I
S
I
O
N
S
:
CIVIL ENGINEERING & CONSULTING
UNITED CIVIL
Design Group
19 OLD TOWN SQUARE #238
FORT COLLINS, CO 80524
(970) 530-4044
www.unitedcivil.com
19
CABLE TV LINE
ELECTRIC LINE
FIBER OPTIC LINE
GAS LINE
G GAS METER
IRRIGATION LINE
SANITARY MANHOLE
SANITARY MAIN
SANITARY SERVICE
FLARED END SECTION
STORM INLET
STORM MANHOLE
STORM OUTLET
STRUCTURE
STORM PIPE
RIP RAP
TELEPHONE LINE
FIRE HYDRANT
FIRELINE
WATER FITTINGS
WATER MAIN
WATER SERVICE
WATER METER
THRUST BLOCK
GATE VALVE
FIBER, GAS, ELECTRIC, OR
TELEPHONE PEDESTAL
LEGEND
N
KEYMAP
1.THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE FIELD
CONDITIONS ARE AS SHOWN IN THE DRAWINGS. IF THE
CONTRACTOR FINDS DISCREPANCIES THE CONTRACTOR SHALL
CONTACT THE ENGINEER.
2.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE
UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST
INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES
NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION.
EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT
LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR
SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC
AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT
UTILITY LOCATION.
3.THE CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION ITEMS
IMPACTING ADJACENT PROPERTIES WITH THE PROPERTY OWNERS
PRIOR TO BEGINNING ANY CONSTRUCTION ACTIVITIES.
4.STORM SEWER SHALL BE CONSTRUCTED IN ACCORDANCE WITH
CITY OF FORT COLLINS SPECIFICATIONS AND DETAILS. SEE
ADDITIONAL NOTES ON SHEET C0.03.
5.STORM SEWER MAINS SHOWN ON THESE DRAWINGS AS HIGH
DENSITY POLYETHYLENE (HDPE) SHALL BE WATERTIGHT ADS-N12
OR APPROVED EQUAL.
6.ALL PIPE LENGTHS ARE FROM CENTER TO CENTER OF ADJACENT
STRUCTURES. DESIGN LENGTH OF THE PIPE INCLUDES THE LAYING
LENGTH OF FLARED END SECTIONS.
NOTES
CHECKED BY:
CHECKED BY:
CHECKED BY:
APPROVED:
CITY OF GREELEY
REVIEWED BY:___________________________________________
LARIMER COUNTY ENGINEERING DATE
LARIMER COUNTY APPROVAL BLOCK
NORTH
G
DE
L
O
Z
I
E
R
R
O
A
D
LOT 10
LOT 7
LOT 9
LOT 8
LOT 7
LOT 10
LOT 9
LOT 8
BLOCK 28
BLOCK 30
E27
E6
E11
E24
E10
E7
E5
E22
E23
E9
E16
E14
E12
E12.1
E11.1
E24.1
E25.1
E15
E17
acres
0.68
0.85
0.63
acres
E5
0.72
0.90
1.07
acres
OS4
0.46
0.57
0.29
acres
E7
0.74
0.92
1.03
acres
E9
0.72
0.90
1.07
acres
E10
0.74
0.93
1.03
acres
E11
0.55
0.68
0.40
acres
E12
0.79
0.99
0.44
acres
E14
0.65
0.81
0.30
acres
OS3
0.33
0.41
0.85
acres
E15
0.82
1.00
0.57
acres
OS6
0.60
0.75
0.43
acres
E17
0.65
0.81
0.59
acres
OS7
0.60
0.75
0.41
acres
E22
0.76
0.96
0.99
acres
E23
0.77
0.96
0.99
acres
E24
0.54
0.67
0.73
acres
E24.1
0.67
0.84
0.36
acres
E27
0.69
0.86
0.33
acres
FUT-G
0.90
1.00
40.3
acres
OS5
0.79
0.99
0.15
acres
E15.1
0.80
1.0
1.15
acres
E26.1
0.80
1.00
0.72
acres
E14.1
0.80
1.00
1.3
acres
E12.1
0.94
1.00
0.21
acres
E25.1
0.62
0.78
0.19
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FO
R
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C
O
L
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S
C
O
THESE PLANS ARE AN INSTRUMENT OF SERVICE
AND ARE THE PROPERTY OF GALLOWAY, AND MAY
NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED
WITHOUT THE WRITTEN CONSENT OF GALLOWAY.
COPYRIGHTS AND INFRINGEMENTS WILL BE
ENFORCED AND PROSECUTED.
COPYRIGHT
GallowayUS.com
5265 Ronald Reagan Blvd., Suite 210
Johnstown, CO 80534
970.800.3300
PR
E
LIM
IN
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NO
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ID
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Date:
Drawn By:
Project No:
Checked By:
06.01.2022
HFH000022
MA
T
C
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N
E
S
E
E
S
H
E
E
T
C1
0
4
MATCHLINE-SEE SHEET C10.1
MATCHLINE-SEE SHEET C10.8
DESIGN POINT
DETENTION POND BASIN BOUNDARY
i.e., MHFD-Detention_v4.03 and/or SWMM)
SUB-BASIN BOUNDARY (i.e., Rational Method)
OVERLAND FLOW DIRECTION
I.E., LANDSCAPING)
DIRECT FLOW DIRECTION
I.E., PAVEMENT, CURB AND
GUTTER)
BASIN ID
2-YR RUNOFF
COEFFICIENT
BASIN AREA
ACRES)
acres
A1
0.05
0.35
2.50
A
APPROXIMATE DETENTION POND
OVERFLOW PATH
100-YR RUNOFF
COEFFICIENT
FEMA CROSS SECTION
IRRIGATION POND LIMITS
KEYMAP
Know what's
before you dig.SCALE: 1"=50'
0 205010
JKD
JEP
DRAINAGE PLAN
C10.2
NOTES:
1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST
COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE.
2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE
PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE
PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN
LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN
THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE.
3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK
POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES.
4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE
FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A
NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE
COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS
REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE
BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE
BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE.
5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM.
E17
acres
E17
0.65
0.81
0.59
acres
0.60
0.75
0.41
acres
FUT-G
0.90
1.00
40.3
acres
G1
0.79
0.99
1.15
acres
G2
0.79
0.99
1.15
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FO
R
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C
O
L
L
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S
C
O
THESE PLANS ARE AN INSTRUMENT OF SERVICE
AND ARE THE PROPERTY OF GALLOWAY, AND MAY
NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED
WITHOUT THE WRITTEN CONSENT OF GALLOWAY.
COPYRIGHTS AND INFRINGEMENTS WILL BE
ENFORCED AND PROSECUTED.
COPYRIGHT
GallowayUS.com
5265 Ronald Reagan Blvd., Suite 210
Johnstown, CO 80534
970.800.3300
PR
E
LIM
IN
A
R
Y
NO
T
FO
R
B
ID
D
IN
G
NO
T
FO
R
C
O
N
S
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N
Date:
Drawn By:
Project No:
Checked By:
06.01.2022
HFH000022
MA
T
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E
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S
H
E
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0
9
MATCHLINE-SEE SHEET C10.2
MATCHLINE-SEE SHEET C10.10
DESIGN POINT
DETENTION POND BASIN BOUNDARY
i.e., MHFD-Detention_v4.03 and/or SWMM)
SUB-BASIN BOUNDARY (i.e., Rational Method)
OVERLAND FLOW DIRECTION
I.E., LANDSCAPING)
DIRECT FLOW DIRECTION
I.E., PAVEMENT, CURB AND
GUTTER)
BASIN ID
2-YR RUNOFF
COEFFICIENT
BASIN AREA
ACRES)
acres
A1
0.05
0.35
2.50
A
APPROXIMATE DETENTION POND
OVERFLOW PATH
100-YR RUNOFF
COEFFICIENT
FEMA CROSS SECTION
IRRIGATION POND LIMITS
KEYMAP
Know what's
before you dig.SCALE: 1"=50'
0 205010
JKD
JEP
DRAINAGE PLAN
C10.8
NOTES:
1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST
COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE.
2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE
PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE
PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN
LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN
THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE.
3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK
POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES.
4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE
FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A
NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE
COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS
REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE
BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE
BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE.
5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM.
G3
G4
G1
G2
acres
FUT-H
0.80
1.00
33.3
acres
G4
0.81
1.00
1.16
acres
G3
0.81
1.00
1.18
acres
FUT-G
0.90
1.00
40.3
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FO
R
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C
O
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C
O
THESE PLANS ARE AN INSTRUMENT OF SERVICE
AND ARE THE PROPERTY OF GALLOWAY, AND MAY
NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED
WITHOUT THE WRITTEN CONSENT OF GALLOWAY.
COPYRIGHTS AND INFRINGEMENTS WILL BE
ENFORCED AND PROSECUTED.
COPYRIGHT
GallowayUS.com
5265 Ronald Reagan Blvd., Suite 210
Johnstown, CO 80534
970.800.3300
PR
E
LIM
IN
A
R
Y
NO
T
FO
R
B
ID
D
IN
G
NO
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FO
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Date:
Drawn By:
Project No:
Checked By:
06.01.2022
HFH000022
MA
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MATCHLINE-SEE SHEET C10.8
MATCHLINE-SEE SHEET C10.12
DESIGN POINT
DETENTION POND BASIN BOUNDARY
i.e., MHFD-Detention_v4.03 and/or SWMM)
SUB-BASIN BOUNDARY (i.e., Rational Method)
OVERLAND FLOW DIRECTION
I.E., LANDSCAPING)
DIRECT FLOW DIRECTION
I.E., PAVEMENT, CURB AND
GUTTER)
BASIN ID
2-YR RUNOFF
COEFFICIENT
BASIN AREA
ACRES)
acres
A1
0.05
0.35
2.50
A
APPROXIMATE DETENTION POND
OVERFLOW PATH
100-YR RUNOFF
COEFFICIENT
FEMA CROSS SECTION
IRRIGATION POND LIMITS
KEYMAP
Know what's
before you dig.
SCALE: 1"=50'
0 205010
JKD
JEP
DRAINAGE PLAN
C10.10
NOTES:
1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST
COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE.
2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE
PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE
PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN
LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN
THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE.
3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK
POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES.
4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE
FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A
NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE
COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS
REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE
BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE
BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE.
5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM.
CITY OF GREELEY
Final Drainage and Erosion Control Report
for
Bloom Filing Three
Fort Collins, Colorado
March 12, 2025
41
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CO
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CO
UP UP
UP UP
UP
UP
UP
UP
UP
UP
UP
UP
UP UP
21
0.43 0.72
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0.85 0.77
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EX PROPERTY
BOUNDARY/ ROW
EX PROPERTY
BOUNDARY/ ROW
EX PROPERTY
BOUNDARY/ ROW
EX PROPERTY
BOUNDARY/ ROW
EX PROPERTY
BOUNDARY/ ROW
E.H.BARKER ET.AL.
(PARCEL NO. 8708400002)
BUILDING 1
BUILDING 2
BUILDING 3
BUILDING 4
BUILDING 5
BUILDING 6
BUILDING 7BUILDING 8
POOL
BUILDING 9
COMMUNITY
BUILDING
BUILDING 10
BUILDING 11
BUILDING 12
BUILDING 13
BUILDING 14
BUILDING 15
PRIVATE DRIVE
BARK PARK
PROPOSED
RAIN
GARDEN
BODE BOULEVARD
ANGELA AVENUE
INTERNATIONAL BLVD.
DONELLA DRIVE
AR
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EX PROPERTY
BOUNDARY/ ROW
EXISTING REGIONAL POND G
(BY OTHERS)
EXISTING REGIONAL POND E
(BY OTHERS)(TO THE NORTH OF THIS MAP)
1
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8
0.20 0.60
7
13
0.50 0.81
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14
0.21 0.47
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15
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EXISTING REGIONAL POND G1
(BY OTHERS)(TO THE SOUTH OF THIS MAP)
16
0.17 0.59
9
0.24 0.34
9a
13a
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SHEET No:
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OF
CHECKED BY:
DESIGNED BY:
DRAWN BY:
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#
1 2 3 4 5 6 7
project no:
date:
BL
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C-013
13 32
MARCH 12, 2025
801-004
JRG
JRG
JRG
ASPEN
0'
SCALE: 1" = 60'
60'120'
LEGEND
EXISTING CONTOURS
NEW INTERMEDIATE CONTOURS39
40 NEW INDEX CONTOURS
PROPOSED FLOWLINE
EX RIGHT-OF-WAY/ PROPERTY BOUNDARY
PROPOSED DRAINAGE BASIN
BOUNDARY LINE
PROPOSED STORM PIPE
EXISTING STORM PIPE & MANHOLE
RD
PROPOSED ROOF DRAIN AND STORM PIPE
1.PROPOSED ELEVATIONS SHOWN ARE RELATIVE TO A DATUM OF 4900 FEET, AND ARE BASED ON THE
BENCHMARKS DESCRIBED ON SHEET C-001.
2.THE DRAINAGE BASINS SHOWN ON THIS EXHIBIT WILL BE ULTIMATELY CONVEYED TO OFFSITE REGIONAL
DETENTION PONDS, LOCATED NORTHEAST AND SOUTH OF THE BLOOM SITE, AND WITHIN THE MASTERPLAN
DEVELOPMENT AREA. THE MASTERPLAN PONDS WILL PROVIDE WATER QUALITY AND DETENTION FOR THE
DEVELOPED CONDITION OF THE BLOOM SITE. THE MAJORITY OF THE DEVELOPED SITE RUNOFF FROM THE
ATTRIBUTING BASINS IS CONVEYED TO THE PROPOSED RAIN GARDEN, LOCATED NEAR THE SOUTHERN
PROPERTY BOUNDARY, WHILE THE REMAINING SITE AREA RUNOFF IS CONVEYED TO STORM SYSTEMS, WHICH
CONVEY RUNOFF DIRECTLY TO THE OFFSITE REGIONAL PONDS.
3.DRAINAGE DESIGN FOR THE PROPOSED SITE IS IN ACCORDANCE WITH THE MATERPLAN DEVELOPMENT, BY
OTHERS.
4.PLEASE REFER TO THE RATIONAL METHOD CALCULATIONS FOR FINAL BASIN ROUTED FLOW CALCULATIONS.
5.12" OF CDOT CLASS 'A' BEDDING MATERIAL SHALL BE PLACED UNDER ALL RIPRAP SHOWN.
6.ROOF DRAINS FROM THE PROPOSED BUILDINGS ARE ANTICIPATED TO DISCHARGE OVERLAND TO NEARBY
SWALES, INLETS, OR CURB AND GUTTER.
7.RUNOFF FROM THE SITE WILL DRAIN TO LOW POINTS AND PASS THROUGH CURB CUTS, SIDEWALK CHASES,
SWALES, AND STORM SEWER PIPES, WHICH ULTIMATELY DISCHARGE TO THE PROPOSED ONSITE RAIN
GARDEN, AND OFFSITE REGIONAL DETENTION PONDS. PERMANENT GEOTEXTILE FABRIC AND GRASS LINED
DRAINAGE CHANNELS WILL ENHANCE EROSION CONTROL WITHIN THE SITE LIMITS. SITE BMP'S WILL BE
IMPLEMENTED TO REDUCE SEDIMENT TRANSPORT OFFSITE, AND WILL BE SHOWN IN THE FINAL EROSION
CONTROL PLAN/EXHIBIT.
8.ALL PROPOSED STORM DRAINAGE PIPES AND STRUCTURES (OUTSIDE OF PLATTED ROW) WILL BE PRIVATELY
OWNED AND MAINTAINED BY THE OWNER. ALL EXISTING STORM SEWER WITHIN PUBLIC ROW, WILL BE OWNED
AND MAINTAINED BY THE CITY OF FORT COLLINS.
NOTES:
PROPOSED DRAINAGE BASIN SUMMARY TABLE:
PROPOSED DRAINAGE BASIN ID
ACRES / 'C' VALUE
PROPOSED DRAINAGE DESIGN POINT
DRAINAGE FLOW DIRECTION
DRAINAGE SWALE
0.720.43
1
PROPOSED LID SUMMARY TABLE:
4025 Automation Way, Ste B2 | Fort Collins, CO 80525 | 970-698-6046 |www.civilworxeng.com
Final Drainage and Erosion Control Report
Bloom Multi Family
Fort Collins, CO
Prepared for:
Hartford Acquisitions, LLC
4801 Goodman Road
Timnath, CO 80547
June 25, 2024
City of Fort Collins Approved Plans
Approved by:
Date:
Bloom Commercial
Preliminary Drainage Report
APPENDIX C
Hydrologic Calculations
Tributary Area tc | 2-Year tc | 100-Year Q2 Q100
Sub-basin (acres)(min)(min)(cfs)(cfs)
G1 18.45 0.80 1.00 17.8 17.7 25.5 111.0
G1.1 1.56 0.95 1.00 16.5 16.5 2.7 9.7
G1.2 1.36 0.95 1.00 17.2 17.2 2.3 8.3
G1.3 2.29 0.95 1.00 17.8 17.8 3.7 13.7
G1.4 0.23 0.95 1.00 5.0 5.0 0.6 2.3
G1.5 0.25 0.95 1.00 5.0 5.0 0.7 2.5
G1.6 0.39 0.95 1.00 5.1 5.0 1.0 3.8
G1.7 0.56 0.63 0.79 11.9 8.9 0.7 3.6
G1.8 2.06 0.83 1.00 7.3 5.0 4.3 20.5
G1.9 2.44 0.46 0.58 5.7 5.0 3.1 14.0
G1.10 1.00 0.85 1.00 5.0 5.0 2.4 9.9
G1.11 0.61 0.87 1.00 5.0 5.0 1.5 6.1
G1.12 0.61 0.95 1.00 5.0 5.0 1.6 6.0
G1.13 0.69 0.94 1.00 5.0 5.0 1.8 6.8
G1.14 0.32 0.75 0.94 6.1 5.0 0.6 3.0
G1.15 0.38 0.73 0.91 8.4 6.0 0.7 3.3
G1.16 0.12 0.70 0.87 5.0 5.0 0.2 1.0
G1.17 0.12 0.71 0.89 5.0 5.0 0.2 1.0
H 6.16 0.91 1.00 9.3 7.5 12.9 54.4
H1 0.61 0.80 1.00 11.6 8.8 1.0 5.0
H2 0.55 0.81 1.00 5.6 5.0 1.2 5.5
H3 0.61 0.85 1.00 5.3 5.0 1.5 6.1
H4 1.01 0.83 1.00 6.1 5.0 2.3 10.1
H5 0.35 0.62 0.78 5.0 5.0 0.6 2.7
H6 0.36 0.63 0.78 7.1 5.9 0.6 2.7
H7 5.31 0.72 0.89 9.7 6.7 8.5 43.6
H8 3.09 0.39 0.49 12.7 12.7 2.5 10.7
J 6.85 0.82 1.00 11.8 9.3 11.7 55.0
J1 0.80 0.68 0.85 12.8 11.4 1.1 5.0
BASIN SUMMARY TABLE
C2 C100
Subdivision:Mulberry Project Name: Bloom Commerical
Location:CO, Fort Collins Project No.:
Calculated By: DSH
Checked By: HHF
INPUT User Input Date: 9/30/25
OUTPUT Calculated Value Single-Family Alley-Loaded SF Duplex/AttachedMulti-Family
95%5%100%
G1 18.45 95 8.15 42 15 3.41 3 95 6.89 35 0.80
G1.1 1.56 95 1.56 95 15 0.00 0 95 0.00 0 0.95
G1.2 1.36 95 1.36 95 15 0.00 0 95 0.00 0 0.95
G1.3 2.29 95 2.29 95 15 0.00 0 95 0.00 0 0.95
G1.4 0.23 95 0.23 95 15 0.00 0 95 0.00 0 0.95
G1.5 0.25 95 0.25 95 15 0.00 0 95 0.00 0 0.95
G1.6 0.39 95 0.39 95 15 0.00 0 95 0.00 0 0.95
G1.7 0.56 95 0.34 57 15 0.22 6 95 0.00 0 0.63
G1.8 2.06 95 1.35 62 15 0.31 2 95 0.40 18 0.83
G1.9 2.44 95 0.00 0 15 1.55 10 100 0.89 37 0.46
G1.10 1.00 95 0.80 76 15 0.13 2 95 0.07 7 0.85
G1.11 0.61 95 0.46 71 15 0.06 1 95 0.09 15 0.87
G1.12 0.61 95 0.33 52 15 0.00 0 95 0.27 43 0.95
G1.13 0.69 95 0.24 33 15 0.01 0 95 0.44 61 0.94
G1.14 0.32 95 0.24 71 15 0.08 4 95 0.00 0 0.75
G1.15 0.38 95 0.28 69 15 0.10 4 95 0.00 0 0.73
G1.16 0.12 95 0.08 65 15 0.04 5 95 0.00 0 0.70
G1.17 0.12 95 0.08 67 15 0.04 4 95 0.00 0 0.71
H 6.16 95 3.76 58 15 0.30 1 95 2.09 32 0.91
H1 0.61 95 0.49 77 15 0.12 3 95 0.00 0 0.80
H2 0.55 95 0.46 79 15 0.09 3 95 0.00 0 0.81
H3 0.61 95 0.54 83 15 0.08 2 95 0.00 0 0.85
H4 1.01 95 0.86 81 15 0.15 2 95 0.00 0 0.83
H5 0.35 95 0.21 56 15 0.14 6 95 0.00 0 0.62
H6 0.36 95 0.21 56 15 0.15 6 95 0.00 0 0.63
H7 5.31 95 3.75 67 15 1.56 4 95 0.00 0 0.72
H8 3.09 95 0.44 14 15 2.15 10 95 0.49 15 0.39
J 6.85 95 4.80 67 15 1.11 2 95 0.94 13 0.82
J1 0.80 95 0.53 63 15 0.27 5 95 0.00 0 0.68
COMPOSITE RUNOFF COEFFICIENTS
HFH73
Area (ac)Basin ID Total Area (ac)Runoff
Coefficient
Area
Weighted
C2Runoff
Coefficient Area (ac)
Roofs, Ponds
Runoff
Coefficient Area (ac)Area
Weighted
Asphalt + Concrete Walks Lawns, Sandy Soil
Area Weighted
9/30/2025
Subdivision:Mulberry Project Name: Bloom Commerical
Location:CO, Fort Collins Project No.:
Calculated By: DSH
Checked By: HF
Date: 8/3/21
1 2 3 4 5 6 7 8 9 10 13 15 16 17 18 19 20 21 22 23 24
BASIN D.A. Hydrologic C2 C5 C100 L S Ti | 2-Year Ti | 100-Year L S Cv VEL. Tt COMP. Tc | 2-Year COMP. Tc | 100-Year TOTAL Urbanized Tc Tc | 2-Year Tc | 100-Year
ID (AC) Soils Group Cf=1.00 Cf=1.00 Cf=1.25 (FT) (%) (MIN) (MIN) (FT) (%) (FPS) (MIN) (MIN) (MIN)LENGTH(FT)(MIN) (MIN) (MIN)
G1 18.45 B 0.80 0.80 1.00 200 1.00 7.9 2.6 1200 1.00 20 1.3 15.1 23.0 17.7 1400 17.8 17.8 17.7
G1.1 1.56 B 0.95 0.95 1.00 55 1.00 2.1 1.4 1110 1.00 20 1.2 16.0 18.1 17.4 1165 16.5 16.5 16.5
G1.2 1.36 B 0.95 0.95 1.00 200 1.00 4.0 2.6 1100 1.00 20 1.1 16.3 20.2 18.9 1300 17.2 17.2 17.2
G1.3 2.29 B 0.95 0.95 1.00 200 2.00 3.1 2.1 1200 0.75 20 1.1 18.5 21.7 20.6 1400 17.8 17.8 17.8
G1.4 0.23 B 0.95 0.95 1.00 50 2.00 1.6 1.0 120 2.00 20 2.9 0.7 2.3 1.7 170 10.9 5.0 5.0
G1.5 0.25 B 0.95 0.95 1.00 50 2.00 1.6 1.0 120 2.00 20 3.3 0.6 2.2 1.7 170 10.9 5.0 5.0
G1.6 0.39 B 0.95 0.95 1.00 130 1.30 2.9 2.0 320 0.20 20 2.5 2.2 5.1 4.1 450 12.5 5.1 5.0
G1.7 0.56 B 0.63 0.63 0.79 75 0.50 9.6 6.4 270 1.60 20 1.8 2.5 12.1 8.9 345 11.9 11.9 8.9
G1.8 2.06 B 0.83 0.83 1.00 170 3.90 4.2 1.5 360 2.60 20 1.9 3.1 7.3 4.7 530 12.9 7.3 5.0
G1.9 2.44 B 0.46 0.46 0.58 20 1.90 4.3 3.5 210 1.50 20 2.5 1.4 5.7 4.9 230 11.3 5.7 5.0
G1.10 1.00 B 0.85 0.85 1.00 50 4.20 2.1 0.8 165 4.00 20 4.0 0.7 2.8 1.5 215 11.2 5.0 5.0
G1.11 0.61 B 0.87 0.87 1.00 130 2.20 3.7 1.6 50 0.20 20 2.8 0.3 4.0 1.9 180 11.0 5.0 5.0
G1.12 0.61 B 0.95 0.95 1.00 80 1.20 2.4 1.6 40 5.50 20 3.5 0.2 2.5 1.8 120 10.7 5.0 5.0
G1.13 0.69 B 0.94 0.94 1.00 40 1.20 1.8 1.1 230 0.70 20 2.4 1.6 3.4 2.7 270 11.5 5.0 5.0
G1.14 0.32 B 0.75 0.75 0.94 40 1.20 3.9 1.8 230 0.70 20 1.7 2.2 6.1 4.0 270 11.5 6.1 5.0
G1.15 0.38 B 0.73 0.73 0.91 40 0.70 4.9 2.5 280 1.70 20 1.3 3.5 8.4 6.0 320 11.8 8.4 6.0
G1.16 0.12 B 0.70 0.70 0.87 20 1.70 2.8 1.6 60 0.20 20 6.8 0.1 3.0 1.7 80 10.4 5.0 5.0
G1.17 0.12 B 0.71 0.71 0.89 20 1.70 2.7 1.5 60 0.20 20 6.8 0.1 2.9 1.6 80 10.4 5.0 5.0
H 6.16 B 0.91 0.91 1.00 180 2.00 3.8 2.0 280 0.40 20 0.8 5.5 9.3 7.5 460 12.6 9.3 7.5
H1 0.61 B 0.80 0.80 1.00 100 2.40 4.2 1.4 340 1.60 20 0.8 7.4 11.6 8.8 440 12.4 11.6 8.8
H2 0.55 B 0.81 0.81 1.00 30 3.70 1.9 0.7 390 1.00 20 1.8 3.7 5.6 4.4 420 12.3 5.6 5.0
H3 0.61 B 0.85 0.85 1.00 40 1.00 3.0 1.2 350 1.00 20 2.5 2.3 5.3 3.5 390 12.2 5.3 5.0
H4 1.01 B 0.83 0.83 1.00 50 1.00 3.6 1.3 370 1.00 20 2.4 2.5 6.1 3.9 420 12.3 6.1 5.0
H5 0.35 B 0.62 0.62 0.78 25 2.00 3.6 2.4 210 0.40 20 3.4 1.0 4.6 3.4 235 11.3 5.0 5.0
H6 0.36 B 0.63 0.63 0.78 25 2.00 3.5 2.4 210 0.40 20 1.0 3.6 7.1 5.9 235 11.3 7.1 5.9
H7 5.31 B 0.72 0.72 0.89 150 2.50 6.5 3.5 340 0.50 20 1.7 3.2 9.7 6.7 490 12.7 9.7 6.7
H8 3.09 B 0.39 0.39 0.49 110 0.70 15.6 13.5 370 0.40 20 1.0 6.2 21.8 19.7 480 12.7 12.7 12.7
J 6.85 B 0.82 0.82 1.00 50 0.90 3.8 1.4 450 1.20 20 0.9 8.0 11.8 9.3 500 12.8 11.8 9.3
J1 0.80 B 0.68 0.68 0.85 50 0.90 5.8 3.5 450 1.20 20 0.9 8.0 13.7 11.4 500 12.8 12.8 11.4
NOTES:
Ti = (1.87*(1.1 - CCf)*(L)^0.5)/((S)^0.33), S in %Cv
Tt=L/60V 2.5
Velocity V=Cv*S^0.5, S in ft/ft 5
Tc Check = 10+L/180 7
For urbanized basins a minimum Tc of 5.0 minutes is required.10
For non-urbanized basins a minimum Tc of 10.0 minutes is required 15
20
STANDARD FORM SF-2
TIME OF CONCENTRATION
SUB-BASIN Tc CHECK
HFH73
FINALINITIAL/OVERLAND
(Ti)
TRAVEL TIME
(URBANIZED BASINS)(Tt)
Paved Areas and Shallow Paved Swales
DATA
Type of Land Surface
Heavy Meadow
Tillage/Field
Short Pasture and Lawns
Nearly Bare Ground
Grassed Waterway
Page 1 of 1 7/14/2025
Project Name: Bloom Commerical
Subdivision:Mulberry Project No.:HFH73
Location:CO, Fort Collins Calculated By: DSH
Design Storm:Checked By: HF
Date:
TRAVEL TIME
STREET
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REMARKS
G1 G1 18.45 0.80 17.8 14.80 1.73 25.5
G1.1 G1.1 1.56 0.95 16.5 1.48 1.79 2.7
G1.2 G1.2 1.36 0.95 17.2 1.29 1.75 2.3
G1.3 G1.3 2.29 0.95 17.8 2.17 1.73 3.7
G1.4 G1.4 0.23 0.95 5.0 0.22 2.85 0.6 17.8 2.40 1.73 4.1
G1.5 G1.5 0.25 0.95 5.0 0.23 2.85 0.7 17.8 18.17 1.73 31.4
G1.6 G1.6 0.39 0.95 5.1 0.37 2.84 1.0
G1.7 G1.7 0.56 0.63 11.9 0.35 2.08 0.7
G1.8 G1.8 2.06 0.83 7.3 1.70 2.55 4.3
G1.9 G1.9 2.44 0.46 5.7 1.13 2.76 3.1 17.8 27.04 1.73 46.7
G1.10 G1.10 1.00 0.85 5.0 0.85 2.85 2.4 7.3 2.55 2.55 6.5
G1.11 G1.11 0.61 0.87 5.0 0.54 2.85 1.5 11.9 2.79 2.08 5.8
G1.12 G1.12 0.61 0.95 5.0 0.58 2.85 1.6
G1.13 G1.13 0.69 0.94 5.0 0.65 2.85 1.8
G1.14 G1.14 0.32 0.75 6.1 0.24 2.71 0.6
G1.15 G1.15 0.38 0.73 8.4 0.28 2.41 0.7
G1.16 G1.16 0.12 0.70 5.0 0.08 2.85 0.2
G1.17 G1.17 0.12 0.71 5.0 0.08 2.85 0.2
H H 6.16 0.91 9.3 5.61 2.30 12.9
H1 H1 0.61 0.80 11.6 0.49 2.10 1.0
H2 H2 0.55 0.81 5.6 0.45 2.77 1.2
H3 H3 0.61 0.85 5.3 0.52 2.81 1.5
H4 H4 1.01 0.83 6.1 0.84 2.71 2.3
H5 H5 0.35 0.62 5.0 0.22 2.85 0.6
H6 H6 0.36 0.63 7.1 0.22 2.58 0.6
H7 H7 5.31 0.72 9.7 3.80 2.24 8.5
H8 H8 3.09 0.39 12.7 1.21 2.03 2.5 6.2 13.36 2.70 36.1
J J 6.85 0.82 11.8 5.62 2.09 11.7
J1 J1 0.80 0.68 12.8 0.54 2.02 1.1 12.8 6.17 2.02 12.5
DIRECT RUNOFF TOTAL RUNOFF STREET PIPE
STANDARD FORM SF-3
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
2-Year
8/3/21
Page 1 of 1 7/14/2025
STANDARD FORM SF-3
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
Project Name: Bloom Commerical
Subdivision:Mulberry Project No.:HFH73
Location:CO, Fort Collins Calculated By: DSH
Design Storm: Checked By: HF
Date:
TRAVEL TIME
STREET
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REMARKS
G1 G1 18.45 1.00 17.7 18.45 6.02 111.0
G1.1 G1.1 1.56 1.00 16.5 1.56 6.25 9.7
G1.2 G1.2 1.36 1.00 17.2 1.36 6.11 8.3
G1.3 G1.3 2.29 1.00 17.8 2.29 6.01 13.7
G1.4 G1.4 0.23 1.00 5.0 0.23 9.95 2.3 17.8 2.52 6.01 15.2
G1.5 G1.5 0.25 1.00 5.0 0.25 9.95 2.5 17.7 22.00 6.02 132.4
G1.6 G1.6 0.39 1.00 5.0 0.39 9.95 3.8
G1.7 G1.7 0.56 0.79 8.9 0.44 8.22 3.6
G1.8 G1.8 2.06 1.00 5.0 2.06 9.95 20.5
G1.9 G1.9 2.44 0.58 5.0 1.41 9.95 14.0 17.8 32.19 6.01 193.4
G1.10 G1.10 1.00 1.00 5.0 1.00 9.95 9.9 5.0 3.06 9.95 30.4
G1.11 G1.11 0.61 1.00 5.0 0.61 9.95 6.1 8.9 3.20 8.22 26.3
G1.12 G1.12 0.61 1.00 5.0 0.61 9.95 6.0
G1.13 G1.13 0.69 1.00 5.0 0.69 9.95 6.8
G1.14 G1.14 0.32 0.94 5.0 0.30 9.95 3.0
G1.15 G1.15 0.38 0.91 6.0 0.35 9.51 3.3
G1.16 G1.16 0.12 0.87 5.0 0.10 9.95 1.0
G1.17 G1.17 0.12 0.89 5.0 0.11 9.95 1.0
H H 6.16 1.00 7.5 6.16 8.83 54.4
H1 H1 0.61 1.00 8.8 0.61 8.24 5.0
H2 H2 0.55 1.00 5.0 0.55 9.95 5.5
H3 H3 0.61 1.00 5.0 0.61 9.95 6.1
H4 H4 1.01 1.00 5.0 1.01 9.95 10.1
H5 H5 0.35 0.78 5.0 0.27 9.95 2.7
H6 H6 0.36 0.78 5.9 0.28 9.54 2.7
H7 H7 5.31 0.89 6.7 4.75 9.18 43.6
H8 H8 3.09 0.49 12.7 1.52 7.08 10.7 6.2 15.76 9.43 148.7
J J 6.85 1.00 9.3 6.85 8.02 55.0
J1 J1 0.80 0.85 11.4 0.68 7.38 5.0 11.4 7.53 7.38 55.6
PIPE
100-Year
DIRECT RUNOFF TOTAL RUNOFF STREET
6/2/21
Page 1 of 1 7/14/2025
Bloom Commercial
Preliminary Drainage Report
APPENDIX D
Hydraulic Calculations
Bloom Commercial
Final Drainage Report
Street and Inlet Capacity Calculations
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Project:HFH073 | Bloom Commercial
Inlet ID:DP G1.7
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =19.0 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 =19.0 19.0 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
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches
Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches
Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches
Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313
Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs
Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs
Flow Velocity within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH =18.7 18.7 ft
Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 16.7 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.318
Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs
Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs
Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs
Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0
Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP
Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches
Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches
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
Warning 01: Manning's n-value does not meet the USDCM recommended design range.
MHFD-Inlet, Version 6.00 (August 2025)
HFH073_MHFD-Inlet_v6.00.xlsm, DP G1.7 9/29/2025, 11:00 AM
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 6.00 (August 2025)
Design Information (Input)MINOR MAJOR
Type of Inlet Type = CDOT Type R Curb Opening
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
Grate Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =N/A N/A
Clogging Factor for Multiple Units Clog =N/A N/A
Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =N/A N/A cfs
Interception with Clogging Qwa =N/A N/A cfs
Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =N/A N/A cfs
Interception with Clogging Qoa =N/A N/A cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =N/A N/A cfs
Interception with Clogging Qma =N/A N/A cfs
Resulting Grate Capacity (assumes clogged condition)QGrate =N/A N/A cfs
Curb Opening Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.10 0.10
Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =6.0 6.0 cfs
Interception with Clogging Qwa =5.4 5.4 cfs
Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =9.8 9.8 cfs
Interception with Clogging Qoa =8.8 8.8 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =7.1 7.1 cfs
Interception with Clogging Qma =6.4 6.4 cfs
Resulting Curb Opening Capacity (assumes clogged condition)QCurb =5.4 5.4 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L =5.00 5.00 feet
Resultant Street Flow Spread (based on street geometry from above)T =18.7 18.7 ft
Resultant Flow Depth at Street Crown dCROWN =0.0 0.0 inches
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 =0.7 3.6 cfs
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
HFH073_MHFD-Inlet_v6.00.xlsm, DP G1.7 9/29/2025, 11:00 AM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Project:HFH073 | Bloom Commercial
Inlet ID:DP G1.8
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =15.0 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 =50.0 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 =50.0 50.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches
Check boxes are not applicable in SUMP conditions
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (T * Sx * 12)y =3.00 3.00 inches
Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12))a =1.87 1.87 inches
Water Depth at Gutter Flowline (y + a)d =4.87 4.87 inches
Allowable Spread for Discharge outside the Gutter Section (T - W)TX =48.0 48.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.156 0.156
Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs
Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs
Flow Velocity within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH =68.8 168.8 ft
Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =66.8 166.8 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.104 0.036
Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs
Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs
Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs
Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0
Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP
Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches
Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches
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
MHFD-Inlet, Version 6.00 (August 2025)
HFH073_MHFD-Inlet_v6.00.xlsm, DP G1.8 9/29/2025, 11:00 AM
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 6.00 (August 2025)
Design Information (Input)MINOR MAJOR
Type of Inlet Type = CDOT/Denver 13 Combination
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =4 4
Water Depth at Flowline (outside of local depression)Ponding Depth =4.9 8.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat Theta =0.00 0.00 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) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Grate Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.88 1.88
Clogging Factor for Multiple Units Clog =0.24 0.24
Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =4.6 15.4 cfs
Interception with Clogging Qwa =3.5 11.8 cfs
Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =28.1 35.7 cfs
Interception with Clogging Qoa =21.5 27.3 cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =10.6 21.8 cfs
Interception with Clogging Qma =8.1 16.7 cfs
Resulting Grate Capacity (assumes clogged condition)QGrate =3.5 11.8 cfs
Curb Opening Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.25 1.25
Clogging Factor for Multiple Units Clog =0.05 0.05
Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =3.1 15.4 cfs
Interception with Clogging Qwa =3.0 14.6 cfs
Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =21.0 25.4 cfs
Interception with Clogging Qoa =19.9 24.1 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =7.0 17.0 cfs
Interception with Clogging Qma =6.6 16.1 cfs
Resulting Curb Opening Capacity (assumes clogged condition)QCurb =3.0 14.6 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L =12.00 12.00 feet
Resultant Street Flow Spread (based on street geometry from above)T =50.0 102.1 ft. >T-Crown
Resultant Flow Depth at Street Crown dCROWN =0.0 3.1 inches
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.43 0.69 ft
Depth for Curb Opening Weir Equation dCurb =0.24 0.50 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.46 0.75
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.46 0.75
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.3 21.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =4.3 20.5 cfs
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
HFH073_MHFD-Inlet_v6.00.xlsm, DP G1.8 9/29/2025, 11:00 AM
Location:DP G1.10
Grate:CDOT Type C w/Close Mesh Grate
Number of Grates:1
Length:3.00 ft 3.00 ft
Width:3.00 ft 3.00 ft
Number of Sides:4
Open Area:9.00 sq ft w/Adjustment:6.30 sq ft
Open area ratio:0.70
Clogging factor:50%
n:35%
Weir Length, L 12.00 ft
Open Area, A 9.00 sq ft
Stage, ∆d 0.15 ft
Weir Calculation:Orifice Calculation:
Qw = ⅔nCdL(2g)1/2H3/2 Qo = ⅔nCdBL(2gH)1/2
Cd 0.79 *per MHFD Cd 0.79 *per MHFD
Qw = nCwLH3/2 Qo =nC0BL(2gH)1/2
Cw 2.06 *per MHFD C0 0.64 *per MHFD
Water Depth, d Elevation QW-INLET QO-INLET Inflow QW-INLET QO-INLET Inflow
ft ft cfs cfs cfs cfs cfs cfs
0.00 4936.75 0.00 0.00 0.00 0.00 0.00 0.00
0.15 4936.90 0.77 5.16 0.77 0.38 6.27 0.38
0.30 4937.05 2.19 7.29 2.19 1.07 8.86 1.07
0.45 4937.20 4.02 8.93 4.02 1.96 10.85 1.96
0.60 4937.35 6.19 10.31 6.19 3.02 12.53 3.02
0.75 4937.50 8.65 11.53 8.65 4.21 14.01 4.21
0.90 4937.65 11.37 12.63 11.37 5.54 15.35 5.54
1.05 4937.80 14.32 13.64 13.64 6.98 16.58 6.98
1.20 4937.95 17.50 14.58 14.58 8.53 17.72 8.53
1.35 4938.10 20.88 15.47 15.47 10.18 18.80 10.18
1.50 4938.25 24.46 16.31 16.31 11.92 19.81 11.92
w/Flow Coefficient, Cd
w/Coefficients
Cw and Co
0.0
5.0
10.0
15.0
20.0
25.0
30.0
0.00 1.00
In
l
e
t
C
a
p
a
c
i
t
y
,
c
f
s
Depth of Flow, ft
Qw-INLET Qo-INLET Inflow
Input
Type of Grate 24" Dome
Head (ft) 1.33
Properties
Orifice Flow Area (in)265.19
Orifice Flow Area (ft)1.83
Weir Flow Perimeter (in)71.47
Weir Flow Perimeter (ft)5.96
Solution
Capacity (cfs)10.16
Capacity (gpm)4558.31
REV 2.1.21
Nyloplast Inlet Capacity Table
DISCLAIMER: SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE
DESIGN ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED
AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL.
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Project:HFH073 | Bloom Commercial
Inlet ID:DP G1.13
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =16.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =19.0 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 =19.0 19.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.2 inches
Check boxes are not applicable in SUMP conditions
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches
Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches
Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches
Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313
Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs
Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs
Flow Velocity within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH =18.7 23.7 ft
Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 21.7 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.248
Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs
Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs
Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs
Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0
Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP
Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches
Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches
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
Warning 01: Manning's n-value does not meet the USDCM recommended design range.
MHFD-Inlet, Version 6.00 (August 2025)
HFH073_MHFD-Inlet_v6.00.xlsm, DP G1.13 9/29/2025, 11:00 AM
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 6.00 (August 2025)
Design Information (Input)MINOR MAJOR
Type of Inlet Type = CDOT Type R Curb Opening
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 =6.1 7.2 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
Grate Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =N/A N/A
Clogging Factor for Multiple Units Clog =N/A N/A
Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =N/A N/A cfs
Interception with Clogging Qwa =N/A N/A cfs
Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =N/A N/A cfs
Interception with Clogging Qoa =N/A N/A cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =N/A N/A cfs
Interception with Clogging Qma =N/A N/A cfs
Resulting Grate Capacity (assumes clogged condition)QGrate =N/A N/A cfs
Curb Opening Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.10 0.10
Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =6.1 8.9 cfs
Interception with Clogging Qwa =5.5 8.0 cfs
Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =9.8 10.6 cfs
Interception with Clogging Qoa =8.8 9.6 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =7.2 9.0 cfs
Interception with Clogging Qma =6.5 8.1 cfs
Resulting Curb Opening Capacity (assumes clogged condition)QCurb =5.5 8.0 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L =5.00 5.00 feet
Resultant Street Flow Spread (based on street geometry from above)T =19.0 23.7 ft. >T-Crown
Resultant Flow Depth at Street Crown dCROWN =0.0 1.1 inches
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.34 0.43 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 =5.5 8.0 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =1.8 6.8 cfs
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
HFH073_MHFD-Inlet_v6.00.xlsm, DP G1.13 9/29/2025, 11:00 AM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Project:HFH073 | Bloom Commercial
Inlet ID:DP G1.14
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =16.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =19.0 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 =19.0 19.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 7.2 inches
Check boxes are not applicable in SUMP conditions
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches
Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches
Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches
Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313
Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs
Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs
Flow Velocity within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH =18.7 23.7 ft
Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 21.7 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.248
Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs
Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs
Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs
Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0
Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP
Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches
Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches
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
Warning 01: Manning's n-value does not meet the USDCM recommended design range.
MHFD-Inlet, Version 6.00 (August 2025)
HFH073_MHFD-Inlet_v6.00.xlsm, DP G1.14 9/29/2025, 11:00 AM
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 6.00 (August 2025)
Design Information (Input)MINOR MAJOR
Type of Inlet Type = CDOT Type R Curb Opening
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 7.2 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
Grate Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =N/A N/A
Clogging Factor for Multiple Units Clog =N/A N/A
Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =N/A N/A cfs
Interception with Clogging Qwa =N/A N/A cfs
Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =N/A N/A cfs
Interception with Clogging Qoa =N/A N/A cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =N/A N/A cfs
Interception with Clogging Qma =N/A N/A cfs
Resulting Grate Capacity (assumes clogged condition)QGrate =N/A N/A cfs
Curb Opening Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.10 0.10
Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =6.0 8.9 cfs
Interception with Clogging Qwa =5.4 8.0 cfs
Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =9.8 10.6 cfs
Interception with Clogging Qoa =8.8 9.6 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =7.1 9.0 cfs
Interception with Clogging Qma =6.4 8.1 cfs
Resulting Curb Opening Capacity (assumes clogged condition)QCurb =5.4 8.0 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L =5.00 5.00 feet
Resultant Street Flow Spread (based on street geometry from above)T =18.7 23.7 ft. >T-Crown
Resultant Flow Depth at Street Crown dCROWN =0.0 1.1 inches
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 0.43 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 8.0 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.6 3.0 cfs
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
HFH073_MHFD-Inlet_v6.00.xlsm, DP G1.14 9/29/2025, 11:00 AM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Project:HFH073 | Bloom Commercial
Inlet ID:DP G1.15
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =19.0 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 =19.0 19.0 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
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches
Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches
Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches
Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313
Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs
Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs
Flow Velocity within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH =18.7 18.7 ft
Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 16.7 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.318
Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs
Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs
Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs
Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0
Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP
Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches
Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches
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
Warning 01: Manning's n-value does not meet the USDCM recommended design range.
MHFD-Inlet, Version 6.00 (August 2025)
HFH073_MHFD-Inlet_v6.00.xlsm, DP G1.15 9/29/2025, 11:00 AM
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 6.00 (August 2025)
Design Information (Input)MINOR MAJOR
Type of Inlet Type = CDOT Type R Curb Opening
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
Grate Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =N/A N/A
Clogging Factor for Multiple Units Clog =N/A N/A
Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =N/A N/A cfs
Interception with Clogging Qwa =N/A N/A cfs
Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =N/A N/A cfs
Interception with Clogging Qoa =N/A N/A cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =N/A N/A cfs
Interception with Clogging Qma =N/A N/A cfs
Resulting Grate Capacity (assumes clogged condition)QGrate =N/A N/A cfs
Curb Opening Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.10 0.10
Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =6.0 6.0 cfs
Interception with Clogging Qwa =5.4 5.4 cfs
Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =9.8 9.8 cfs
Interception with Clogging Qoa =8.8 8.8 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =7.1 7.1 cfs
Interception with Clogging Qma =6.4 6.4 cfs
Resulting Curb Opening Capacity (assumes clogged condition)QCurb =5.4 5.4 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L =5.00 5.00 feet
Resultant Street Flow Spread (based on street geometry from above)T =18.7 18.7 ft
Resultant Flow Depth at Street Crown dCROWN =0.0 0.0 inches
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 =0.7 3.3 cfs
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
HFH073_MHFD-Inlet_v6.00.xlsm, DP G1.15 9/29/2025, 11:00 AM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Project:HFH073 | Bloom Commercial
Inlet ID:DP G1.16
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =16.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =19.0 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 =19.0 19.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =2.8 3.0 inches
Check boxes are not applicable in SUMP conditions
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches
Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches
Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches
Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313
Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs
Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs
Flow Velocity within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH =5.2 6.2 ft
Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =3.2 4.2 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.876 0.807
Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs
Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs
Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs
Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0
Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP
Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches
Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches
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
Warning 01: Manning's n-value does not meet the USDCM recommended design range.
MHFD-Inlet, Version 6.00 (August 2025)
HFH073_MHFD-Inlet_v6.00.xlsm, DP G1.16 9/29/2025, 11:00 AM
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 6.00 (August 2025)
Design Information (Input)MINOR MAJOR
Type of Inlet Type = CDOT Type R Curb Opening
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 =2.8 3.0 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
Grate Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =N/A N/A
Clogging Factor for Multiple Units Clog =N/A N/A
Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =N/A N/A cfs
Interception with Clogging Qwa =N/A N/A cfs
Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =N/A N/A cfs
Interception with Clogging Qoa =N/A N/A cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =N/A N/A cfs
Interception with Clogging Qma =N/A N/A cfs
Resulting Grate Capacity (assumes clogged condition)QGrate =N/A N/A cfs
Curb Opening Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.10 0.10
Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =0.5 0.7 cfs
Interception with Clogging Qwa =0.4 0.6 cfs
Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =6.8 7.1 cfs
Interception with Clogging Qoa =6.1 6.4 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =1.6 2.1 cfs
Interception with Clogging Qma =1.5 1.9 cfs
Resulting Curb Opening Capacity (assumes clogged condition)QCurb =0.4 0.6 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L =5.00 5.00 feet
Resultant Street Flow Spread (based on street geometry from above)T =5.2 6.2 ft
Resultant Flow Depth at Street Crown dCROWN =0.0 0.0 inches
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.06 0.08 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.91 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 =0.4 0.6 cfs
WARNING: Inlet Capacity < Q Peak for Major Storm Q PEAK REQUIRED =0.2 1.0 cfs
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
HFH073_MHFD-Inlet_v6.00.xlsm, DP G1.16 9/29/2025, 11:00 AM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Project:HFH073 | Bloom Commercial
Inlet ID:DP G1.17
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =16.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =19.0 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 =19.0 19.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =2.8 3.0 inches
Check boxes are not applicable in SUMP conditions
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches
Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches
Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches
Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313
Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs
Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs
Flow Velocity within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH =5.2 6.2 ft
Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =3.2 4.2 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.876 0.807
Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs
Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs
Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs
Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0
Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP
Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches
Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches
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
Warning 01: Manning's n-value does not meet the USDCM recommended design range.
MHFD-Inlet, Version 6.00 (August 2025)
HFH073_MHFD-Inlet_v6.00.xlsm, DP G1.17 9/29/2025, 11:00 AM
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 6.00 (August 2025)
Design Information (Input)MINOR MAJOR
Type of Inlet Type = CDOT Type R Curb Opening
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 =2.8 3.0 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
Grate Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =N/A N/A
Clogging Factor for Multiple Units Clog =N/A N/A
Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =N/A N/A cfs
Interception with Clogging Qwa =N/A N/A cfs
Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =N/A N/A cfs
Interception with Clogging Qoa =N/A N/A cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =N/A N/A cfs
Interception with Clogging Qma =N/A N/A cfs
Resulting Grate Capacity (assumes clogged condition)QGrate =N/A N/A cfs
Curb Opening Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.10 0.10
Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =0.5 0.7 cfs
Interception with Clogging Qwa =0.4 0.6 cfs
Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =6.8 7.1 cfs
Interception with Clogging Qoa =6.1 6.4 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =1.6 2.1 cfs
Interception with Clogging Qma =1.5 1.9 cfs
Resulting Curb Opening Capacity (assumes clogged condition)QCurb =0.4 0.6 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L =5.00 5.00 feet
Resultant Street Flow Spread (based on street geometry from above)T =5.2 6.2 ft
Resultant Flow Depth at Street Crown dCROWN =0.0 0.0 inches
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.06 0.08 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.91 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 =0.4 0.6 cfs
WARNING: Inlet Capacity < Q Peak for Major Storm Q PEAK REQUIRED =0.2 1.0 cfs
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
HFH073_MHFD-Inlet_v6.00.xlsm, DP G1.17 9/29/2025, 11:00 AM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Project:HFH073 | Bloom Commercial
Inlet ID:DP H5
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =16.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.250
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =19.0 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 =19.0 19.0 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
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches
Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches
Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches
Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313
Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs
Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs
Flow Velocity within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH =18.7 18.7 ft
Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 16.7 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.318
Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs
Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs
Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs
Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0
Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP
Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches
Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches
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
Warning 01: Manning's n-value does not meet the USDCM recommended design range.
MHFD-Inlet, Version 6.00 (August 2025)
HFH073_MHFD-Inlet_v6.00.xlsm, DP H5 9/29/2025, 11:00 AM
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 6.00 (August 2025)
Design Information (Input)MINOR MAJOR
Type of Inlet Type =CDOT Type R Curb Opening
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
Grate Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =N/A N/A
Clogging Factor for Multiple Units Clog =N/A N/A
Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =N/A N/A cfs
Interception with Clogging Qwa =N/A N/A cfs
Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =N/A N/A cfs
Interception with Clogging Qoa =N/A N/A cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =N/A N/A cfs
Interception with Clogging Qma =N/A N/A cfs
Resulting Grate Capacity (assumes clogged condition)QGrate =N/A N/A cfs
Curb Opening Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.10 0.10
Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =6.0 6.0 cfs
Interception with Clogging Qwa =5.4 5.4 cfs
Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =9.8 9.8 cfs
Interception with Clogging Qoa =8.8 8.8 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =7.1 7.1 cfs
Interception with Clogging Qma =6.4 6.4 cfs
Resulting Curb Opening Capacity (assumes clogged condition)QCurb =5.4 5.4 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L =5.00 5.00 feet
Resultant Street Flow Spread (based on street geometry from above)T =18.7 18.7 ft
Resultant Flow Depth at Street Crown dCROWN =0.0 0.0 inches
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 =0.6 2.7 cfs
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
HFH073_MHFD-Inlet_v6.00.xlsm, DP H5 9/29/2025, 11:00 AM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Project:HFH073 | Bloom Commercial
Inlet ID:DP H6
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =16.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =19.0 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 =19.0 19.0 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
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches
Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches
Water Depth at Gutter Flowline (y + a)d =6.07 6.07 inches
Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313
Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs
Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs
Flow Velocity within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH =18.7 18.7 ft
Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 16.7 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.318
Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs
Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs
Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =SUMP SUMP cfs
Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0
Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R =SUMP SUMP
Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches
Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches
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
Warning 01: Manning's n-value does not meet the USDCM recommended design range.
MHFD-Inlet, Version 6.00 (August 2025)
HFH073_MHFD-Inlet_v6.00.xlsm, DP H6 9/29/2025, 11:00 AM
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 6.00 (August 2025)
Design Information (Input)MINOR MAJOR
Type of Inlet Type = CDOT Type R Curb Opening
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
Grate Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =N/A N/A
Clogging Factor for Multiple Units Clog =N/A N/A
Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =N/A N/A cfs
Interception with Clogging Qwa =N/A N/A cfs
Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =N/A N/A cfs
Interception with Clogging Qoa =N/A N/A cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =N/A N/A cfs
Interception with Clogging Qma =N/A N/A cfs
Resulting Grate Capacity (assumes clogged condition)QGrate =N/A N/A cfs
Curb Opening Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef =1.00 1.00
Clogging Factor for Multiple Units Clog =0.10 0.10
Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =6.0 6.0 cfs
Interception with Clogging Qwa =5.4 5.4 cfs
Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =9.8 9.8 cfs
Interception with Clogging Qoa =8.8 8.8 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =7.1 7.1 cfs
Interception with Clogging Qma =6.4 6.4 cfs
Resulting Curb Opening Capacity (assumes clogged condition)QCurb =5.4 5.4 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L =5.00 5.00 feet
Resultant Street Flow Spread (based on street geometry from above)T =18.7 18.7 ft
Resultant Flow Depth at Street Crown dCROWN =0.0 0.0 inches
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 =0.6 2.7 cfs
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
HFH073_MHFD-Inlet_v6.00.xlsm, DP H6 9/29/2025, 11:00 AM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Project:HFH073 | Bloom Commercial
Inlet ID:DP J
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =19.0 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 =19.0 19.0 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
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (T * Sx * 12)y =4.56 4.56 inches
Vertical Depth between Gutter Lip and Gutter Flowline (W * Sw * 12)dC =2.0 2.0 inches
Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches
Water Depth at Gutter Flowline (y + a) d = 6.07 6.07 inches
Allowable Spread for Discharge outside the Gutter Section (T - W)TX =17.0 17.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.313 0.313
Discharge outside the Gutter Section, carried in Section TX QX =0.0 0.0 cfs
Discharge within the Gutter Section (QT - QX - QBACK)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs
Flow Velocity within the Gutter Section V = 0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d = 0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm
Theoretical Water Spread TTH =18.7 18.7 ft
Theoretical Spread for Discharge outside the Gutter Section (T - W)TX TH =16.7 16.7 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. 7-7)EO =0.318 0.318
Theoretical Discharge outside the Gutter Section, carried in Section TX TH QX TH =0.0 0.0 cfs
Actual Discharge outside the Gutter Section, (limited by distance TCROWN)QX =0.0 0.0 cfs
Discharge within the Gutter Section (Qd - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor) Q = SUMP SUMP cfs
Average Flow Velocity Within the Gutter Section V = 0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d = 0.0 0.0
Slope-Based Safety Factor for Minor/Major Storm depth reduction, d > 6"R = SUMP SUMP
Max Flow based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied) d = inches
Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches
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
Warning 01: Manning's n-value does not meet the USDCM recommended design range.
MHFD-Inlet, Version 6.00 (August 2025)
HFH073_MHFD-Inlet_v6.00.xlsm, DP J 9/30/2025, 1:08 PM
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 6.00 (August 2025)
Design Information (Input)MINOR MAJOR
Type of Inlet Type = CDOT Type R Curb Opening
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
Grate Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = N/A N/A
Clogging Factor for Multiple Units Clog = N/A N/A
Grate Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =N/A N/A cfs
Interception with Clogging Qwa =N/A N/A cfs
Grate Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =N/A N/A cfs
Interception with Clogging Qoa =N/A N/A cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =N/A N/A cfs
Interception with Clogging Qma =N/A N/A cfs
Resulting Grate Capacity (assumes clogged condition)QGrate =N/A N/A cfs
Curb Opening Flow Analysis (Calculated)MINOR MAJOR
Clogging Coefficient for Multiple Units Coef = 1.00 1.00
Clogging Factor for Multiple Units Clog =0.10 0.10
Curb Capacity as a Weir (based on MHFD - CSU 2010 Study)MINOR MAJOR
Interception without Clogging Qwi =6.0 6.0 cfs
Interception with Clogging Qwa =5.4 5.4 cfs
Curb Capacity as an Orifice (based on MHFD - CSU 2010 Study) MINOR MAJOR
Interception without Clogging Qoi =9.8 9.8 cfs
Interception with Clogging Qoa =8.8 8.8 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qmi =7.1 7.1 cfs
Interception with Clogging Qma =6.4 6.4 cfs
Resulting Curb Opening Capacity (assumes clogged condition)QCurb =5.4 5.4 cfs
Resultant Street Conditions MINOR MAJOR
Total Inlet Length L = 5.00 5.00 feet
Resultant Street Flow Spread (based on street geometry from above) T = 18.7 18.7 ft
Resultant Flow Depth at Street Crown dCROWN =0.0 0.0 inches
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 5.0 cfs
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
HFH073_MHFD-Inlet_v6.00.xlsm, DP J 9/30/2025, 1:08 PM
DP J1 | 5' Wide Curb Chase
Project Description
DischargeSolve For
Input Data
ft4,930.65Headwater Elevation
ft4,930.15Crest Elevation
ft4,930.15Tailwater Elevation
ft^(1/2)/s2.85Weir Coefficient
ft5.0Crest Length
2Number Of Contractions
Results
cfs4.9Discharge
ft0.50Headwater Height Above
Crest
ft0.00Tailwater Height Above Crest
ft²2.5Flow Area
ft/s1.97Velocity
ft6.0Wetted Perimeter
ft5.00Top Width
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
9/30/2025
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterHFH073_FlowMaster.fm8
Bloom Commercial
Final Drainage Report
StormCAD Output
FlexTable: Conduit Table
Start Node Invert (Start)
(ft)
Stop Node Invert (Stop)
(ft)
Length (User
Defined)
(ft)
Slope
(Calculated)
(ft/ft)
Section Type Diameter
(in)
Manning's n Flow
(cfs)
Velocity
(ft/s)
Upstream
Structure
Hydraulic Grade
Line (In)
(ft)
Hydraulic Grade
Line (In)
(ft)
Energy Grade
Line (In)
(ft)
Hydraulic Grade
Line (Out)
(ft)
Downstream
Structure
Hydraulic Grade
Line (Out)
(ft)
Energy Grade
Line (Out)
(ft)
SD OUTLET A6.1 4,927.02 SDMH A6 4,926.59 34.4 0.012 Circle 24 0.013 11.9 3.79 4,929.73 4,929.64 4,929.86 4,929.54 4,929.45 4,929.77
SDMH A4 4,925.76 SDMH A3 4,924.82 385.8 0.002 Circle 24 0.013 11.9 3.79 4,928.23 4,928.18 4,928.40 4,927.11 4,927.00 4,927.33
SDMH A5 4,926.49 SDMH A4 4,925.76 300.6 0.002 Circle 24 0.013 11.9 3.79 4,929.21 4,929.15 4,929.37 4,928.32 4,928.23 4,928.54
SDMH A6 4,926.59 SDMH A5 4,926.49 39.3 0.002 Circle 24 0.013 11.9 3.79 4,929.45 4,929.41 4,929.63 4,929.30 4,929.19 4,929.52
SDMH A3 4,924.82 SDMH A2 4,924.47 141.2 0.002 Circle 24 0.013 11.9 3.79 4,927.02 4,926.95 4,927.18 4,926.56 4,926.45 4,926.79
SDMH A2 4,924.27 EXISTING SD INLET A1 4,924.07 111.1 0.002 Circle 24 0.013 12.4 3.95 4,926.45 4,926.40 4,926.65 4,926.07 (N/A)4,926.31
SD OUTLET A2.1 4,924.58 SDMH A2 4,924.47 27.0 0.004 Circle 18 0.013 0.5 0.30 4,926.70 4,926.70 4,926.70 4,926.70 4,926.45 4,926.70
SDMH B3 4,927.98 SD INLET B2 4,927.81 87.6 0.002 Circle 42 0.013 18.8 1.96 4,935.15 4,935.10 4,935.16 4,935.07 4,934.98 4,935.13
SDMH B4 4,928.58 SDMH B3 4,927.98 297.9 0.002 Circle 36 0.013 19.9 2.82 4,935.46 4,935.40 4,935.52 4,935.13 4,935.11 4,935.26
SDMH B7 4,930.03 SDMH B6 4,929.62 101.9 0.004 Circle 24 0.013 0.0 0.00 4,936.03 4,936.03 4,936.03 4,936.03 4,936.03 4,936.03
SDMH B8 4,930.40 SDMH B7 4,930.23 42.5 0.004 Circle 24 0.013 0.0 0.00 4,935.60 4,936.03 4,936.03 4,936.03 4,936.03 4,936.03
SD INLET B2 4,927.81 STORM FES B1 4,927.56 125.4 0.002 Circle 42 0.013 22.7 2.36 4,935.02 4,934.96 4,935.05 4,934.90 (N/A)4,934.99
SDMH B5.1 4,929.64 SDMH B5 4,929.19 111.8 0.004 Circle 24 0.013 2.0 0.63 4,935.69 4,935.69 4,935.70 4,935.68 4,935.60 4,935.69
SDMH B5 4,928.99 SDMH B4 4,928.78 105.5 0.002 Circle 36 0.013 12.9 1.82 4,935.63 4,935.59 4,935.65 4,935.56 4,935.42 4,935.61
SDMH B6 4,929.42 SDMH B5 4,929.19 115.7 0.002 Circle 24 0.013 11.5 3.67 4,936.03 4,935.86 4,936.07 4,935.56 4,935.60 4,935.77
SD INLET B6.1 4,929.65 SDMH B6 4,929.62 14.0 0.002 Circle 24 0.013 8.7 2.77 4,935.59 4,936.05 4,936.17 4,936.03 4,936.03 4,936.28
SD INLET B6.1A 4,929.72 SDMH B6 4,929.62 24.0 0.004 Circle 24 0.013 3.3 1.05 4,935.59 4,936.03 4,936.05 4,936.03 4,936.03 4,936.24
SD INLET B5.2 4,929.95 SDMH B5.1 4,929.84 29.0 0.004 Circle 24 0.013 1.0 0.33 4,935.58 4,935.70 4,935.70 4,935.70 4,935.69 4,935.70
SD INLET B5.1-1 4,929.87 SDMH B5.1 4,929.84 9.0 0.004 Circle 24 0.013 1.1 0.34 4,935.58 4,935.70 4,935.70 4,935.70 4,935.69 4,935.70
SD INLET B4.1A 4,928.90 SDMH B4 4,928.78 29.0 0.004 Circle 24 0.013 6.9 2.20 4,935.56 4,935.57 4,935.64 4,935.54 4,935.42 4,935.62
SD INLET B4.1 4,928.82 SDMH B4 4,928.78 9.0 0.004 Circle 24 0.013 2.9 0.91 4,935.56 4,935.58 4,935.59 4,935.58 4,935.42 4,935.59
SD INLET B6.2 4,931.29 SD INLET B6.1 4,931.15 69.1 0.002 Circle 18 0.013 6.1 3.46 4,934.60 4,935.82 4,936.01 4,935.59 4,935.59 4,936.24
SDMH C2.1 4,928.72 SDMH C2 4,928.36 89.4 0.004 Circle 18 0.013 5.3 3.00 4,932.78 4,932.66 4,932.80 4,932.43 4,931.41 4,932.57
SDMH C2 4,928.16 STORM FES C1 4,928.07 46.6 0.002 Circle 36 0.013 59.5 8.42 4,931.41 4,931.19 4,932.29 4,930.56 (N/A)4,931.96
SDMH C3 4,928.49 SDMH C2 4,928.36 66.1 0.002 Circle 30 0.013 54.9 11.18 4,932.92 4,932.53 4,934.47 4,931.35 4,931.41 4,933.29
SD INLET C2.1-1 4,928.95 SDMH C2.1 4,928.92 9.0 0.004 Circle 18 0.013 2.7 1.53 4,932.92 4,932.90 4,932.94 4,932.90 4,932.69 4,932.93
SD INLET C2.2 4,929.03 SDMH C2.1 4,928.92 29.0 0.004 Circle 18 0.013 2.7 1.55 4,932.93 4,932.91 4,932.95 4,932.89 4,932.69 4,932.93
SDMH D3 4,925.47 SDMH D2 4,925.41 30.0 0.002 Circle 24 0.013 5.1 1.61 4,928.36 4,928.35 4,928.39 4,928.33 4,928.20 4,928.37
SDMH D2 4,925.41 SD FES D1 4,925.32 43.5 0.002 Circle 24 0.013 10.0 3.19 4,928.20 4,928.17 4,928.32 4,928.08 (N/A)4,928.24
SD FES F1 4,924.70 SD FES F2 4,924.42 137.4 0.002 Circle 24 0.013 0.0 0.00 (N/A)4,924.70 4,924.70 4,924.42 (N/A)4,924.42
SD INLET G2 4,928.52 SD FES G1 4,928.04 118.5 0.004 Circle 36 0.013 28.3 4.01 4,935.27 4,935.21 4,935.46 4,935.00 (N/A)4,935.25
SD INLET G3 4,929.92 SD INLET G2 4,928.72 301.4 0.004 Circle 36 0.013 20.7 2.92 4,935.70 4,935.73 4,935.86 4,935.44 4,935.26 4,935.57
HFH073_StomCAD.stsw
StormCAD
[24.00.03.23]
9/30/2025 Page 1 of 1
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THESE PLANS ARE AN INSTRUMENT OF SERVICE
AND ARE THE PROPERTY OF GALLOWAY, AND MAY
NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED
WITHOUT THE WRITTEN CONSENT OF GALLOWAY.
COPYRIGHTS AND INFRINGEMENTS WILL BE
ENFORCED AND PROSECUTED.
COPYRIGHT
5235 Ronald Reagan Blvd., Suite 200
Johnstown, CO 80534
970.800.3300
GallowayUS.com
NOT
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#Date Issue / Description Init.
Project No:
Drawn By:
Checked By:
Date:
HFH000073.20
10/01/2025
Sheet of 68
REVIEW DOES NOT CONSTITUTE "APPROVAL" OF PLANS. DESIGN ENGINEER IS RESPONSIBLE
FOR ACCURACY AND COMPLETENESS OF DESIGN.
GENERAL MANAGER
REVIEWED BY:
DATE
EAST LARIMER COUNTY WATER DISTRICT
UTILITY PLAN REVIEW
Know what's
before you dig.
PGS
JEP
UTILITY PLAN
39
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THESE PLANS ARE AN INSTRUMENT OF SERVICE
AND ARE THE PROPERTY OF GALLOWAY, AND MAY
NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED
WITHOUT THE WRITTEN CONSENT OF GALLOWAY.
COPYRIGHTS AND INFRINGEMENTS WILL BE
ENFORCED AND PROSECUTED.
COPYRIGHT
5235 Ronald Reagan Blvd., Suite 200
Johnstown, CO 80534
970.800.3300
GallowayUS.com
NOT
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#Date Issue / Description Init.
Project No:
Drawn By:
Checked By:
Date:
HFH000073.20
10/01/2025
Sheet of 68
REVIEW DOES NOT CONSTITUTE "APPROVAL" OF PLANS. DESIGN ENGINEER IS RESPONSIBLE
FOR ACCURACY AND COMPLETENESS OF DESIGN.
GENERAL MANAGER
REVIEWED BY:
DATE
EAST LARIMER COUNTY WATER DISTRICT
UTILITY PLAN REVIEW
Know what's
before you dig.
PGS
JEP
UTILITY PLAN
40
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THESE PLANS ARE AN INSTRUMENT OF SERVICE
AND ARE THE PROPERTY OF GALLOWAY, AND MAY
NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED
WITHOUT THE WRITTEN CONSENT OF GALLOWAY.
COPYRIGHTS AND INFRINGEMENTS WILL BE
ENFORCED AND PROSECUTED.
COPYRIGHT
5235 Ronald Reagan Blvd., Suite 200
Johnstown, CO 80534
970.800.3300
GallowayUS.com
NOT
F
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CON
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#Date Issue / Description Init.
Project No:
Drawn By:
Checked By:
Date:
HFH000073.20
10/01/2025
Sheet of 68
REVIEW DOES NOT CONSTITUTE "APPROVAL" OF PLANS. DESIGN ENGINEER IS RESPONSIBLE
FOR ACCURACY AND COMPLETENESS OF DESIGN.
GENERAL MANAGER
REVIEWED BY:
DATE
EAST LARIMER COUNTY WATER DISTRICT
UTILITY PLAN REVIEW
Know what's
before you dig.
PGS
JEP
UTILITY PLAN
41
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,
C
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THESE PLANS ARE AN INSTRUMENT OF SERVICE
AND ARE THE PROPERTY OF GALLOWAY, AND MAY
NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED
WITHOUT THE WRITTEN CONSENT OF GALLOWAY.
COPYRIGHTS AND INFRINGEMENTS WILL BE
ENFORCED AND PROSECUTED.
COPYRIGHT
5235 Ronald Reagan Blvd., Suite 200
Johnstown, CO 80534
970.800.3300
GallowayUS.com
NOT
F
O
R
CON
S
T
R
U
C
T
I
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N
#Date Issue / Description Init.
Project No:
Drawn By:
Checked By:
Date:
HFH000073.20
10/01/2025
Sheet of 68
REVIEW DOES NOT CONSTITUTE "APPROVAL" OF PLANS. DESIGN ENGINEER IS RESPONSIBLE
FOR ACCURACY AND COMPLETENESS OF DESIGN.
GENERAL MANAGER
REVIEWED BY:
DATE
EAST LARIMER COUNTY WATER DISTRICT
UTILITY PLAN REVIEW
Bloom Commercial
Preliminary Drainage Report
Detention
Project Number:HFH73 | Bloom Commerical
Project Location:Fort Collins, Colorado Date: 9/30/2025
Calculations By:H. Feissner
Pond Description:POND G1
User Input Cell:Blue Text
Design Point:N/A
Design Storm:WQCV
Required Volume:10803 ft3 4928.21 ft
Design Storm:100-year
Required Volume:299529 ft3 4935.00 ft
Design Storm:N/A
Required Volume:0 ft3 N/A ft
Contour
Elevation
Contour
Area Depth Incremental
Volume
Cummulative
Volume
Incremental
Volume
Cummulative
Volume
Cummulative
Volume
ft ft2 ft ft3 ft3 ft3 ft3 ac-ft
4927.00 0 0 0 0 0 0 0.0
4928.00 17088 1.00 8544 8544 5696 5696 0.1
4929.00 33283 1.00 25185 33729 24740 30436 0.7
4930.00 37173 1.00 35228 68958 35210 65646 1.5
4931.00 40897 1.00 39035 107993 39020 104666 2.4
4932.00 44715 1.00 42806 150799 42792 147458 3.4
4933.00 48638 1.00 46677 197476 46663 194121 4.5
4934.00 52680 1.00 50659 248135 50646 244767 5.6
4935.00 56872 1.00 54776 302910 54762 299529 6.9
Detention Pond Stage-Storage Calculations
Required Volume Water Surface Elevation
Average End Area Method: Conic Volume Method:
4927
4928
4929
4930
4931
4932
4933
4934
4935
4936
0 50000 100000 150000 200000 250000 300000 350000
Co
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Cummulative Volume, ft3
Stage - Storage | POND G1
Hydraulic Analysis Report
Project Data
Project Title: HFH073 | Bloom Commercial
Designer: Herman Feissner
Project Date: Monday, September 29, 2025
Project Units: U.S. Customary Units
Notes: Sized to pass 100-yr storm event maximum inflow estimated with SWMM
Weir Analysis: POND G1 Spillway
Notes:
Input Parameters
Irregular Weir
Coefficient: 2.8000
Irregular Weir Geometry
Station (ft) Elevation (ft)
0.00 4936.00
4.00 4935.00
199.00 4935.00
203.00 4936.00
Tailwater (above crest): 0.00 ft
Applied Coefficients
0 2.8
1 2.8
2 2.8
Flow: 196.3000 cfs
Result Parameters
Head: 0.5031 ft
Project Number:HFH73 | Bloom Commercial
Project Location:Fort Collins, Colorado Date: 9/30/2025
Calculations By:H. Feissner
Pond Description:POND H (existing )
User Input Cell:Blue Text
Design Point:N/A
Design Storm:WQCV
Required Volume:2526 ft3 4923.62 ft
Design Storm:100-year
Required Volume:142128 ft3 4930.04 ft
Design Storm:N/A
Required Volume:0 ft3 N/A ft
Contour
Elevation
Contour
Area Depth Incremental
Volume
Cummulative
Volume
Incremental
Volume
Cummulative
Volume
Cummulative
Volume
ft ft2 ft ft3 ft3 ft3 ft3 ac-ft
4923.00 0 0 0 0 0 0 0.0
4923.50 7500 0.50 1875 1875 1250 1250 0.0
4924.00 13790 0.50 5323 7198 5243 6493 0.1
4925.00 16538 1.00 15164 22362 15143 21637 0.5
4926.00 19374 1.00 17956 40318 17937 39574 0.9
4927.00 22335 1.00 20855 61172 20837 60411 1.4
4928.00 25254 1.00 23795 84967 23780 84190 1.9
4929.00 28226 1.00 26740 111707 26726 110917 2.5
4930.00 31335 1.00 29781 141487 29767 140684 3.2
4931.00 34469 1.00 32902 174389 32890 173573 4.0
4932.00 35000 1.00 34735 209124 34734 208307 4.8
Detention Pond Stage-Storage Calculations
Required Volume Water Surface Elevation
Average End Area Method: Conic Volume Method:
4923
4924
4925
4926
4927
4928
4929
4930
4931
4932
0 50000 100000 150000 200000 250000
Co
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f
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Cummulative Volume, ft3
Stage - Storage | POND H (existing)
Project Number:HFH73 | Bloom Commercial
Project Location:Fort Collins, Colorado Date: 9/30/2025
Calculations By:H. Feissner
Pond Description:POND J
User Input Cell:Blue Text
Design Point:N/A
Design Storm:WQCV
Required Volume:1655 ft3 4924.88 ft
Design Storm:100-year
Required Volume:79564 ft3 4929.36 ft
Design Storm:N/A
Required Volume:0 ft3 N/A ft
Contour
Elevation
Contour
Area Depth Incremental
Volume
Cummulative
Volume
Incremental
Volume
Cummulative
Volume
Cummulative
Volume
ft ft2 ft ft3 ft3 ft3 ft3 ac-ft
4924.50 0 0 0 0 0 0 0.0
4925.00 12972 0.50 3243 3243 2162 2162 0.0
4926.00 15030 1.00 14001 17244 13988 16150 0.4
4927.00 17188 1.00 16109 33353 16097 32247 0.7
4928.00 19447 1.00 18318 51671 18306 50553 1.2
4929.00 21806 1.00 20627 72297 20615 71168 1.6
4930.00 24266 1.00 23036 95333 23025 94193 2.2
Detention Pond Stage-Storage Calculations
Required Volume Water Surface Elevation
Average End Area Method: Conic Volume Method:
4925
4926
4927
4928
4929
4930
0 10000 20000 30000 40000 50000 60000 70000 80000
Co
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Cummulative Volume, ft3
Stage - Storage | POND J
Bloom Commercial
Preliminary Drainage Report
LID and WQCV (i.e., EDB) Calculations
Project:
Basin ID:
Depth Increment = ft
Watershed Information Top of Micropool -- 0.00 -- -- -- 25 0.001
Selected SCM Type =EDB 4928 -- 1.00 -- -- -- 17,088 0.392 8,556 0.196
Watershed Area = 6.0 acres 4929 -- 2.00 -- -- -- 33,283 0.764 33,742 0.775
Watershed Length = 650 ft -- -- -- --
Watershed Length to Centroid = 300 ft -- -- -- --
Watershed Slope = 0.020 ft/ft -- -- -- --
Watershed Imperviousness = 100.00% percent -- -- -- --
Percentage Hydrologic Soil Group A = 0.0% percent -- ---- --
Percentage Hydrologic Soil Group B = 100.0% percent ---- -- --
Percentage Hydrologic Soil Groups C/D = 0.0% percent -- -- -- --
Target WQCV Drain Time = 40.0 hours -- -- -- --
Location for 1-hr Rainfall Depths = User Input -- -- ----
-- -- -- --
-- -- -- --
Optional User Overrides -- -- -- --
Water Quality Capture Volume (WQCV) = 0.248 acre-feet acre-feet -- -- -- --
Excess Urban Runoff Volume (EURV) = 0.673 acre-feet acre-feet -- -- -- --
2-yr Runoff Volume (P1 = 0.83 in.) = 0.375 acre-feet inches -- -- -- --
5-yr Runoff Volume (P1 = 1.09 in.) = 0.509 acre-feet inches -- -- -- --
10-yr Runoff Volume (P1 = 1.33 in.) = 0.631 acre-feet inches -- -- -- --
25-yr Runoff Volume (P1 = 1.69 in.) = 0.813 acre-feet inches -- -- -- --
50-yr Runoff Volume (P1 = 1.99 in.) = 0.965 acre-feet inches -- -- -- --
100-yr Runoff Volume (P1 = 2.31 in.) = 1.127 acre-feet inches -- -- -- --
500-yr Runoff Volume (P1 = 3.14 in.) = 1.547 acre-feet inches -- -- -- --
Approximate 2-yr Detention Volume = 0.379 acre-feet ---- -- --
Approximate 5-yr Detention Volume = 0.513 acre-feet ---- -- --
Approximate 10-yr Detention Volume = 0.650 acre-feet -- -- -- --
Approximate 25-yr Detention Volume = 0.776 acre-feet -- -- -- --
Approximate 50-yr Detention Volume = 0.842 acre-feet -- -- -- --
Approximate 100-yr Detention Volume = 0.895 acre-feet -- -- -- --
-- -- -- --
Define Zones and Basin Geometry -- -- -- --
Zone 1 Volume (WQCV) = 0.248 acre-feet -- -- -- --
Select Zone 2 Storage Volume (Optional) = acre-feet -- -- -- --
Select Zone 3 Storage Volume (Optional) = acre-feet -- -- -- --
Total Detention Basin Volume = 0.248 acre-feet -- -- -- --
Initial Surcharge Volume (ISV) = user ft 3 -- -- -- --
Initial Surcharge Depth (ISD) = user ft -- -- -- --
Total Available Detention Depth (Htotal) = user ft -- -- -- --
Depth of Trickle Channel (HTC) =user ft -- -- -- --
Slope of Trickle Channel (STC) = user ft/ft -- -- -- --
Slopes of Main Basin Sides (Smain) = user H:V -- -- -- --
Basin Length-to-Width Ratio (RL/W ) = user -- -- -- --
-- -- -- --
Initial Surcharge Area (AISV) =user ft 2 -- -- -- --
Surcharge Volume Length (LISV) =user ft -- -- -- --
Surcharge Volume Width (WISV) =user ft -- -- -- --
Depth of Basin Floor (HFLOOR) =user ft -- -- -- --
Length of Basin Floor (LFLOOR) =user ft -- -- -- --
Width of Basin Floor (WFLOOR) =user ft -- -- -- --
Area of Basin Floor (AFLOOR) =user ft 2 -- -- -- --
Volume of Basin Floor (VFLOOR) =user ft 3 -- -- -- --
Depth of Main Basin (HMAIN) =user ft -- -- -- --
Length of Main Basin (LMAIN) =user ft -- -- -- --
Width of Main Basin (WMAIN) =user ft -- -- -- --
Area of Main Basin (AMAIN) =user ft 2 -- -- -- --
Volume of Main Basin (VMAIN) =user ft 3 -- -- -- --
Calculated Total Basin Volume (Vtotal) =user acre-feet -- -- -- --
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DETENTION BASIN STAGE-STORAGE TABLE BUILDER
Optional
Override
Area (ft 2)
Length
(ft)
Optional
Override
Stage (ft)
Stage
(ft)
Stage - Storage
Description
Area
(ft 2)
Width
(ft)
HFH073 | Bloom Commercial
POND G1 (EDB Sizing Only)
MHFD-Detention, Version 4.07 (June 2025)
Volume
(ft 3)
Volume
(ac-ft)
Area
(acre)
Total detention
volume is less than
100-year volume.
After providing required inputs above including 1-hour rainfall
depths, click 'Run CUHP' to generate runoff hydrographs using
the embedded Colorado Urban Hydrograph Procedure.
Example Zone Configuration (Retention Pond)
MHFD-Detention_v4.07_G1.xlsm, Basin 9/30/2025, 9:00 PM
Project:
Basin ID:
Estimated Estimated
Stage (ft) Volume (ac-ft) Outlet Type
Zone 1 (WQCV) 1.13 0.248 Orifice Plate
Zone 2
Zone 3
Total (all zones) 0.248
User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration SCM)Calculated Parameters for Underdrain
Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft2
Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet
User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation SCM)Calculated Parameters for Plate
Centroid of Lowest Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row =1.188E-02 ft2
Depth at top of Zone using Orifice Plate = 1.13 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet
Orifice Plate: Orifice Vertical Spacing = 4.50 inches Elliptical Slot Centroid = N/A feet
Orifice Plate: Orifice Area per Row = 1.71 sq. inches (diameter = 1-7/16 inches) Elliptical Slot Area = N/A ft2
User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest)
Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional)
Stage of Orifice Centroid (ft) 0.00 0.38 0.75
Orifice Area (sq. inches) 1.71 1.71 1.71
Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional)
Stage of Orifice Centroid (ft)
Orifice Area (sq. inches)
User Input: Vertical Orifice (Circular or Rectangular)Calculated Parameters for Vertical Orifice
Not Selected Not Selected Not Selected Not Selected
Invert of Vertical Orifice = ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area =ft2
Depth at top of Zone using Vertical Orifice = ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = feet
Vertical Orifice Diameter = inches
User Input: Overflow Weir (Dropbox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Trapezoidal Weir and No Outlet Pipe) Calculated Parameters for Overflow Weir
grate Not Selected Not Selected Not Selected Not Selected
Overflow Weir Front Edge Height, Ho = ft (relative to basin bottom at Stage = 0 ft)Height of Grate Upper Edge, Ht =feet
Overflow Weir Front Edge Length = feet Overflow Weir Slope Length = feet
Overflow Weir Grate Slope = H:V Grate Open Area / 100-yr Orifice Area =
Horiz. Length of Weir Sides = feet Overflow Grate Open Area w/o Debris =ft2
Overflow Grate Type = Overflow Grate Open Area w/ Debris =ft2
Debris Clogging % = %
User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice)Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate
Not Selected Not Selected Not Selected Not Selected
Depth to Invert of Outlet Pipe = ft (distance below basin bottom at Stage = 0 ft)Outlet Orifice Area =ft2
Circular Orifice Diameter = inches Outlet Orifice Centroid = feet
Half-Central Angle of Restrictor Plate on Pipe = N/A N/A radians
User Input: Emergency Spillway (Rectangular or Trapezoidal)Calculated Parameters for Spillway
Spillway Invert Stage= ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= feet
Spillway Crest Length = feet Stage at Top of Freeboard = feet
Spillway End Slopes = H:V Basin Area at Top of Freeboard = acres
Freeboard above Max Water Surface = feet Basin Volume at Top of Freeboard = acre-ft
Max Ponding Depth of Target Storage Volume =1.13 feet Discharge at Top of Freeboard =cfs
Routed Hydrograph Results
Design Storm Return Period =WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year
One-Hour Rainfall Depth (in) =N/A N/A 0.83 1.09 1.33 1.69 1.99 2.31 3.14
CUHP Runoff Volume (acre-ft) =0.248 0.673 0.375 0.509 0.631 0.813 0.965 1.127 1.547
Inflow Hydrograph Volume (acre-ft) =N/A N/A 0.375 0.509 0.631 0.813 0.965 1.127 1.547
CUHP Predevelopment Peak Q (cfs) =N/A N/A 0.1 0.3 1.2 3.9 5.6 7.6 12.2
OPTIONAL Override Predevelopment Peak Q (cfs) =N/A N/A
Predevelopment Unit Peak Flow, q (cfs/acre) =N/A N/A 0.02 0.04 0.21 0.66 0.94 1.28 2.05
Peak Inflow Q (cfs) =N/A N/A 7.6 10.1 12.4 16.4 19.5 22.2 30.3
Peak Outflow Q (cfs) =0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
Ratio Peak Outflow to Predevelopment Q =N/A N/A N/A 0.7 0.2 0.1 0.0 0.0 0.0
Structure Controlling Flow =Plate Plate Plate Plate Plate N/A N/A N/A N/A
Max Velocity through Grate 1 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A N/A
Max Velocity through Grate 2 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A N/A
Time to Drain 97% of Inflow Volume (hours) =37 61 46 53 59 67 74 82 102
Time to Drain 99% of Inflow Volume (hours) =40 66 49 58 64 74 82 90 112
Maximum Ponding Depth (ft) =1.13 1.87 1.34 1.57 1.76 2.00 2.00 2.00 2.00
Area at Maximum Ponding Depth (acres) =0.44 0.72 0.51 0.60 0.67 0.76 0.76 0.76 0.76
Maximum Volume Stored (acre-ft) =0.251 0.678 0.346 0.480 0.595 0.775 0.775 0.775 0.775
The user can override the default CUHP hydrographs and runoff volumes by entering new values in the Inflow Hydrographs table (Columns W through AF).
DETENTION BASIN OUTLET STRUCTURE DESIGN
MHFD-Detention, Version 4.07 (June 2025)
HFH073 | Bloom Commercial
POND G1 (EDB Sizing Only)
Example Zone Configuration (Retention Pond)
MHFD-Detention_v4.07_G1.xlsm, Outlet Structure 9/30/2025, 9:01 PM
Project:
Basin ID:
Depth Increment = ft
Watershed Information Top of Micropool -- 0.00 -- -- -- 25 0.001
Selected SCM Type =EDB 4923.5 -- 0.50 -- -- -- 7,500 0.172 1,881 0.043
Watershed Area = 2.1 acres 4924 -- 1.50 -- -- -- 13,790 0.317 12,526 0.288
Watershed Length = 650 ft 4925 -- 2.50 -- -- -- 16,538 0.380 27,690 0.636
Watershed Length to Centroid = 300 ft -- -- -- --
Watershed Slope = 0.020 ft/ft -- -- -- --
Watershed Imperviousness = 80.00% percent -- -- -- --
Percentage Hydrologic Soil Group A = 0.0% percent -- ---- --
Percentage Hydrologic Soil Group B = 100.0% percent ---- -- --
Percentage Hydrologic Soil Groups C/D = 0.0% percent -- -- -- --
Target WQCV Drain Time = 40.0 hours -- -- -- --
Location for 1-hr Rainfall Depths = User Input -- -- ----
-- -- -- --
-- -- -- --
Optional User Overrides -- -- -- --
Water Quality Capture Volume (WQCV) = 0.058 acre-feet acre-feet -- -- -- --
Excess Urban Runoff Volume (EURV) = 0.189 acre-feet acre-feet -- -- -- --
2-yr Runoff Volume (P1 = 0.83 in.) = 0.106 acre-feet inches -- -- -- --
5-yr Runoff Volume (P1 = 1.09 in.) = 0.146 acre-feet inches -- -- -- --
10-yr Runoff Volume (P1 = 1.33 in.) = 0.187 acre-feet inches -- -- -- --
25-yr Runoff Volume (P1 = 1.69 in.) = 0.254 acre-feet inches -- -- -- --
50-yr Runoff Volume (P1 = 1.99 in.) = 0.308 acre-feet inches -- -- -- --
100-yr Runoff Volume (P1 = 2.31 in.) = 0.369 acre-feet inches -- -- -- --
500-yr Runoff Volume (P1 = 3.14 in.) = 0.520 acre-feet inches -- -- -- --
Approximate 2-yr Detention Volume = 0.104 acre-feet ---- -- --
Approximate 5-yr Detention Volume = 0.143 acre-feet ---- -- --
Approximate 10-yr Detention Volume = 0.186 acre-feet -- -- -- --
Approximate 25-yr Detention Volume = 0.222 acre-feet -- -- -- --
Approximate 50-yr Detention Volume = 0.241 acre-feet -- -- -- --
Approximate 100-yr Detention Volume = 0.264 acre-feet -- -- -- --
-- -- -- --
Define Zones and Basin Geometry -- -- -- --
Zone 1 Volume (WQCV) = 0.058 acre-feet -- -- -- --
Select Zone 2 Storage Volume (Optional) = acre-feet -- -- -- --
Select Zone 3 Storage Volume (Optional) = acre-feet -- -- -- --
Total Detention Basin Volume = 0.058 acre-feet -- -- -- --
Initial Surcharge Volume (ISV) = user ft 3 -- -- -- --
Initial Surcharge Depth (ISD) = user ft -- -- -- --
Total Available Detention Depth (Htotal) = user ft -- -- -- --
Depth of Trickle Channel (HTC) =user ft -- -- -- --
Slope of Trickle Channel (STC) = user ft/ft -- -- -- --
Slopes of Main Basin Sides (Smain) = user H:V -- -- -- --
Basin Length-to-Width Ratio (RL/W ) = user -- -- -- --
-- -- -- --
Initial Surcharge Area (AISV) =user ft 2 -- -- -- --
Surcharge Volume Length (LISV) =user ft -- -- -- --
Surcharge Volume Width (WISV) =user ft -- -- -- --
Depth of Basin Floor (HFLOOR) =user ft -- -- -- --
Length of Basin Floor (LFLOOR) =user ft -- -- -- --
Width of Basin Floor (WFLOOR) =user ft -- -- -- --
Area of Basin Floor (AFLOOR) =user ft 2 -- -- -- --
Volume of Basin Floor (VFLOOR) =user ft 3 -- -- -- --
Depth of Main Basin (HMAIN) =user ft -- -- -- --
Length of Main Basin (LMAIN) =user ft -- -- -- --
Width of Main Basin (WMAIN) =user ft -- -- -- --
Area of Main Basin (AMAIN) =user ft 2 -- -- -- --
Volume of Main Basin (VMAIN) =user ft 3 -- -- -- --
Calculated Total Basin Volume (Vtotal) =user acre-feet -- -- -- --
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Total detention
volume is less than
100-year volume.
After providing required inputs above including 1-hour rainfall
depths, click 'Run CUHP' to generate runoff hydrographs using
the embedded Colorado Urban Hydrograph Procedure.
Volume
(ft 3)
Volume
(ac-ft)
Area
(acre)
DETENTION BASIN STAGE-STORAGE TABLE BUILDER
Optional
Override
Area (ft 2)
Length
(ft)
Optional
Override
Stage (ft)
Stage
(ft)
Stage - Storage
Description
Area
(ft 2)
Width
(ft)
HFH073 | Bloom Commercial
POND H (EDB Sizing Only)
MHFD-Detention, Version 4.07 (June 2025)
Example Zone Configuration (Retention Pond)
MHFD-Detention_v4.07_H.xlsm, Basin 9/30/2025, 2:46 PM
Project:
Basin ID:
Estimated Estimated
Stage (ft) Volume (ac-ft) Outlet Type
Zone 1 (WQCV) 0.59 0.058 Orifice Plate
Zone 2
Zone 3
Total (all zones) 0.058
User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration SCM)Calculated Parameters for Underdrain
Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft2
Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet
User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation SCM)Calculated Parameters for Plate
Centroid of Lowest Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row =3.889E-03 ft2
Depth at top of Zone using Orifice Plate = 0.59 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet
Orifice Plate: Orifice Vertical Spacing = 2.40 inches Elliptical Slot Centroid = N/A feet
Orifice Plate: Orifice Area per Row = 0.56 sq. inches (diameter = 13/16 inch) Elliptical Slot Area = N/A ft2
User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest)
Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional)
Stage of Orifice Centroid (ft) 0.00 0.20 0.39
Orifice Area (sq. inches) 0.56 0.56 0.56
Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional)
Stage of Orifice Centroid (ft)
Orifice Area (sq. inches)
User Input: Vertical Orifice (Circular or Rectangular)Calculated Parameters for Vertical Orifice
Not Selected Not Selected Not Selected Not Selected
Invert of Vertical Orifice = ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area =ft2
Depth at top of Zone using Vertical Orifice = ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = feet
Vertical Orifice Diameter = inches
User Input: Overflow Weir (Dropbox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Trapezoidal Weir and No Outlet Pipe) Calculated Parameters for Overflow Weir
grate Not Selected Not Selected Not Selected Not Selected
Overflow Weir Front Edge Height, Ho = ft (relative to basin bottom at Stage = 0 ft)Height of Grate Upper Edge, Ht =feet
Overflow Weir Front Edge Length = feet Overflow Weir Slope Length = feet
Overflow Weir Grate Slope = H:V Grate Open Area / 100-yr Orifice Area =
Horiz. Length of Weir Sides = feet Overflow Grate Open Area w/o Debris =ft2
Overflow Grate Type = Overflow Grate Open Area w/ Debris =ft2
Debris Clogging % = %
User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice)Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate
Not Selected Not Selected Not Selected Not Selected
Depth to Invert of Outlet Pipe = ft (distance below basin bottom at Stage = 0 ft)Outlet Orifice Area =ft2
Circular Orifice Diameter = inches Outlet Orifice Centroid = feet
Half-Central Angle of Restrictor Plate on Pipe = N/A N/A radians
User Input: Emergency Spillway (Rectangular or Trapezoidal)Calculated Parameters for Spillway
Spillway Invert Stage= ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= feet
Spillway Crest Length = feet Stage at Top of Freeboard = feet
Spillway End Slopes = H:V Basin Area at Top of Freeboard = acres
Freeboard above Max Water Surface = feet Basin Volume at Top of Freeboard = acre-ft
Max Ponding Depth of Target Storage Volume =0.59 feet Discharge at Top of Freeboard =cfs
Routed Hydrograph Results
Design Storm Return Period =WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year
One-Hour Rainfall Depth (in) =N/A N/A 0.83 1.09 1.33 1.69 1.99 2.31 3.14
CUHP Runoff Volume (acre-ft) =0.058 0.189 0.106 0.146 0.187 0.254 0.308 0.369 0.520
Inflow Hydrograph Volume (acre-ft) =N/A N/A 0.106 0.146 0.187 0.254 0.308 0.369 0.520
CUHP Predevelopment Peak Q (cfs) =N/A N/A 0.0 0.1 0.3 1.0 1.4 1.9 3.1
OPTIONAL Override Predevelopment Peak Q (cfs) =N/A N/A
Predevelopment Unit Peak Flow, q (cfs/acre) =N/A N/A 0.02 0.03 0.14 0.46 0.65 0.91 1.46
Peak Inflow Q (cfs) =N/A N/A 1.6 2.2 2.7 3.8 4.7 5.7 7.9
Peak Outflow Q (cfs) =0.0 0.1 0.0 0.0 0.1 0.1 0.1 0.1 0.1
Ratio Peak Outflow to Predevelopment Q =N/A N/A N/A 0.8 0.2 0.1 0.0 0.0 0.0
Structure Controlling Flow =Plate Plate Plate Plate Plate Plate Plate Plate Plate
Max Velocity through Grate 1 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A N/A
Max Velocity through Grate 2 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A N/A
Time to Drain 97% of Inflow Volume (hours) =37 66 50 58 66 77 85 95 116
Time to Drain 99% of Inflow Volume (hours) =40 72 54 64 72 85 94 104 >120
Maximum Ponding Depth (ft) =0.59 1.17 0.79 0.96 1.12 1.36 1.53 1.71 2.15
Area at Maximum Ponding Depth (acres) =0.19 0.27 0.21 0.24 0.26 0.29 0.32 0.33 0.36
Maximum Volume Stored (acre-ft) =0.059 0.191 0.097 0.138 0.175 0.242 0.294 0.355 0.503
DETENTION BASIN OUTLET STRUCTURE DESIGN
MHFD-Detention, Version 4.07 (June 2025)
HFH073 | Bloom Commercial
POND H (EDB Sizing Only)
The user can override the default CUHP hydrographs and runoff volumes by entering new values in the Inflow Hydrographs table (Columns W through AF).
Example Zone Configuration (Retention Pond)
MHFD-Detention_v4.07_H.xlsm, Outlet Structure 9/30/2025, 2:47 PM
Project:
Basin ID:
Depth Increment = ft
Watershed Information Top of Micropool -- 0.00 -- -- -- 25 0.001
Selected SCM Type =EDB 4925 -- 0.50 -- -- -- 12,972 0.298 3,249 0.075
Watershed Area = 1.4 acres 4926 -- 1.50 -- -- -- 15,030 0.345 17,250 0.396
Watershed Length = 650 ft -- -- -- --
Watershed Length to Centroid = 300 ft -- -- -- --
Watershed Slope = 0.020 ft/ft -- -- -- --
Watershed Imperviousness = 80.00% percent -- -- -- --
Percentage Hydrologic Soil Group A = 0.0% percent -- ---- --
Percentage Hydrologic Soil Group B = 100.0% percent ---- -- --
Percentage Hydrologic Soil Groups C/D = 0.0% percent -- -- -- --
Target WQCV Drain Time = 40.0 hours -- -- -- --
Location for 1-hr Rainfall Depths = User Input -- -- ----
-- -- -- --
-- -- -- --
Optional User Overrides -- -- -- --
Water Quality Capture Volume (WQCV) = 0.038 acre-feet acre-feet -- -- -- --
Excess Urban Runoff Volume (EURV) = 0.123 acre-feet acre-feet -- -- -- --
2-yr Runoff Volume (P1 = 0.83 in.) = 0.069 acre-feet inches -- -- -- --
5-yr Runoff Volume (P1 = 1.09 in.) = 0.096 acre-feet inches -- -- -- --
10-yr Runoff Volume (P1 = 1.33 in.) = 0.122 acre-feet inches -- -- -- --
25-yr Runoff Volume (P1 = 1.69 in.) = 0.166 acre-feet inches -- -- -- --
50-yr Runoff Volume (P1 = 1.99 in.) = 0.201 acre-feet inches -- -- -- --
100-yr Runoff Volume (P1 = 2.31 in.) = 0.241 acre-feet inches -- -- -- --
500-yr Runoff Volume (P1 = 3.14 in.) = 0.340 acre-feet inches -- -- -- --
Approximate 2-yr Detention Volume = 0.067 acre-feet ---- -- --
Approximate 5-yr Detention Volume = 0.093 acre-feet ---- -- --
Approximate 10-yr Detention Volume = 0.121 acre-feet -- -- -- --
Approximate 25-yr Detention Volume = 0.144 acre-feet -- -- -- --
Approximate 50-yr Detention Volume = 0.156 acre-feet -- -- -- --
Approximate 100-yr Detention Volume = 0.171 acre-feet -- -- -- --
-- -- -- --
Define Zones and Basin Geometry -- -- -- --
Zone 1 Volume (WQCV) = 0.038 acre-feet -- -- -- --
Select Zone 2 Storage Volume (Optional) = acre-feet -- -- -- --
Select Zone 3 Storage Volume (Optional) = acre-feet -- -- -- --
Total Detention Basin Volume = 0.038 acre-feet -- -- -- --
Initial Surcharge Volume (ISV) = user ft 3 -- -- -- --
Initial Surcharge Depth (ISD) = user ft -- -- -- --
Total Available Detention Depth (Htotal) = user ft -- -- -- --
Depth of Trickle Channel (HTC) =user ft -- -- -- --
Slope of Trickle Channel (STC) = user ft/ft -- -- -- --
Slopes of Main Basin Sides (Smain) = user H:V -- -- -- --
Basin Length-to-Width Ratio (RL/W ) = user -- -- -- --
-- -- -- --
Initial Surcharge Area (AISV) =user ft 2 -- -- -- --
Surcharge Volume Length (LISV) =user ft -- -- -- --
Surcharge Volume Width (WISV) =user ft -- -- -- --
Depth of Basin Floor (HFLOOR) =user ft -- -- -- --
Length of Basin Floor (LFLOOR) =user ft -- -- -- --
Width of Basin Floor (WFLOOR) =user ft -- -- -- --
Area of Basin Floor (AFLOOR) =user ft 2 -- -- -- --
Volume of Basin Floor (VFLOOR) =user ft 3 -- -- -- --
Depth of Main Basin (HMAIN) =user ft -- -- -- --
Length of Main Basin (LMAIN) =user ft -- -- -- --
Width of Main Basin (WMAIN) =user ft -- -- -- --
Area of Main Basin (AMAIN) =user ft 2 -- -- -- --
Volume of Main Basin (VMAIN) =user ft 3 -- -- -- --
Calculated Total Basin Volume (Vtotal) =user acre-feet -- -- -- --
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Total detention
volume is less than
100-year volume.
After providing required inputs above including 1-hour rainfall
depths, click 'Run CUHP' to generate runoff hydrographs using
the embedded Colorado Urban Hydrograph Procedure.
Volume
(ft 3)
Volume
(ac-ft)
Area
(acre)
DETENTION BASIN STAGE-STORAGE TABLE BUILDER
Optional
Override
Area (ft 2)
Length
(ft)
Optional
Override
Stage (ft)
Stage
(ft)
Stage - Storage
Description
Area
(ft 2)
Width
(ft)
HFH073 | Bloom Commercial
POND J (EDB Sizing Only)
MHFD-Detention, Version 4.07 (June 2025)
Example Zone Configuration (Retention Pond)
MHFD-Detention_v4.07_J.xlsm, Basin 9/30/2025, 2:21 PM
Project:
Basin ID:
Estimated Estimated
Stage (ft) Volume (ac-ft) Outlet Type
Zone 1 (WQCV) 0.36 0.038 Orifice Plate
Zone 2
Zone 3
Total (all zones) 0.038
User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration SCM)Calculated Parameters for Underdrain
Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft2
Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet
User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation SCM)Calculated Parameters for Plate
Centroid of Lowest Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row =3.194E-03 ft2
Depth at top of Zone using Orifice Plate = 0.36 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet
Orifice Plate: Orifice Vertical Spacing = 1.40 inches Elliptical Slot Centroid = N/A feet
Orifice Plate: Orifice Area per Row = 0.46 sq. inches (diameter = 3/4 inch) Elliptical Slot Area = N/A ft2
User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest)
Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional)
Stage of Orifice Centroid (ft) 0.00 0.12 0.24
Orifice Area (sq. inches) 0.46 0.46 0.46
Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional)
Stage of Orifice Centroid (ft)
Orifice Area (sq. inches)
User Input: Vertical Orifice (Circular or Rectangular)Calculated Parameters for Vertical Orifice
Not Selected Not Selected Not Selected Not Selected
Invert of Vertical Orifice = ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area =ft2
Depth at top of Zone using Vertical Orifice = ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = feet
Vertical Orifice Diameter = inches
User Input: Overflow Weir (Dropbox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Trapezoidal Weir and No Outlet Pipe) Calculated Parameters for Overflow Weir
grate Not Selected Not Selected Not Selected Not Selected
Overflow Weir Front Edge Height, Ho = ft (relative to basin bottom at Stage = 0 ft)Height of Grate Upper Edge, Ht =feet
Overflow Weir Front Edge Length = feet Overflow Weir Slope Length = feet
Overflow Weir Grate Slope = H:V Grate Open Area / 100-yr Orifice Area =
Horiz. Length of Weir Sides = feet Overflow Grate Open Area w/o Debris =ft2
Overflow Grate Type = Overflow Grate Open Area w/ Debris =ft2
Debris Clogging % = %
User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice)Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate
Not Selected Not Selected Not Selected Not Selected
Depth to Invert of Outlet Pipe = ft (distance below basin bottom at Stage = 0 ft)Outlet Orifice Area =ft2
Circular Orifice Diameter = inches Outlet Orifice Centroid = feet
Half-Central Angle of Restrictor Plate on Pipe = N/A N/A radians
User Input: Emergency Spillway (Rectangular or Trapezoidal)Calculated Parameters for Spillway
Spillway Invert Stage= ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= feet
Spillway Crest Length = feet Stage at Top of Freeboard = feet
Spillway End Slopes = H:V Basin Area at Top of Freeboard = acres
Freeboard above Max Water Surface = feet Basin Volume at Top of Freeboard = acre-ft
Max Ponding Depth of Target Storage Volume =0.36 feet Discharge at Top of Freeboard =cfs
Routed Hydrograph Results
Design Storm Return Period =WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year
One-Hour Rainfall Depth (in) =N/A N/A 0.83 1.09 1.33 1.69 1.99 2.31 3.14
CUHP Runoff Volume (acre-ft) =0.038 0.123 0.069 0.096 0.122 0.166 0.201 0.241 0.340
Inflow Hydrograph Volume (acre-ft) =N/A N/A 0.069 0.096 0.122 0.166 0.201 0.241 0.340
CUHP Predevelopment Peak Q (cfs) =N/A N/A 0.0 0.0 0.2 0.5 0.8 1.1 1.7
OPTIONAL Override Predevelopment Peak Q (cfs) =N/A N/A
Predevelopment Unit Peak Flow, q (cfs/acre) =N/A N/A 0.01 0.02 0.11 0.39 0.57 0.79 1.27
Peak Inflow Q (cfs) =N/A N/A 0.9 1.2 1.5 2.2 2.7 3.2 4.6
Peak Outflow Q (cfs) =0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1
Ratio Peak Outflow to Predevelopment Q =N/A N/A N/A 0.9 0.2 0.1 0.1 0.0 0.0
Structure Controlling Flow =Plate Plate Plate Plate Plate Plate Plate Plate Plate
Max Velocity through Grate 1 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A N/A
Max Velocity through Grate 2 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A N/A
Time to Drain 97% of Inflow Volume (hours) =38 67 51 60 68 80 89 98 120
Time to Drain 99% of Inflow Volume (hours) =40 74 55 65 74 88 98 108 >120
Maximum Ponding Depth (ft) =0.36 0.67 0.47 0.55 0.64 0.78 0.89 1.01 1.31
Area at Maximum Ponding Depth (acres) =0.21 0.31 0.27 0.30 0.30 0.31 0.32 0.32 0.34
Maximum Volume Stored (acre-ft) =0.039 0.126 0.063 0.090 0.114 0.157 0.191 0.233 0.328
DETENTION BASIN OUTLET STRUCTURE DESIGN
MHFD-Detention, Version 4.07 (June 2025)
HFH073 | Bloom Commercial
POND J (EDB Sizing Only)
The user can override the default CUHP hydrographs and runoff volumes by entering new values in the Inflow Hydrographs table (Columns W through AF).
Example Zone Configuration (Retention Pond)
MHFD-Detention_v4.07_J.xlsm, Outlet Structure 9/30/2025, 2:22 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =80.0 %
(100% if all paved and roofed areas upstream of sand filter)
B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 0.800
C) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 0.26 watershed inches
WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including sand filter area) Area = 288,029 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =6,304 cu ft
VWQCV = WQCV / 12 * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth DWQCV =2.0 ft
B) Sand Filter Side Slopes (Horizontal distance per unit vertical, Z = 4.00 ft / ft
4:1 or flatter preferred). Use "0" if sand filter has vertical walls.
C) Minimum Filter Area (Flat Surface Area)AMin =2880 sq ft
D) Actual Filter Area AActual =3000 sq ft
E) Volume Provided VT =8479 cu ft
3. Filter Material
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y =ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 =cu ft
iii) Orifice Diameter, 3/8" Minimum DO = in
HFH073 | Bloom Commercial
Basin G1 | LID
Design Procedure Form: Sand Filter (SF)
Herman Feissner
Galloway & Company, Inc.
July 14, 2025
UD-BMP (Version 3.07, March 2018)
Choose One
Choose One
18" CDOT Class B or C Filter Material
Other (Explain):
YES
NO
HFH073_UD-BMP_v3.07-BasinG1_LID.xlsm, SF 7/14/2025, 9:41 AM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Works
A) Describe the type of energy dissipation at inlet points and means of
conveying flows in excess of the WQCV through the outlet
Notes:
Design Procedure Form: Sand Filter (SF)
Herman Feissner
Galloway & Company, Inc.
July 14, 2025
HFH073 | Bloom Commercial
Basin G1 | LID
Choose One
YES NO
HFH073_UD-BMP_v3.07-BasinG1_LID.xlsm, SF 7/14/2025, 9:41 AM
Bloom Commercial
Preliminary Drainage Report
APPENDIX E
SWMM Models
Bloom Commercial
Preliminary Drainage Report
Proposed SWMM Model
[TITLE]
;;Project Title/Notes
[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 03/19/2021
START_TIME 00:00:00
REPORT_START_DATE 03/19/2021
REPORT_START_TIME 00:00:00
END_DATE 03/26/2021
END_TIME 00:00:00
SWEEP_START 01/01
SWEEP_END 12/31
DRY_DAYS 0
REPORT_STEP 00:01:00
WET_STEP 00:01:00
DRY_STEP 01:00:00
ROUTING_STEP 0:00:05
RULE_STEP 00:00:00
INERTIAL_DAMPING PARTIAL
NORMAL_FLOW_LIMITED BOTH
FORCE_MAIN_EQUATION H-W
SURCHARGE_METHOD SLOT
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]
;;Name Format Interval SCF Source
;;-------------- --------- ------ ------ ----------
CoFC_100yr INTENSITY 0:05 1.0 TIMESERIES FC_100yr
CoFC_2yr INTENSITY 0:05 1.0 TIMESERIES CoFC_2yr
[SUBCATCHMENTS]
;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack
;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ----------------
A CoFC_100yr Pond_A 56 70 960 1.0 0
D CoFC_100yr Pond_D 37.17 48 850 1.0 0
E CoFC_100yr Pond_E 26.61 61 500 1.0 0
C CoFC_100yr Pond_C 22 90 700 1.0 0
G CoFC_100yr Pond_G 19.6 90 500 1.5 0
;Adjusted area from 18.66 to 12.06-ac (inclusive of detention pond H)
H CoFC_100yr Pond_H 12.1 80 810 1.5 0
B CoFC_100yr Pond_B 15.3 70 500 1.0 0
I CoFC_100yr Pond_I 6.4 80 450 1.0 0
S4 CoFC_100yr Pond_G 0.89 78 1300 1 0
;Adjusted imp. % from 90% to 72.5% (see Bloom Filing 3 PDR, Aspen Engineering)
G1 CoFC_100yr Pond_G1 32 72.5 1040 1.5 0
J CoFC_100yr Pond_J 6.9 80 330 1.5 0
[SUBAREAS]
;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted
;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ----------
A 0.016 0.25 0.1 0.3 1 OUTLET
D 0.016 0.25 0.1 0.3 1 OUTLET
E 0.016 0.25 0.1 0.3 1 OUTLET
C 0.016 0.25 0.1 0.3 1 OUTLET
G 0.016 0.25 0.1 0.3 1 OUTLET
H 0.016 0.25 0.1 0.3 1 OUTLET
B 0.016 0.25 0.1 0.3 1 OUTLET
I 0.016 0.25 0.1 0.3 1 OUTLET
S4 0.016 0.25 0.1 0.3 1 OUTLET
G1 0.016 0.25 0.1 0.3 1 OUTLET
J 0.016 0.25 0.1 0.3 1 OUTLET
[INFILTRATION]
;;Subcatchment Param1 Param2 Param3 Param4 Param5
;;-------------- ---------- ---------- ---------- ---------- ----------
A 0.51 0.5 6.48 7 0
D 0.51 0.5 6.48 7 0
E 0.51 0.5 6.48 7 0
C 0.51 0.5 6.48 7 0
G 0.51 0.5 6.48 7 0
H 0.51 0.5 6.48 7 0
B 0.51 0.5 6.48 7 0
I 0.51 0.5 6.48 7 0
S4 0.51 0.5 6.48 7 0
G1 0.51 0.5 6.48 7 0
J 0.51 0.5 6.48 7 0
[JUNCTIONS]
;;Name Elevation MaxDepth InitDepth SurDepth Aponded
;;-------------- ---------- ---------- ---------- ---------- ----------
J3 4927 0 0 0 0
J4 4923.0 10 0 0 0
J5 4927 10 0 0 0
J6 4939.0 10 0 0 0
J7 4924.35 10 0 0 0
J8 4938 0 0 0 0
[OUTFALLS]
;;Name Elevation Type Stage Data Gated Route To
;;-------------- ---------- ---------- ---------------- -------- ----------------
Peakview_Storm_Stub 4922.94 FREE NO
CooperSlough 4938 FREE NO
Lake_Canal 0 FREE NO
CooperSloughNorth 4940 FREE NO
O1 4926.5 FREE NO
O2 4924 FREE NO
O3 4922.5 FREE NO
[STORAGE]
;;Name Elev. MaxDepth InitDepth Shape Curve Type/Params SurDepth Fevap Psi Ksat IMD
;;-------------- -------- ---------- ----------- ---------- ---------------------------- --------- -------- -------- -------
-
Pond_A 4945.5 7 0 TABULAR Pond_A_Vol 0 0
Pond_B 4942.5 8 0 TABULAR Pond_B_Vol 0 0
Pond_C 4938.5 6 0 TABULAR Pond_C_Vol 0 0
Pond_D 4942.5 5 0 TABULAR Pond_D_Vol 0 0
Pond_E 4939.5 7 0 TABULAR Pond_E_Vol 0 0
Pond_G 4928.5 8.0 0 TABULAR Pond_G_Vol 0 0
Pond_H 4923.0 9 0.62 TABULAR Pond_H_Vol 0 0
Pond_I 4922.5 6.5 0 TABULAR Pond_I_Vol 0 0
Pond_G1 4927 8 1.14 TABULAR PondG1 0 0
Pond_J 4924.5 5.5 0.38 TABULAR PondJ 0 0
Pond_G1-WQCV 4927 2 1.14 TABULAR PondG1 0 0
Pond_J-WQCV 4924.5 2 0.38 TABULAR PondJ 0 0
Pond_H-WQCV 4923 2 0.62 FUNCTIONAL 0 0 10000 0 0
[CONDUITS]
;;Name From Node To Node Length Roughness InOffset OutOffset InitFlow MaxFlow
;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- ----------
C3 J3 J4 400 0.016 0 0 0 0
C4 J4 Peakview_Storm_Stub 50 0.016 0 0 0 0
C7 J6 Pond_G 1473 0.016 1 0 0 0
C8 J7 J4 400 0.016 0 0 0 0
C9 J5 J7 1010 0.016 0 0 0 0
C10 J8 CooperSlough 50 .016 0 0 0 0
[ORIFICES]
;;Name From Node To Node Type Offset Qcoeff Gated CloseTime
;;-------------- ---------------- ---------------- ------------ ---------- ---------- -------- ----------
Pond_H_Outlet Pond_H J4 SIDE 0.62 0.65 NO 0
Pond_D_Outlet Pond_D J8 SIDE 0 0.65 NO 0
Pond_E_Outlet Pond_E J6 SIDE 0 0.65 NO 0
Pond_B_Outlet Pond_B J8 SIDE 0 0.65 NO 0
Pond_C_Outlet Pond_C J8 SIDE 0 0.65 NO 0
Pond_A_Outlet Pond_A Pond_B SIDE 0 0.65 NO 0
PondG_Outlet Pond_G J3 SIDE 0 0.65 NO 0
Pond_I_Outlet Pond_I Lake_Canal SIDE 0 0.65 NO 0
PondG1_Outlet Pond_G1 J5 SIDE 1.14 0.65 NO 0
Pond_J_Outlet Pond_J J7 SIDE 0.38 0.65 NO 0
WQCV_G1-Outlet Pond_G1-WQCV O1 SIDE 0 0.65 NO 0
WQCV_J-Outlet Pond_J-WQCV O2 SIDE 0 0.65 NO 0
WQCV_H-Outlet Pond_H-WQCV O3 SIDE 0 0.65 NO 0
[XSECTIONS]
;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels Culvert
;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- ----------
C3 CIRCULAR 3 0 0 0 1
C4 CIRCULAR 3 0 0 0 1
C7 CIRCULAR 3 0 0 0 1
C8 CIRCULAR 4 0 0 0 1
C9 CIRCULAR 2 0 0 0 1
C10 CIRCULAR 3 0 0 0 1
Pond_H_Outlet CIRCULAR 0.25 0 0 0
Pond_D_Outlet CIRCULAR 0.575 0 0 0
Pond_E_Outlet CIRCULAR 1 0 0 0
Pond_B_Outlet CIRCULAR .9 0 0 0
Pond_C_Outlet CIRCULAR 1.2 0 0 0
Pond_A_Outlet CIRCULAR 1.1 0 0 0
PondG_Outlet CIRCULAR 1.1 0 0 0
Pond_I_Outlet CIRCULAR 0.12 0 0 0
PondG1_Outlet CIRCULAR 1.0 0 0 0
Pond_J_Outlet CIRCULAR 0.25 0 0 0
WQCV_G1-Outlet CIRCULAR 0.167 0 0 0
WQCV_J-Outlet CIRCULAR 0.1 0 0 0
WQCV_H-Outlet CIRCULAR 0.4 0 0 0
[LOSSES]
;;Link Kentry Kexit Kavg Flap Gate Seepage
;;-------------- ---------- ---------- ---------- ---------- ----------
C7 0.2 1.0 0 NO 0
[CURVES]
;;Name Type X-Value Y-Value
;;-------------- ---------- ---------- ----------
Pond_A_Vol Storage 0 1379
Pond_A_Vol 0.5 7426
Pond_A_Vol 1 20508
Pond_A_Vol 2 61694
Pond_A_Vol 3 87550
Pond_A_Vol 4 98128
Pond_A_Vol 5 107028
Pond_A_Vol 6 116266
Pond_A_Vol 6.8 122049
;
Pond_B_Vol Storage 0 0
Pond_B_Vol 0.5 950
Pond_B_Vol 1 9586
Pond_B_Vol 2 33293
Pond_B_Vol 3 40536
Pond_B_Vol 4 45837
Pond_B_Vol 5 50932
Pond_B_Vol 6 56882
Pond_B_Vol 7 64812
Pond_B_Vol 7.8 70081
;
Pond_D_Vol Storage 0 62296
Pond_D_Vol 0.5 64609
Pond_D_Vol 1.5 69407
Pond_D_Vol 1.6 85153
Pond_D_Vol 2.5 90660
Pond_D_Vol 3.5 97036
Pond_D_Vol 4.5 104986
Pond_D_Vol 5.5 114264
;
Pond_E_Vol Storage 0 24401
Pond_E_Vol 0.5 26000
Pond_E_Vol 1 31564
Pond_E_Vol 2 37246
Pond_E_Vol 3 41386
Pond_E_Vol 4 45783
Pond_E_Vol 5 50483
Pond_E_Vol 6 55591
Pond_E_Vol 7 61098
;
Pond_C_Vol Storage 0 0
Pond_C_Vol 0.5 250
Pond_C_Vol 1 500
Pond_C_Vol 2 17802
Pond_C_Vol 3 33418
Pond_C_Vol 4 42153
Pond_C_Vol 5 52564
Pond_C_Vol 6 69318
Pond_C_Vol 7 44718
Pond_C_Vol 8 51988
;
Pond_F_Vol Storage 0 0
Pond_F_Vol 0.5 11461
Pond_F_Vol 1.5 16311
Pond_F_Vol 2.5 20746
Pond_F_Vol 3.5 25298
Pond_F_Vol 4.5 29960
Pond_F_Vol 5.5 34725
Pond_F_Vol 6.5 39585
Pond_F_Vol 7.5 45239
;
Pond_G_Vol Storage 0 0
Pond_G_Vol 0.5 1225
Pond_G_Vol 1 2781
Pond_G_Vol 2 11995
Pond_G_Vol 3 21178
Pond_G_Vol 4 28923
Pond_G_Vol 5 34193
Pond_G_Vol 6 39657
Pond_G_Vol 7 45391
Pond_G_Vol 8 51481
;
Pond_I_Vol Storage 0 0
Pond_I_Vol 0.5 1204
Pond_I_Vol 1 3620
Pond_I_Vol 2 7729
Pond_I_Vol 3 11716
Pond_I_Vol 4 20445
Pond_I_Vol 5 28364
Pond_I_Vol 6 33098
;
Pond_H_Vol Storage 0 0
Pond_H_Vol 0.5 7500
Pond_H_Vol 1.0 13790
Pond_H_Vol 2.0 16538
Pond_H_Vol 3.0 19374
Pond_H_Vol 4.0 22335
Pond_H_Vol 5.0 25254
Pond_H_Vol 6.0 28226
Pond_H_Vol 7.0 31335
Pond_H_Vol 8.0 34469
Pond_H_Vol 9.0 35000
;
PondG1 Storage 0.00 0
PondG1 1.00 17088
PondG1 2.00 33283
PondG1 3.00 37173
PondG1 4.00 40897
PondG1 5.00 44715
PondG1 6.00 48638
PondG1 7.00 52680
PondG1 8.00 56872
PondG1 8.5 56872
;
PondJ Storage 0.00 0
PondJ 0.50 12972
PondJ 1.50 15030
PondJ 2.50 17188
PondJ 3.50 19447
PondJ 4.50 21806
PondJ 5.50 24266
[TIMESERIES]
;;Name Date Time Value
;;-------------- ---------- ---------- ----------
FC_2year 0:05 0.29
FC_2year 0:10 0.33
FC_2year 0:15 0.38
FC_2year 0:20 0.64
FC_2year 0:25 0.81
FC_2year 0:30 1.57
FC_2year 0:35 2.85
FC_2year 0:40 1.18
FC_2year 0:45 0.71
FC_2year 0:50 0.42
FC_2year 0:55 0.35
FC_2year 1:00 0.30
FC_2year 1:05 0.20
FC_2year 1:10 0.19
FC_2year 1:15 0.18
FC_2year 1:20 0.17
FC_2year 1:25 0.17
FC_2year 1:30 0.16
FC_2year 1:35 0.15
FC_2year 1:40 0.15
FC_2year 1:45 0.14
FC_2year 1:50 0.14
FC_2year 1:55 0.13
FC_2year 2:00 0.13
;
FC_100yr 0:05 1.00
FC_100yr 0:10 1.14
FC_100yr 0:15 1.33
FC_100yr 0:20 2.23
FC_100yr 0:25 2.84
FC_100yr 0:30 5.49
FC_100yr 0:35 9.95
FC_100yr 0:40 4.12
FC_100yr 0:45 2.48
FC_100yr 0:50 1.46
FC_100yr 0:55 1.22
FC_100yr 1:00 1.06
FC_100yr 1:05 1.00
FC_100yr 1:10 0.95
FC_100yr 1:15 0.91
FC_100yr 1:20 0.87
FC_100yr 1:25 0.84
FC_100yr 1:30 0.81
FC_100yr 1:35 0.78
FC_100yr 1:40 0.75
FC_100yr 1:45 0.73
FC_100yr 1:50 0.71
FC_100yr 1:55 0.69
FC_100yr 2:00 0.67
;
CoFC_2yr 5 0.29
CoFC_2yr 10 0.33
CoFC_2yr 15 0.38
CoFC_2yr 20 0.64
CoFC_2yr 25 0.81
CoFC_2yr 30 1.57
CoFC_2yr 35 2.85
CoFC_2yr 40 1.18
CoFC_2yr 45 0.71
CoFC_2yr 50 0.42
CoFC_2yr 55 0.35
CoFC_2yr 60 0.30
CoFC_2yr 65 0.20
CoFC_2yr 70 0.19
CoFC_2yr 75 0.18
CoFC_2yr 80 0.17
CoFC_2yr 85 0.17
CoFC_2yr 90 0.16
CoFC_2yr 95 0.15
CoFC_2yr 100 0.15
CoFC_2yr 105 0.14
CoFC_2yr 110 0.14
CoFC_2yr 115 0.13
CoFC_2yr 120 0.13
[REPORT]
;;Reporting Options
SUBCATCHMENTS ALL
NODES ALL
LINKS ALL
[TAGS]
[MAP]
DIMENSIONS -2215.333 -527.363 12215.333 10321.737
Units None
[COORDINATES]
;;Node X-Coord Y-Coord
;;-------------- ------------------ ------------------
J3 5859.249 2302.082
J4 5854.909 179.998
J5 2868.447 1496.773
J6 4583.740 4846.524
J7 4136.412 219.055
J8 7302.748 4759.559
Peakview_Storm_Stub 6623.025 175.659
CooperSlough 7985.672 4758.319
Lake_Canal 3146.974 1052.266
CooperSloughNorth 6191.406 7144.531
O1 -152.510 2071.224
O2 1016.854 2038.741
O3 553.980 2095.586
Pond_A 5842.724 7571.684
Pond_B 6853.908 6129.416
Pond_C 5975.774 5299.180
Pond_D 4230.150 7273.651
Pond_E 4091.778 5437.552
Pond_G 4873.447 2665.433
Pond_H 4874.150 613.962
Pond_I 3133.955 796.227
Pond_G1 2824.809 1899.586
Pond_J 4026.535 681.076
Pond_G1-WQCV -144.390 2639.665
Pond_J-WQCV 1000.612 2623.424
Pond_H-WQCV 553.980 2631.544
[VERTICES]
;;Link X-Coord Y-Coord
;;-------------- ------------------ ------------------
C7 4878.001 4181.710
C9 2891.929 1420.482
C9 3215.336 1109.423
C9 3600.470 834.522
Pond_D_Outlet 5177.925 4758.319
Pond_J_Outlet 4177.638 531.509
;;Storage Node X-Coord Y-Coord
;;-------------- ------------------ ------------------
Pond_A 5842.724 7571.684
Pond_B 6853.908 6129.416
Pond_C 5975.774 5299.180
Pond_D 4230.150 7273.651
Pond_E 4091.778 5437.552
Pond_G 4873.447 2665.433
Pond_H 4874.150 613.962
Pond_I 3133.955 796.227
Pond_G1 2824.809 1899.586
Pond_J 4026.535 681.076
Pond_G1-WQCV -144.390 2639.665
Pond_J-WQCV 1000.612 2623.424
Pond_H-WQCV 553.980 2631.544
[SYMBOLS]
;;Gage X-Coord Y-Coord
;;-------------- ------------------ ------------------
CoFC_100yr 742.832 4142.164
CoFC_2yr 742.832 4827.493
[BACKDROP]
FILE "C:\Users\herman_feissner\Desktop\Screenshot 2025-09-18 171052.png"
DIMENSIONS 2321.998 0.000 7678.002 10000.000
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.4)
------------------------------------------------------------
WARNING 09: time series interval greater than recording interval for Rain Gage CoFC_2yr
WARNING 04: minimum elevation drop used for Conduit C10
****************
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 ......... SLOT
Starting Date ............ 03/19/2021 00:00:00
Ending Date .............. 03/26/2021 00:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:01:00
Wet Time Step ............ 00:01:00
Dry Time Step ............ 01:00:00
Routing Time Step ........ 5.00 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 ...... 19.157 0.978
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 5.652 0.289
Surface Runoff ........... 12.139 0.620
Final Storage ............ 1.372 0.070
Continuity Error (%) ..... -0.037
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 12.138 3.955
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 12.216 3.981
Flooding Loss ............ 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.804 0.262
Final Stored Volume ...... 0.725 0.236
Continuity Error (%) ..... 0.008
*************************
Highest Continuity Errors
*************************
Node J6 (-1.50%)
***************************
Time-Step Critical Elements
***************************
None
********************************
Highest Flow Instability Indexes
********************************
Link Pond_E_Outlet (33)
*********************************
Most Frequent Nonconverging Nodes
*********************************
Convergence obtained at all time steps.
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 3.77 sec
Average Time Step : 5.00 sec
Maximum Time Step : 5.00 sec
% of Time in Steady State : 0.00
Average Iterations per Step : 2.00
% of Steps Not Converging : 0.00
Time Step Frequencies :
5.000 - 3.155 sec : 100.00 %
3.155 - 1.991 sec : 0.00 %
1.991 - 1.256 sec : 0.00 %
1.256 - 0.792 sec : 0.00 %
0.792 - 0.500 sec : 0.00 %
***************************
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
------------------------------------------------------------------------------------------------------------------------------
A 0.98 0.00 0.00 0.29 0.62 0.00 0.62 0.94 13.38 0.629
D 0.98 0.00 0.00 0.51 0.42 0.00 0.42 0.43 10.47 0.432
E 0.98 0.00 0.00 0.38 0.54 0.00 0.54 0.39 6.67 0.548
C 0.98 0.00 0.00 0.10 0.79 0.00 0.79 0.47 9.11 0.809
G 0.98 0.00 0.00 0.10 0.79 0.00 0.79 0.42 8.00 0.809
H 0.98 0.00 0.00 0.20 0.70 0.00 0.70 0.23 10.30 0.720
B 0.98 0.00 0.00 0.29 0.62 0.00 0.62 0.26 6.18 0.629
I 0.98 0.00 0.00 0.20 0.70 0.00 0.70 0.12 4.86 0.720
S4 0.98 0.00 0.00 0.22 0.69 0.00 0.69 0.02 1.98 0.710
G1 0.98 0.00 0.00 0.27 0.64 0.00 0.64 0.55 15.26 0.652
J 0.98 0.00 0.00 0.20 0.70 0.00 0.70 0.13 4.56 0.720
******************
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
---------------------------------------------------------------------------------
J3 JUNCTION 0.09 0.55 4927.55 1 11:23 0.55
J4 JUNCTION 0.22 0.89 4923.89 1 11:33 0.89
J5 JUNCTION 0.13 0.62 4927.62 1 11:52 0.62
J6 JUNCTION 0.93 1.27 4940.27 1 12:16 1.27
J7 JUNCTION 0.10 0.44 4924.79 1 11:56 0.44
J8 JUNCTION 0.27 1.12 4939.12 1 11:22 1.12
Peakview_Storm_Stub OUTFALL 0.13 0.74 4923.68 1 11:33 0.74
CooperSlough OUTFALL 0.15 0.90 4938.90 1 11:22 0.90
Lake_Canal OUTFALL 0.00 0.00 0.00 0 00:00 0.00
CooperSloughNorth OUTFALL 0.00 0.00 4940.00 0 00:00 0.00
O1 OUTFALL 0.00 0.00 4926.50 0 00:00 0.00
O2 OUTFALL 0.00 0.00 4924.00 0 00:00 0.00
O3 OUTFALL 0.00 0.00 4922.50 0 00:00 0.00
Pond_A STORAGE 0.12 1.13 4946.63 1 11:47 1.13
Pond_B STORAGE 0.17 1.47 4943.97 1 12:36 1.47
Pond_C STORAGE 0.07 1.40 4939.90 1 11:16 1.40
Pond_D STORAGE 0.12 0.38 4942.88 1 17:15 0.38
Pond_E STORAGE 0.48 0.81 4940.31 1 12:14 0.81
Pond_G STORAGE 0.11 1.18 4929.68 1 11:23 1.18
Pond_H STORAGE 0.80 1.46 4924.46 1 12:09 1.46
Pond_I STORAGE 0.50 1.85 4924.35 1 17:14 1.85
Pond_G1 STORAGE 1.24 1.81 4928.81 1 11:50 1.81
Pond_J STORAGE 0.48 0.86 4925.36 1 12:12 0.86
Pond_G1-WQCV STORAGE 0.15 1.14 4928.14 0 00:00 1.14
Pond_J-WQCV STORAGE 0.04 0.38 4924.88 0 00:00 0.38
Pond_H-WQCV STORAGE 0.02 0.62 4923.62 0 00:00 0.62
*******************
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
-------------------------------------------------------------------------------------------------
J3 JUNCTION 0.00 3.95 1 11:23 0 0.727 -0.027
J4 JUNCTION 0.00 5.58 1 11:32 0 1.64 0.009
J5 JUNCTION 0.00 1.59 1 11:50 0 0.553 -0.014
J6 JUNCTION 0.00 0.80 1 12:12 0 0.285 -1.483
J7 JUNCTION 0.00 1.74 1 11:53 0 0.684 0.036
J8 JUNCTION 0.00 8.21 1 11:22 0 2.07 0.004
Peakview_Storm_Stub OUTFALL 0.00 5.58 1 11:33 0 1.64 0.000
CooperSlough OUTFALL 0.00 8.21 1 11:22 0 2.07 0.000
Lake_Canal OUTFALL 0.00 0.08 1 17:14 0 0.122 0.000
CooperSloughNorth OUTFALL 0.00 0.00 0 00:00 0 0 0.000 gal
O1 OUTFALL 0.00 0.12 0 00:00 0 0.083 0.000
O2 OUTFALL 0.00 0.02 0 00:00 0 0.014 0.000
O3 OUTFALL 0.00 0.42 0 00:00 0 0.0463 0.000
Pond_A STORAGE 13.38 13.38 1 11:05 0.935 0.935 0.000
Pond_B STORAGE 6.18 7.16 1 11:05 0.256 1.19 0.000
Pond_C STORAGE 9.11 9.11 1 11:05 0.473 0.473 0.003
Pond_D STORAGE 10.47 10.47 1 11:05 0.426 0.426 0.000
Pond_E STORAGE 6.67 6.67 1 11:05 0.387 0.388 1.421
Pond_G STORAGE 9.98 10.00 1 11:05 0.438 0.726 -0.109
Pond_H STORAGE 10.30 10.30 1 11:05 0.231 0.253 0.000
Pond_I STORAGE 4.86 4.86 1 11:05 0.122 0.122 0.000
Pond_G1 STORAGE 15.26 15.26 1 11:05 0.554 0.637 0.000
Pond_J STORAGE 4.56 4.56 1 11:05 0.132 0.146 0.000
Pond_G1-WQCV STORAGE 0.00 0.00 0 00:00 0 0.083 0.001
Pond_J-WQCV STORAGE 0.00 0.00 0 00:00 0 0.014 0.001
Pond_H-WQCV STORAGE 0.00 0.00 0 00:00 0 0.0464 0.004
**********************
Node Surcharge Summary
**********************
No nodes were surcharged.
*********************
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_A 0.453 0.1 0.0 0.0 12.172 2.2 1 11:47 3.77
Pond_B 0.222 0.1 0.0 0.0 9.932 3.0 1 12:36 3.35
Pond_C 0.009 0.0 0.0 0.0 1.843 1.0 1 11:16 5.25
Pond_D 7.832 1.8 0.0 0.0 24.025 5.5 1 17:15 0.39
Pond_E 12.124 4.0 0.0 0.0 21.265 7.0 1 12:14 0.80
Pond_G 0.038 0.0 0.0 0.0 1.979 0.9 1 11:23 3.95
Pond_H 4.948 2.4 0.0 0.0 13.904 6.6 1 12:09 0.22
Pond_I 1.103 1.0 0.0 0.0 6.045 5.7 1 17:14 0.08
Pond_G1 13.125 4.3 0.0 0.0 27.696 9.1 1 11:50 1.59
Pond_J 3.098 3.2 0.0 0.0 8.044 8.4 1 12:12 0.15
Pond_G1-WQCV 1.008 3.0 0.0 0.0 11.095 32.9 0 00:00 0.12
Pond_J-WQCV 0.146 0.6 0.0 0.0 1.873 7.5 0 00:00 0.02
Pond_H-WQCV 0.224 1.1 0.0 0.0 6.200 31.0 0 00:00 0.42
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
Peakview_Storm_Stub 93.13 0.39 5.58 1.642
CooperSlough 96.96 0.48 8.21 2.073
Lake_Canal 64.83 0.04 0.08 0.122
CooperSloughNorth 0.00 0.00 0.00 0.000
O1 23.87 0.08 0.12 0.083
O2 21.02 0.01 0.02 0.014
O3 26.51 0.04 0.42 0.046
-----------------------------------------------------------
System 46.62 1.04 13.73 3.981
********************
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
-----------------------------------------------------------------------------
C3 CONDUIT 3.95 1 11:23 3.23 0.07 0.24
C4 CONDUIT 5.58 1 11:33 3.60 0.30 0.27
C7 CONDUIT 0.80 1 12:16 1.43 0.02 0.23
C8 CONDUIT 1.74 1 11:56 1.45 0.03 0.16
C9 CONDUIT 1.59 1 11:53 2.39 0.17 0.26
C10 CONDUIT 8.21 1 11:22 3.93 3.39 0.34
Pond_H_Outlet ORIFICE 0.22 1 12:23 1.00
Pond_D_Outlet ORIFICE 0.39 1 17:15 0.66
Pond_E_Outlet ORIFICE 0.80 1 12:12 0.81
Pond_B_Outlet ORIFICE 3.35 1 12:36 1.00
Pond_C_Outlet ORIFICE 5.25 1 11:14 1.00
Pond_A_Outlet ORIFICE 3.77 1 11:47 1.00
PondG_Outlet ORIFICE 3.95 1 11:23 1.00
Pond_I_Outlet ORIFICE 0.08 1 17:14 1.00
PondG1_Outlet ORIFICE 1.59 1 11:50 0.67
Pond_J_Outlet ORIFICE 0.15 1 12:12 1.00
WQCV_G1-Outlet ORIFICE 0.12 0 00:00 1.00
WQCV_J-Outlet ORIFICE 0.02 0 00:00 1.00
WQCV_H-Outlet ORIFICE 0.42 0 00:00 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
-------------------------------------------------------------------------------------
C3 1.00 0.03 0.00 0.00 0.97 0.00 0.00 0.00 0.97 0.00
C4 1.00 0.03 0.00 0.00 0.97 0.00 0.00 0.00 0.00 0.00
C7 1.00 0.03 0.17 0.00 0.80 0.00 0.00 0.00 0.55 0.00
C8 1.00 0.03 0.00 0.00 0.97 0.00 0.00 0.00 0.97 0.00
C9 1.00 0.03 0.00 0.00 0.97 0.00 0.00 0.00 0.00 0.00
C10 1.00 0.03 0.00 0.00 0.97 0.00 0.00 0.00 0.00 0.00
*************************
Conduit Surcharge Summary
*************************
----------------------------------------------------------------------------
Hours Hours
--------- Hours Full -------- Above Full Capacity
Conduit Both Ends Upstream Dnstream Normal Flow Limited
----------------------------------------------------------------------------
C10 0.01 0.01 0.01 7.17 0.01
Analysis begun on: Tue Sep 30 22:08:17 2025
Analysis ended on: Tue Sep 30 22:08:18 2025
Total elapsed time: 00:00:01
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.4)
------------------------------------------------------------
WARNING 04: minimum elevation drop used for Conduit C10
****************
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 ......... SLOT
Starting Date ............ 03/19/2021 00:00:00
Ending Date .............. 03/26/2021 00:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:01:00
Wet Time Step ............ 00:01:00
Dry Time Step ............ 01:00:00
Routing Time Step ........ 5.00 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 ...... 71.845 3.669
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 11.415 0.583
Surface Runoff ........... 59.076 3.017
Final Storage ............ 1.367 0.070
Continuity Error (%) ..... -0.019
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 59.057 19.245
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 58.999 19.226
Flooding Loss ............ 0.038 0.012
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.804 0.262
Final Stored Volume ...... 0.826 0.269
Continuity Error (%) ..... -0.004
***************************
Time-Step Critical Elements
***************************
Link C10 (12.58%)
Link C4 (10.53%)
********************************
Highest Flow Instability Indexes
********************************
Link Pond_E_Outlet (106)
Link Pond_C_Outlet (24)
Link C10 (22)
*********************************
Most Frequent Nonconverging Nodes
*********************************
Convergence obtained at all time steps.
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 2.98 sec
Average Time Step : 4.72 sec
Maximum Time Step : 5.00 sec
% of Time in Steady State : 0.00
Average Iterations per Step : 2.00
% of Steps Not Converging : 0.00
Time Step Frequencies :
5.000 - 3.155 sec : 94.65 %
3.155 - 1.991 sec : 5.35 %
1.991 - 1.256 sec : 0.00 %
1.256 - 0.792 sec : 0.00 %
0.792 - 0.500 sec : 0.00 %
***************************
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
------------------------------------------------------------------------------------------------------------------------------
A 3.67 0.00 0.00 0.62 2.50 0.48 2.98 4.53 233.48 0.812
D 3.67 0.00 0.00 1.14 1.71 0.77 2.48 2.50 144.67 0.676
E 3.67 0.00 0.00 0.84 2.18 0.59 2.77 2.00 108.80 0.755
C 3.67 0.00 0.00 0.15 3.21 0.21 3.43 2.05 138.82 0.934
G 3.67 0.00 0.00 0.15 3.21 0.21 3.43 1.82 122.72 0.934
H 3.67 0.00 0.00 0.30 2.86 0.44 3.29 1.08 96.51 0.898
B 3.67 0.00 0.00 0.54 2.50 0.56 3.06 1.27 85.59 0.834
I 3.67 0.00 0.00 0.30 2.86 0.43 3.29 0.57 49.26 0.897
S4 3.67 0.00 0.00 0.29 2.79 0.52 3.30 0.08 8.81 0.900
G1 3.67 0.00 0.00 0.47 2.59 0.54 3.13 2.72 196.30 0.853
J 3.67 0.00 0.00 0.31 2.86 0.43 3.28 0.62 50.64 0.895
******************
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
---------------------------------------------------------------------------------
J3 JUNCTION 0.12 1.01 4928.01 0 02:23 1.01
J4 JUNCTION 0.38 1.81 4924.81 0 02:21 1.81
J5 JUNCTION 0.21 2.03 4929.03 0 02:11 2.03
J6 JUNCTION 1.10 1.84 4940.84 0 02:25 1.84
J7 JUNCTION 0.18 1.06 4925.41 0 02:18 1.06
J8 JUNCTION 0.45 1.81 4939.81 0 02:20 1.81
Peakview_Storm_Stub OUTFALL 0.28 1.59 4924.53 0 02:21 1.59
CooperSlough OUTFALL 0.31 1.53 4939.53 0 02:20 1.53
Lake_Canal OUTFALL 0.00 0.00 0.00 0 00:00 0.00
CooperSloughNorth OUTFALL 0.00 0.00 4940.00 0 00:00 0.00
O1 OUTFALL 0.00 0.00 4926.50 0 00:00 0.00
O2 OUTFALL 0.00 0.00 4924.00 0 00:00 0.00
O3 OUTFALL 0.00 0.00 4922.50 0 00:00 0.00
Pond_A STORAGE 0.86 6.60 4952.10 0 02:42 6.60
Pond_B STORAGE 1.14 6.04 4948.54 0 07:24 6.04
Pond_C STORAGE 0.40 5.99 4944.49 0 02:07 5.99
Pond_D STORAGE 0.80 3.81 4946.31 0 03:07 3.81
Pond_E STORAGE 0.82 5.26 4944.76 0 02:24 5.26
Pond_G STORAGE 0.63 7.72 4936.22 0 02:22 7.72
Pond_H STORAGE 2.66 7.02 4930.02 0 02:39 7.02
Pond_I STORAGE 4.11 5.58 4928.08 0 03:05 5.58
Pond_G1 STORAGE 1.63 8.00 4935.00 0 02:07 8.00
Pond_J STORAGE 1.39 4.83 4929.33 0 02:36 4.83
Pond_G1-WQCV STORAGE 0.19 1.14 4928.14 0 00:00 1.14
Pond_J-WQCV STORAGE 0.06 0.38 4924.88 0 00:00 0.38
Pond_H-WQCV STORAGE 0.03 0.62 4923.62 0 00:00 0.62
*******************
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
-------------------------------------------------------------------------------------------------
J3 JUNCTION 0.00 13.27 0 02:22 0 3.81 -0.007
J4 JUNCTION 0.00 24.37 0 02:20 0 8.21 0.001
J5 JUNCTION 0.00 10.02 0 02:07 0 2.7 -0.014
J6 JUNCTION 0.00 8.11 0 02:24 0 1.9 -0.331
J7 JUNCTION 0.00 10.52 0 02:17 0 3.32 0.019
J8 JUNCTION 0.00 22.71 0 02:20 0 10.3 -0.056
Peakview_Storm_Stub OUTFALL 0.00 24.37 0 02:21 0 8.21 0.000
CooperSlough OUTFALL 0.00 22.71 0 02:20 0 10.3 0.000
Lake_Canal OUTFALL 0.00 0.14 0 03:05 0 0.527 0.000
CooperSloughNorth OUTFALL 0.00 0.00 0 00:00 0 0 0.000 gal
O1 OUTFALL 0.00 0.12 0 00:00 0 0.083 0.000
O2 OUTFALL 0.00 0.02 0 00:00 0 0.014 0.000
O3 OUTFALL 0.00 0.42 0 00:00 0 0.0463 0.000
Pond_A STORAGE 233.48 233.48 0 00:40 4.53 4.53 0.000
Pond_B STORAGE 85.59 92.50 0 00:40 1.27 5.8 0.000
Pond_C STORAGE 138.82 138.82 0 00:40 2.05 2.05 0.260
Pond_D STORAGE 144.67 144.67 0 00:40 2.5 2.5 0.000
Pond_E STORAGE 108.80 108.80 0 00:40 2 2 0.367
Pond_G STORAGE 131.53 132.99 0 00:40 1.9 3.81 -0.031
Pond_H STORAGE 96.51 96.51 0 00:40 1.08 1.1 0.000
Pond_I STORAGE 49.26 49.26 0 00:40 0.571 0.571 0.000
Pond_G1 STORAGE 196.30 196.30 0 00:40 2.72 2.8 -0.006
Pond_J STORAGE 50.64 50.64 0 00:40 0.615 0.629 0.000
Pond_G1-WQCV STORAGE 0.00 0.00 0 00:00 0 0.083 0.001
Pond_J-WQCV STORAGE 0.00 0.00 0 00:00 0 0.014 0.001
Pond_H-WQCV STORAGE 0.00 0.00 0 00:00 0 0.0464 0.003
**********************
Node Surcharge Summary
**********************
No nodes were surcharged.
*********************
Node Flooding Summary
*********************
Flooding refers to all water that overflows a node, whether it ponds or not.
--------------------------------------------------------------------------
Total Maximum
Maximum Time of Max Flood Ponded
Hours Rate Occurrence Volume Depth
Node Flooded CFS days hr:min 10^6 gal Feet
--------------------------------------------------------------------------
Pond_G1 0.14 7.48 0 02:07 0.012 0.000
**********************
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_A 51.249 9.3 0.0 0.0 503.288 91.2 0 02:42 9.93
Pond_B 35.301 10.5 0.0 0.0 208.836 62.2 0 07:24 7.84
Pond_C 6.584 3.6 0.0 0.0 180.722 99.8 0 02:07 12.77
Pond_D 59.359 13.7 0.0 0.0 309.429 71.3 0 03:07 2.54
Pond_E 24.183 8.0 0.0 0.0 205.531 67.7 0 02:24 8.11
Pond_G 12.129 5.8 0.0 0.0 195.403 93.1 0 02:22 13.27
Pond_H 41.264 19.7 0.0 0.0 142.128 68.0 0 02:39 0.60
Pond_I 39.833 37.8 0.0 0.0 74.676 70.9 0 03:05 0.14
Pond_G1 29.374 9.7 0.0 0.0 302.910 100.0 0 02:07 10.02
Pond_J 17.951 18.8 0.0 0.0 79.523 83.4 0 02:36 0.51
Pond_G1-WQCV 1.343 4.0 0.0 0.0 11.095 32.9 0 00:00 0.12
Pond_J-WQCV 0.199 0.8 0.0 0.0 1.873 7.5 0 00:00 0.02
Pond_H-WQCV 0.296 1.5 0.0 0.0 6.200 31.0 0 00:00 0.42
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
Peakview_Storm_Stub 99.88 2.51 24.37 8.211
CooperSlough 99.92 2.96 22.71 10.343
Lake_Canal 99.91 0.12 0.14 0.527
CooperSloughNorth 0.00 0.00 0.00 0.000
O1 28.06 0.08 0.12 0.083
O2 25.41 0.02 0.02 0.014
O3 30.56 0.05 0.42 0.046
-----------------------------------------------------------
System 54.82 5.73 47.58 19.224
********************
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
-----------------------------------------------------------------------------
C3 CONDUIT 13.27 0 02:23 4.06 0.24 0.47
C4 CONDUIT 24.37 0 02:21 5.89 1.30 0.57
C7 CONDUIT 8.11 0 02:25 1.72 0.17 1.00
C8 CONDUIT 10.52 0 02:18 2.59 0.16 0.36
C9 CONDUIT 10.01 0 02:13 3.85 1.06 0.77
C10 CONDUIT 22.71 0 02:20 5.61 9.37 0.56
Pond_H_Outlet ORIFICE 0.60 0 14:34 1.00
Pond_D_Outlet ORIFICE 2.54 0 03:07 1.00
Pond_E_Outlet ORIFICE 8.11 0 02:24 1.00
Pond_B_Outlet ORIFICE 7.84 0 07:24 1.00
Pond_C_Outlet ORIFICE 12.77 0 02:07 1.00
Pond_A_Outlet ORIFICE 9.93 0 02:09 1.00
PondG_Outlet ORIFICE 13.27 0 02:22 1.00
Pond_I_Outlet ORIFICE 0.14 0 03:05 1.00
PondG1_Outlet ORIFICE 10.02 0 02:07 1.00
Pond_J_Outlet ORIFICE 0.51 0 02:42 1.00
WQCV_G1-Outlet ORIFICE 0.12 0 00:00 1.00
WQCV_J-Outlet ORIFICE 0.02 0 00:00 1.00
WQCV_H-Outlet ORIFICE 0.42 0 00:00 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
-------------------------------------------------------------------------------------
C3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00
C4 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00
C7 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.12 0.00
C8 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00
C9 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.90 0.00
C10 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00
*************************
Conduit Surcharge Summary
*************************
----------------------------------------------------------------------------
Hours Hours
--------- Hours Full -------- Above Full Capacity
Conduit Both Ends Upstream Dnstream Normal Flow Limited
----------------------------------------------------------------------------
C4 0.01 0.01 0.01 7.43 0.01
C7 0.01 0.01 10.88 0.01 0.01
C9 0.01 0.94 0.01 2.57 0.01
C10 0.01 0.01 0.01 32.29 0.01
Analysis begun on: Tue Sep 30 21:53:58 2025
Analysis ended on: Tue Sep 30 21:53:59 2025
Total elapsed time: 00:00:01
Bloom Commercial
Preliminary Drainage Report
APPENDIX F
Drainage Maps
G1.3
G1.4
G-OS
G1.1 G1.2
G1.15G1.7
G1.16
G1.17
H1 H2
G1.5
G1.12
H5
H6
G1.13
G1.14
G1.11
G1.8
G1.9
acres
H1
0.80
1.00
0.61
acres
H2
0.81
1.00
0.55
acres
H
0.91
1.00
6.16
acres
G1.2
0.95
1.00
1.36acres
G1.3
0.95
1.00
2.29
acres
G1.9
0.46
0.58 2.44 acres
G1.10
0.85
1.00
1.00
acres
G1.8
0.83
1.00
2.06
acres
G1.7
0.63
0.79
0.56
acres
G1.12
0.95
1.00
0.61
acres
G1.13
0.94
1.00
0.69
acres
G1.11
0.87
1.00
0.61
acres
G1.4
0.95
1.00 0.23
acres
G1.5
0.95
1.00
0.25 acres
G1.6
0.95
1.00 0.39
acres
G1.16
0.70
0.87
0.12 acres
H5
0.62
0.78 0.35
acres
G1.1
0.95
1.00 1.56
acres
G1.15
0.73
0.91
0.38
acres
G1
% IMP.
72.5
32.0 acres
G
% IMP.
90.0
19.6
DESIGN POINT
OVERLAND FLOW DIRECTION
(I.E., LANDSCAPING)
DIRECT FLOW DIRECTION
(I.E., PAVEMENT, CURB AND
GUTTER)
BASIN ID
2-YR RUNOFF
COEFFICIENT
BASIN AREA
(ACRES)
acres
A1
0.05
0.35
2.50
A
APPROXIMATE DETENTION POND
OVERFLOW PATH
100-YR RUNOFF
COEFFICIENT
BASIN BOUNDARY (i.e., SWMM)
A
BASIN BOUNDARY (i.e., Rational Method)
SWMM BASIN ID
SWMM BASIN AREA
(ACRES)
acres
A1
0.05
0.35
2.50
SWMM BASIN
IMPERVIOUS (%)
RATIONAL METHOD
BASIN IDENTIFIER
SWMM
BASIN IDENTIFIER
Know what's
before you dig.
PGS
JEP
DRAINAGE PLAN
67
C10.1
-
-
-
-
-
-
-
-
-
-
-
-
-
-
H:
\
H
\
H
a
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t
f
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H
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7
3
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0
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3
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1
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-
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/
1
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0
2
5
BL
O
O
M
F
I
L
I
N
G
N
I
N
E
FI
N
A
L
D
E
V
E
L
O
P
M
E
N
T
P
L
A
N
FO
R
T
C
O
L
L
I
N
S
,
C
O
THESE PLANS ARE AN INSTRUMENT OF SERVICE
AND ARE THE PROPERTY OF GALLOWAY, AND MAY
NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED
WITHOUT THE WRITTEN CONSENT OF GALLOWAY.
COPYRIGHTS AND INFRINGEMENTS WILL BE
ENFORCED AND PROSECUTED.
COPYRIGHT
5235 Ronald Reagan Blvd., Suite 200
Johnstown, CO 80534
970.800.3300
GallowayUS.com
NOT
F
O
R
CON
S
T
R
U
C
T
I
O
N
#Date Issue / Description Init.
Project No:
Drawn By:
Checked By:
Date:
HFH000073.20
10/01/2025
Sheet of 68
J1
J
G1.16
G1.17
H3
H8
H5
H6
G1.13
G1.14
acres
H7
0.72
0.89
5.31
acres
H3
0.85
1.00
0.61
acres
J1
0.68
0.85
0.80
acres
H8
0.39
0.49
3.09
acres
G1.14
0.75
0.94
0.32
acres
J
0.82
1.00
6.85
acres0.87
acres
G1.17
0.71
0.89 0.12
acres
H6
0.63
0.78
0.36
acres
H
% IMP.
80.0
10.7
acres
J
% IMP.
80.0
6.9
DESIGN POINT
OVERLAND FLOW DIRECTION
(I.E., LANDSCAPING)
DIRECT FLOW DIRECTION
(I.E., PAVEMENT, CURB AND
GUTTER)
BASIN ID
2-YR RUNOFF
COEFFICIENT
BASIN AREA
(ACRES)
acres
A1
0.05
0.35
2.50
A
APPROXIMATE DETENTION POND
OVERFLOW PATH
100-YR RUNOFF
COEFFICIENT
BASIN BOUNDARY (i.e., SWMM)
A
BASIN BOUNDARY (i.e., Rational Method)
SWMM BASIN ID
SWMM BASIN AREA
(ACRES)
acres
A1
0.05
0.35
2.50
SWMM BASIN
IMPERVIOUS (%)
RATIONAL METHOD
BASIN IDENTIFIER
SWMM
BASIN IDENTIFIER
Know what's
before you dig.
PGS
JEP
DRAINAGE PLAN
68
C10.2
-
-
-
-
-
-
-
-
-
-
-
-
-
-
H:
\
H
\
H
a
r
t
f
o
r
d
H
o
m
e
s
\
C
O
F
o
r
t
C
o
l
l
i
n
s
H
F
H
7
3
-
B
l
o
o
m
C
o
m
m
e
r
c
i
a
l
\
0
C
I
V
\
3
-
C
D
\
F
D
P
\
H
F
H
0
7
3
_
C
1
0
.
1
D
r
a
i
n
a
g
e
P
l
a
n
.
d
w
g
-
He
r
m
a
n
F
e
i
s
s
n
e
r
-
10
/
1
/
2
0
2
5
BL
O
O
M
F
I
L
I
N
G
N
I
N
E
FI
N
A
L
D
E
V
E
L
O
P
M
E
N
T
P
L
A
N
FO
R
T
C
O
L
L
I
N
S
,
C
O
THESE PLANS ARE AN INSTRUMENT OF SERVICE
AND ARE THE PROPERTY OF GALLOWAY, AND MAY
NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED
WITHOUT THE WRITTEN CONSENT OF GALLOWAY.
COPYRIGHTS AND INFRINGEMENTS WILL BE
ENFORCED AND PROSECUTED.
COPYRIGHT
5235 Ronald Reagan Blvd., Suite 200
Johnstown, CO 80534
970.800.3300
GallowayUS.com
NOT
F
O
R
CON
S
T
R
U
C
T
I
O
N
#Date Issue / Description Init.
Project No:
Drawn By:
Checked By:
Date:
HFH000073.20
10/01/2025
Sheet of 68