HomeMy WebLinkAboutReports - Drainage - 07/16/2025Bloom Commercial
Preliminary Drainage Report
Galloway & Company, Inc. Page 1 of 27
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 16, 2025
BLOOM COMMERCIAL
Fort Collins, CO
PRELIMINARY DRAINAGE REPORT
Bloom Commercial
Preliminary Drainage Report
Galloway & Company, Inc. Page 2 of 27
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
Preliminary Drainage Report
Galloway & Company, Inc. Page 3 of 27
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 ................................................................................................................................ 9
Low Impact Development and Water Quality ................................................................................ 10
V. Drainage Design Criteria ........................................................................................................................ 11
Directly Connected Impervious Area (DCIA) ................................................................................. 11
Development Criteria Reference and Constraints ......................................................................... 12
Hydrological Criteria ....................................................................................................................... 12
Hydraulic Criteria ............................................................................................................................ 13
VI. EROSION AND SEDIMENT CONTROL MEASURES .................................................................... 14
Construction Material & Equipment ............................................................................................... 14
Maintenance ................................................................................................................................... 14
VII. Conclusions .......................................................................................................................................... 16
Compliance with Standards ........................................................................................................... 16
Variances ....................................................................................................................................... 16
Summary of Concepts .................................................................................................................... 16
VIII. References .......................................................................................................................................... 17
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
Preliminary Drainage Report
Galloway & Company, Inc. Page 4 of 27
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
Preliminary Drainage Report
Galloway & Company, Inc. Page 5 of 27
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 has been 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 and Mulberry, 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 Canals 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 basin map was developed with the November 2022 report, reference Appendix B, for
an excerpt from the report. A SWMM model 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
Preliminary Drainage Report
Galloway & Company, Inc. Page 6 of 27
The basin below 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.
However, 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 be 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
Preliminary Drainage Report
Galloway & Company, Inc. Page 7 of 27
III. Project Description
The Bloom Commercial development encompasses ±35.6 acres and will include the development of
multi-family homes, 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 channel
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 in the southern area of the larger Bloom development. It will
include the development of town homes, commercial buildings, associated streets, utilities, and open
space. The commercial site drains to the west, southwest, and southeast to three (3)-detention ponds at
various grades. These three on-site detention ponds will eventually outfall into the Cooper Slough. The
commercial site will also provide stormwater quantity detention for Bloom Filing 3.
Bloom Commercial
Preliminary Drainage Report
Galloway & Company, Inc. Page 8 of 27
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 drain 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. Pond J (proposed) will outfall into proposed storm drain that ties into the existing
Cooper Slough Outfall. Existing detentions ponds E and G are also included in the commercial site
SWMM because they contribute to the total release rate.
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 E,
G, G1, H, and J were analyzed herein using EPA SWMM 5.2. A summary of the pond volumes and
release rates from the SWMM model is included in Appendix C.
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 and Water Quality
Capture (WQCV) within the 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 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.
Bloom Commercial
Preliminary Drainage Report
Galloway & Company, Inc. Page 9 of 27
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
subsequent submittal, additional LID detail will be added to treat 75% of the newly added impervious area
with an LID technique (i.e., ±0.15 ac-ft for a volume-based LID). In support of this, Appendix C includes
preliminary Sand Filter (SF) sizing. The Water Quality Capture Volume (WQCV) associated with the
remaining newly added impervious area within the total G1 area will be treated in an Extended Detention
Basin (i.e., ±0.14 ac-ft) within Pond G1. This volume will be added to the estimated quantity volume. In
this report, basin G1 will provide EDB and quantity detention for the area located within Filing 3. While the
LID for the Filing 3 area will be provided within Filing 3.
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 applied 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,
Bloom Commercial
Preliminary Drainage Report
Galloway & Company, Inc. Page 10 of 27
B, C, and D from ±21.9 cfs to ±23.7 cfs, respectively. Therefore, the allowable release rate from the
commercial site when combined with flows from Basin G is ±20.7 cfs.
Ponds G1, H, and J will provide water quality. In future filings, the water quality plate will be resized for
the actual imperviousness that is tributary to those ponds. The table below shows release rates and
volumes.
Detention
Pond (s)
100-year Volume
Required (per SWMM)
Allowable
Release Rate
Proposed Release
Rate (From SWMM
Model)
E and G EXISTING
±20.7 cfs*
±13.5 cfs
±21.1** cfs
G1 ±7.6 ac-ft / 329,053 ft3 ±6.5 cfs
H ±3.2 ac-ft / 140,590 ft3 ±0.5 cfs
J ±2.0 ac-ft / 86,290 ft3 ±0.6 cfs
* Release rate presented in Bloom Filing 1 Amendment - Drainage Modifications (January
2025, GAL)
**The estimated release rate per SWMM is ±2.0% higher than allowable.
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 853520.4 19.6 90.0% 768168.4 576126.3 192042.1
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
Preliminary Drainage Report
Galloway & Company, Inc. Page 11 of 27
V. Drainage Design Criteria
Directly Connected Impervious Area (DCIA)
At this preliminary stage of the design process, we’ve started working on our strategy for implementing ‘The
Four-Step Process’ for stormwater quality management. Each step 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 an 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 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
Preliminary Drainage Report
Galloway & Company, Inc. Page 12 of 27
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 ±21.1
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.
Bloom Commercial
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Galloway & Company, Inc. Page 13 of 27
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
The on-site excess developed runoff within each tributary area will begin as overland flow from the future
commercial and townhome roof and parking areas. Runoff then flows from these areas to nearby curb
and gutter in the parking area or nearby street section where it channelizes. The channelized flow is
intercepted by curb or area inlets and discharged to the local storm drain system that outfalls to an LID
facility and ultimately a local detention pond. Detailed hydraulic analyses for street capacity, inlet
capacity, and storm drain capacity (i.e., HGL and EGL) will be provided in a future submittal.
Bloom Commercial
Preliminary Drainage Report
Galloway & Company, Inc. Page 14 of 27
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.
Bloom Commercial
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Galloway & Company, Inc. Page 15 of 27
• Cleaning and repair of BMP’s is required when sediment has built up or the BMP is not working
properly.
Bloom Commercial
Preliminary Drainage Report
Galloway & Company, Inc. Page 16 of 27
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.
Bloom Commercial
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Galloway & Company, Inc. Page 17 of 27
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
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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
L
B
E
R
R
Y
S
T
(
C
O
H
W
Y
1
4
)
DP STORM 1 - PROFILE
STA: 9+50 TO STA 11+00
4910
4915
4920
4925
4930
4935
4940
4945
4950
4910
4915
4920
4925
4930
4935
4940
4945
4950
9+50 10+00 10+50 11+00
OU
T
L
E
T
D
P
1
-
2
.
1
ST
A
:
1
0
+
2
1
.
6
2
IN
V
.
O
U
T
4
9
2
4
.
4
6
(
S
)
MH
D
P
1
-
2
ST
A
:
1
0
+
0
0
.
0
0
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
)
PROPOSED GRADE
EXISTING GROUND
100-YR HGL
21.6 LF 12" RCP @ 2.00%
VA
L
L
E
Y
1
4
L
L
C
12
/
2
1
/
2
0
2
0
U18024
1" = 50'
1" = 5'
PE
A
K
V
I
E
W
P
L
D
NO
R
T
H
12
/
2
3
/
2
0
2
0
11
:
0
6
:
5
3
A
M
C:
\
U
N
I
T
E
D
C
I
V
I
L
D
R
O
P
B
O
X
\
P
R
O
J
E
C
T
S
\
U
1
8
0
2
4
-
P
E
A
K
V
I
E
W
\
C
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SCALE: 1" = 50'
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CAUTION
RE
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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
STAMP
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FO
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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
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Date:
Drawn By:
Project No:
Checked By:
06.01.2022
HFH000022
MA
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H
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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
STAMP
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FO
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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
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B
ID
D
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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 C10.2
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
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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
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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C
O
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S
T
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Date:
Drawn By:
Project No:
Checked By:
06.01.2022
HFH000022
MA
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1
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
Preliminary Drainage and Erosion Control Report
for
Bloom Filing Three
Fort Collins, Colorado
June 14, 2023
4
1
42
39
3
5
3
6
3
7
38
39
40
40
40 40
3
7
3
8
3
8
39
39
39
39
41
41
42
42
40
40
39
40
39
39
39
40
40
40
41
40
4
0
41
41
42
42
4
1
41
42
40
40 39
3
9
4
1
4
1
41 41
40
37
3
8
39
39
40
37
38
39
41
38
3
9
39
3
9
38
3
8
39
3935
3
5
40
34
3
4
36
36
37
3
7
38
38
3
9
39
3
4
40
38
39
41
41
40
4
0
41
41
4
1
4
1
40
40
39
35
34
36
37
38 39
4
0
373839 3839 36373839373839
38
39
3938
37
40
4
0
4
1
4
1
41
40
4
1
40
38
39
40 40
40
41
41
4
1
41
40
40
40
4
0
41 41
42
41
42 42
40
40
40
41
4
1
41
42
42
42
42
4142
4
2
41 42
42
4
2
40
4
0
4
0
41
40
39
41
42
43
44
41
41
41 4142
42
41
41
40
40
41
41
42
42
42
42
40
41
42
43
44
42
42
42
43
43
44
44
42
42
42
41
4
2
41
4
1
4
2
43
45 45
42
43
43
44 44
42
43
44
44
44
4
444
45
4242
4243
4
3
43
43
44
46
45
45
43
44
46
4
6
46
46
45
4646
46
4
3
45 45 45
45
43
4
4
46
46
46
46
47
47
47 4
6
43
43
43
41
42
44
44
45
44
46
47
45
44
46
47
47
47
42
41
41
41
42
43
40
41 41
41
4
1
42
42
43
43
4
1
41
41
4141
4
1
44 44
42
42
42
42
41
46
40
40
37
37
38
38
39
39
41
42
43
44
45
35
32
33
34
3
6
30
35
29
31
32
33
34
36
30
29
31
36
36
40
44
37
38
39
41
42
43
45
40
36 37 38 39 373839
38
35
40
38
3
7
37
38
39
40
41
42
43
36
44
46
44 45 46
46
45
45
46
37
47
CO
CO
CO
CO
POOL
UP UP
UP
UP
UP
UP
UP
UP
UP
UP
UP
UP
UP
UP
UP
UP
UP UP
UP
UP
LOT 1/ PHASE 1
LOT 2/ PHASE 2
21
0.43 0.72
2
0.85 0.77
3
3
0.41 0.80
11
11
0.77 0.76
12
12
0.52 0.76
6
6
0.93 0.73
4
4
1.02 0.89
8
7
0.55 0.44
9
16
17
17
0.39 0.76
5
0.38 0.59
10
10
0.72 0.75
18
18
0.70 0.84
19
19
0.37 0.84
20
20
0.55 0.83
21
21
0.67 0.84
22
22
0.47 0.88
23
23
1.39 0.39
24
24
0.20 0.51
25
25
0.34 0.66
26
26
0.13 0.61
28
28
0.19 0.66
27
27
0.24 0.61
29
29
0.18 0.58
30
30
0.03 0.67
31
31
0.21 0.58
32
32
0.11 0.87
33
33
0.29 0.57
34 34
0.40 0.61
35
35
0.17 0.55
36
36
0.16 0.54
37
37
0.11 0.30
38
38
0.18 0.48
39
39
0.29 0.63
40
40
0.16 0.61
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
BUILDING7BUILDING8
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
I
A
W
A
Y
AR
I
A
W
A
Y
DE
L
O
Z
I
E
R
R
D
DE
L
O
Z
I
E
R
R
D
EX PROPERTY
BOUNDARY/ ROW
EXISTING REGIONAL POND G
BY OTHERS)
EXISTING REGIONAL POND E
BY OTHERS)(TO THE NORTH OF THIS MAP)
1
5
8
0.20 0.60
7
13
0.50 0.81
13
14
0.21 0.47
14
15
0.54 0.83
15
EXISTING REGIONAL POND G1
BY OTHERS)(TO THE SOUTH OF THIS MAP)
16
0.17 0.59
9
0.24 0.34
SHEET No:
PR
O
J
E
C
T
L
O
C
A
T
I
O
N
DR
A
W
I
N
G
OF
CHECKED BY:
DESIGNED BY:
DRAWN BY:
DE
S
C
R
I
P
T
I
O
N
O
F
R
E
V
I
S
I
O
N
DA
T
E
RE
V
I
S
E
D
B
Y
AP
P
R
O
V
E
D
B
Y
RE
V 1 2 3 4 5 6 7
PRE L I M I N A R Y
NOT
F O R C O N S T R U C T I O N
project no:
date:
BL
O
O
M
F
I
L
I
N
G
T
H
R
E
E
FO
R
T
C
O
L
L
I
N
S
C
O
L
O
R
A
D
O
DR
A
I
N
A
G
E
E
X
H
I
B
I
T
C-013
13 20
JULY 27, 2022
801-004
JRG
JRG
JRG
ASPEN
0'
SCALE: 1" = 60'
60'120'
LEGEND
EXISTING CONTOURS
NEW INTERMEDIATECONTOURS39
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 PRELIMINARY BASIN FLOW CALCULATIONS.
ROUTED FLOWS WILL BE PROVIDED IN FINAL DESIGN.
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
G1 BASINS
(TO DETENTION)33.43 - -54.0 226.8
H BASINS
(TO DETENTION)18.06 - -31.1 140.8
J BASINS
(TO DETENTION)7.65 - -12.8 60.0
TO POND G1 LID 8.90 --
TO POND H LID 18.06 --
TO POND J LID 7.65 --
BASIN SUMMARY TABLE
C2 C100
H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3. Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-
Info\Hydrology\Rational\HFHLV0001.01_Drainage_Calcs_Template_v2.0-CoFC.xls
Subdivision:Mulberry Project Name: Bloom Commerical
Location:CO, Fort Collins Project No.:
Calculated By: DSH
Checked By: HF
INPUT User Input Date: 7/14/25
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
%Imp
G1 BASINS (Detention Tributary)33.43 80%
G1 Basins Total 33.43 80%
WQCV Pond D 8.90 71%
Area
Weighted
C2Runoff
Coefficient Area (ac)
Roofs, Ponds
Runoff
Coefficient Area (ac)Area
Weighted
Asphalt + Concrete Walks Lawns, Sandy Soil
Area Weighted
HFH73
Area (ac)Basin ID Total Area (ac)Runoff
Coefficient
COMPOSITE RUNOFF COEFFICIENTS
Page 1 of 2 7/14/2025
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
Preliminary Drainage Report
Detention
Project Number:HFH73 | Bloom Commercial
Project Location:Fort Collins, Colorado Date: 7/14/2025
Calculations By:H. Feissner
Pond Description:Pond G (Existing)
User Input Cell:Blue Text
Design Point:N/A
Design Storm:100-year
Required Volume:86290 ft3 4933.15 ft
Design Storm:N/A
Required Volume:0 ft3 N/A 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
4928.00 0 0 0 0 0 0 0.0
4928.50 1225 0.50 306 306 204 204 0.0
4929.00 2781 0.50 1002 1308 975 1179 0.0
4930.00 11995 1.00 7388 8696 6851 8030 0.2
4931.00 21178 1.00 16587 25282 16370 24400 0.6
4932.00 28923 1.00 25051 50333 24950 49351 1.1
4933.00 34193 1.00 31558 81891 31521 80872 1.9
4934.00 39657 1.00 36925 118816 36891 117763 2.7
4935.00 45391 1.00 42524 161340 42492 160255 3.7
4936.00 51481 1.00 48436 209776 48404 208659 4.8
Detention Pond Stage-Storage Calculations
Required Volume Water Surface Elevation
Average End Area Method: Conic Volume Method:
4928
4929
4930
4931
4932
4933
4934
4935
4936
0 50000 100000 150000 200000 250000
Co
n
t
o
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,
f
t
Cummulative Volume, ft3
Stage - Storage | Pond G (existing)
Project Number:HFH73 | Bloom Commerical
Project Location:Fort Collins, Colorado Date: 7/14/2025
Calculations By:H. Feissner
Pond Description:Pond G1
User Input Cell:Blue Text
Design Point:N/A
Design Storm:100-year
Required Volume:329053 ft3 4935.46 ft
Design Storm:N/A
Required Volume:0 ft3 N/A 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
4927.00 464 0 0 0 0 0 0.0
4928.00 15262 1.00 7863 7863 6129 6129 0.1
4929.00 26346 1.00 20804 28667 20553 26682 0.6
4930.00 35529 1.00 30938 59605 30823 57506 1.3
4931.00 40617 1.00 38073 97678 38045 95550 2.2
4932.00 45815 1.00 43216 140894 43190 138740 3.2
4933.00 52392 1.00 49104 189997 49067 187807 4.3
4934.00 56856 1.00 54624 244621 54609 242416 5.6
4935.00 60000 1.00 58428 303049 58421 300837 6.9
4936.00 64000 1.00 62000 365049 61989 362826 8.3
Detention Pond Stage-Storage Calculations
Average End Area Method:
Required Volume Water Surface Elevation
Conic Volume Method:
4927
4928
4929
4930
4931
4932
4933
4934
4935
4936
0 50000 100000 150000 200000 250000 300000 350000 400000
Co
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t
Cummulative Volume, ft3
Stage - Storage | Pond G1
Project Number:HFH73 | Bloom Commercial
Project Location:Fort Collins, Colorado Date: 7/14/2025
Calculations By:H. Feissner
Pond Description:Pond H (Existing)
User Input Cell:Blue Text
Design Point:N/A
Design Storm:100-year
Required Volume:142435 ft3 4930.05 ft
Design Storm:N/A
Required Volume:0 ft3 N/A 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
n
t
o
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E
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f
t
Cummulative Volume, ft3
Stage - Storage | Pond H (existing)
Project Number:HFH73 | Bloom Commercial
Project Location:Fort Collins, Colorado Date: 7/14/2025
Calculations By:H. Feissner
Pond Description:Pond J
User Input Cell:Blue Text
Design Point:N/A
Design Storm:100-year
Required Volume:5000 ft3 4925.20 ft
Design Storm:N/A
Required Volume:0 ft3 N/A 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
n
t
o
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E
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a
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f
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Cummulative Volume, ft3
Stage - Storage | Pond J
Bloom Commercial
Preliminary Drainage Report
LID and WQCV (i.e., EDB) Calculations
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
Sheet 1 of 3
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =90 %
B) Tributary Area's Imperviousness Ratio (i = Ia / 100 )i = 0.90
C) Contributing Watershed Area Area = 4.4 ac
D) For Watersheds Outside of the Denver Region, Depth of Average d6 = in
Runoff Producing Storm
E) Design Concept
(Select EURV when also designing for flood control)1
F) Design Volume (WQCV) Based on 40-hour Drain Time VDESIGN=0.148 ac-ft
(VDESIGN = (1.0 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12 * Area )
G) For Watersheds Outside of the Denver Region, VDESIGN OTHER= ac-ft
Water Quality Capture Volume (WQCV) Design Volume
(VWQCV OTHER = (d6*(VDESIGN/0.43))
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VDESIGN USER= ac-ft
(Only if a different WQCV Design Volume is desired)
I) NRCS Hydrologic Soil Groups of Tributary Watershed
i) Percentage of Watershed consisting of Type A Soils HSG A =%
ii) Percentage of Watershed consisting of Type B Soils HSG B =%
iii) Percentage of Watershed consisting of Type C/D Soils HSG C/D =%
J) Excess Urban Runoff Volume (EURV) Design Volume
For HSG A: EURVA = 1.68 * i1.28 EURVDESIGN = ac-f t
For HSG B: EURVB = 1.36 * i1.08
For HSG C/D: EURVC/D = 1.20 * i1.08
K) User Input of Excess Urban Runoff Volume (EURV) Design Volume EURVDESIGN USER= ac-f t
(Only if a different EURV Design Volume is desired)
2. Basin Shape: Length to Width Ratio L : W = : 1
(A basin length to width ratio of at least 2:1 will improve TSS reduction.)
3. Basin Side Slopes
A) Basin Maximum Side Slopes Z = ft / ft
(Horizontal distance per unit vertical, 4:1 or flatter preferred)
4. Inlet
A) Describe means of providing energy dissipation at concentrated
inflow locations:
0.148
5. Forebay
A) Minimum Forebay Volume VFMIN =0.003 ac-ft
(VFMIN = 2% of the WQCV)
B) Actual Forebay Volume VF = ac-ft
C) Forebay Depth
(DF = 18 inch maximum)DF = in
D) Forebay Discharge
i) Undetained 100-year Peak Discharge Q100 = cfs
ii) Forebay Discharge Design Flow QF = cfs
(QF = 0.02 * Q100)
E) Forebay Discharge Design
F) Discharge Pipe Size (minimum 8-inches)Calculated DP =in
G) Rectangular Notch Width Calculated WN = in
Design Procedure Form: Extended Detention Basin (EDB)
HFH073 | Bloom Commercial
Galloway & Company, Inc.
July 14, 2025
Basin G
Herman Feissner
UD-BMP (Version 3.07, March 2018)
Flow too small for berm w/ pipe
Choose One
Excess Urban Runoff Volume (EURV)
Choose One
Wall with Rect. Notch
Berm With Pipe
Water Quality Capture Volume (WQCV)
Wall with V-Notch Weir
HFH073_UD-BMP_v3.07-BasinG.xlsm, EDB 7/14/2025, 1:03 PM
Sheet 2 of 3
Designer:
Company:
Date:
Project:
Location:
6. Trickle Channel
A) Type of Trickle Channel
F) Slope of Trickle Channel S = ft / ft
7. Micropool and Outlet Structure
A) Depth of Micropool (2.5-feet minimum)DM = ft
B) Surface Area of Micropool (10 ft2 minimum)AM = sq ft
C) Outlet Type
D) Smallest Dimension of Orifice Opening Based on Hydrograph Routing
(Use UD-Detention)Dorifice =inches
E) Total Outlet Area Aot =square inches
8. Initial Surcharge Volume
A) Depth of Initial Surcharge Volume DIS = in
(Minimum recommended depth is 4 inches)
B) Minimum Initial Surcharge Volume VIS = cu ft
(Minimum volume of 0.3% of the WQCV)
C) Initial Surcharge Provided Above Micropool Vs=cu ft
9. Trash Rack
A) Water Quality Screen Open Area: At = Aot * 38.5*(e-0.095D)At =square inches
Y Other (Y/N): N
N
C) Ratio of Total Open Area to Total Area (only for type 'Other') User Ratio =
D) Total Water Quality Screen Area (based on screen type)Atotal =sq. in.
E) Depth of Design Volume (EURV or WQCV) H= feet
(Based on design concept chosen under 1E)
F) Height of Water Quality Screen (HTR) HTR= inches
G) Width of Water Quality Screen Opening (Wopening) Wopening = inches
(Minimum of 12 inches is recommended)
B) Type of Screen (If specifying an alternative to the materials
recommended in the USDCM, indicate "other" and enter the ratio of the total
open are to the total screen are for the material specified.)
HFH073 | Bloom Commercial
July 14, 2025
Galloway & Company, Inc.
Design Procedure Form: Extended Detention Basin (EDB)
Herman Feissner
Basin G
Choose One
Orifice Plate
Other (Describe):
Choose One
Concrete
Soft Bottom
HFH073_UD-BMP_v3.07-BasinG.xlsm, EDB 7/14/2025, 1:03 PM
Sheet 3 of 3
Designer:
Company:
Date:
Project:
Location:
10. Overflow Embankment
A) Describe embankment protection for 100-year and greater overtopping:
B) Slope of Overflow Embankment Ze = ft / ft
(Horizontal distance per unit vertical, 4:1 or flatter preferred)
11. Vegetation
12. Access
A) Describe Sediment Removal Procedures
Notes:
Basin G
HFH073 | Bloom Commercial
July 14, 2025
Galloway & Company, Inc.
Herman Feissner
Design Procedure Form: Extended Detention Basin (EDB)
Choose One
Irrigated
Not Irrigated
HFH073_UD-BMP_v3.07-BasinG.xlsm, EDB 7/14/2025, 1:03 PM
Sheet 1 of 3
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =72.5 %
B) Tributary Area's Imperviousness Ratio (i = Ia / 100 )i = 0.725
C) Contributing Watershed Area Area = 5.8 ac
D) For Watersheds Outside of the Denver Region, Depth of Average d6 = in
Runoff Producing Storm
E) Design Concept
(Select EURV when also designing for flood control)1
F) Design Volume (WQCV) Based on 40-hour Drain Time VDESIGN=0.139 ac-ft
(VDESIGN = (1.0 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12 * Area )
G) For Watersheds Outside of the Denver Region, VDESIGN OTHER= ac-ft
Water Quality Capture Volume (WQCV) Design Volume
(VWQCV OTHER = (d6*(VDESIGN/0.43))
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VDESIGN USER= ac-ft
(Only if a different WQCV Design Volume is desired)
I) NRCS Hydrologic Soil Groups of Tributary Watershed
i) Percentage of Watershed consisting of Type A Soils HSG A =%
ii) Percentage of Watershed consisting of Type B Soils HSG B =%
iii) Percentage of Watershed consisting of Type C/D Soils HSG C/D =%
J) Excess Urban Runoff Volume (EURV) Design Volume
For HSG A: EURVA = 1.68 * i1.28 EURVDESIGN = ac-f t
For HSG B: EURVB = 1.36 * i1.08
For HSG C/D: EURVC/D = 1.20 * i1.08
K) User Input of Excess Urban Runoff Volume (EURV) Design Volume EURVDESIGN USER= ac-f t
(Only if a different EURV Design Volume is desired)
2. Basin Shape: Length to Width Ratio L : W = : 1
(A basin length to width ratio of at least 2:1 will improve TSS reduction.)
3. Basin Side Slopes
A) Basin Maximum Side Slopes Z = ft / ft
(Horizontal distance per unit vertical, 4:1 or flatter preferred)
4. Inlet
A) Describe means of providing energy dissipation at concentrated
inflow locations:
0.139
5. Forebay
A) Minimum Forebay Volume VFMIN =0.003 ac-ft
(VFMIN = 2% of the WQCV)
B) Actual Forebay Volume VF = ac-ft
C) Forebay Depth
(DF = 18 inch maximum)DF = in
D) Forebay Discharge
i) Undetained 100-year Peak Discharge Q100 = cfs
ii) Forebay Discharge Design Flow QF = cfs
(QF = 0.02 * Q100)
E) Forebay Discharge Design
F) Discharge Pipe Size (minimum 8-inches)Calculated DP =in
G) Rectangular Notch Width Calculated WN = in
Flow too small for berm w/ pipe
Design Procedure Form: Extended Detention Basin (EDB)
HFH073 | Bloom Commercial
Galloway & Company, Inc.
July 16, 2025
Basin G1 (Total)
Herman Feissner
UD-BMP (Version 3.07, March 2018)
Choose One
Excess Urban Runoff Volume (EURV)
Choose One
Wall with Rect. Notch
Berm With Pipe
Water Quality Capture Volume (WQCV)
Wall with V-Notch Weir
HFH073_UD-BMP_v3.07-BasinG1_Total.xlsm, EDB 7/16/2025, 9:29 AM
Sheet 2 of 3
Designer:
Company:
Date:
Project:
Location:
6. Trickle Channel
A) Type of Trickle Channel
F) Slope of Trickle Channel S = ft / ft
7. Micropool and Outlet Structure
A) Depth of Micropool (2.5-feet minimum)DM = ft
B) Surface Area of Micropool (10 ft2 minimum)AM = sq ft
C) Outlet Type
D) Smallest Dimension of Orifice Opening Based on Hydrograph Routing
(Use UD-Detention)Dorifice =inches
E) Total Outlet Area Aot =square inches
8. Initial Surcharge Volume
A) Depth of Initial Surcharge Volume DIS = in
(Minimum recommended depth is 4 inches)
B) Minimum Initial Surcharge Volume VIS = cu ft
(Minimum volume of 0.3% of the WQCV)
C) Initial Surcharge Provided Above Micropool Vs=cu ft
9. Trash Rack
A) Water Quality Screen Open Area: At = Aot * 38.5*(e-0.095D)At =square inches
Y Other (Y/N): N
N
C) Ratio of Total Open Area to Total Area (only for type 'Other') User Ratio =
D) Total Water Quality Screen Area (based on screen type)Atotal =sq. in.
E) Depth of Design Volume (EURV or WQCV) H= feet
(Based on design concept chosen under 1E)
F) Height of Water Quality Screen (HTR) HTR= inches
G) Width of Water Quality Screen Opening (Wopening) Wopening = inches
(Minimum of 12 inches is recommended)
Basin G1 (Total)
HFH073 | Bloom Commercial
July 16, 2025
Galloway & Company, Inc.
Design Procedure Form: Extended Detention Basin (EDB)
Herman Feissner
B) Type of Screen (If specifying an alternative to the materials
recommended in the USDCM, indicate "other" and enter the ratio of the total
open are to the total screen are for the material specified.)
Choose One
Orifice Plate
Other (Describe):
Choose One
Concrete
Soft Bottom
HFH073_UD-BMP_v3.07-BasinG1_Total.xlsm, EDB 7/16/2025, 9:29 AM
Sheet 3 of 3
Designer:
Company:
Date:
Project:
Location:
10. Overflow Embankment
A) Describe embankment protection for 100-year and greater overtopping:
B) Slope of Overflow Embankment Ze = ft / ft
(Horizontal distance per unit vertical, 4:1 or flatter preferred)
11. Vegetation
12. Access
A) Describe Sediment Removal Procedures
Notes:
Basin G1 (Total)
HFH073 | Bloom Commercial
July 16, 2025
Galloway & Company, Inc.
Herman Feissner
Design Procedure Form: Extended Detention Basin (EDB)
Choose One
Irrigated
Not Irrigated
HFH073_UD-BMP_v3.07-BasinG1_Total.xlsm, EDB 7/16/2025, 9:29 AM
Sheet 1 of 3
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =80 %
B) Tributary Area's Imperviousness Ratio (i = Ia / 100 )i = 0.800
C) Contributing Watershed Area Area = 2.1 ac
D) For Watersheds Outside of the Denver Region, Depth of Average d6 = in
Runoff Producing Storm
E) Design Concept
(Select EURV when also designing for flood control)1
F) Design Volume (WQCV) Based on 40-hour Drain Time VDESIGN=0.058 ac-ft
(VDESIGN = (1.0 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12 * Area )
G) For Watersheds Outside of the Denver Region, VDESIGN OTHER= ac-ft
Water Quality Capture Volume (WQCV) Design Volume
(VWQCV OTHER = (d6*(VDESIGN/0.43))
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VDESIGN USER= ac-ft
(Only if a different WQCV Design Volume is desired)
I) NRCS Hydrologic Soil Groups of Tributary Watershed
i) Percentage of Watershed consisting of Type A Soils HSG A =%
ii) Percentage of Watershed consisting of Type B Soils HSG B =%
iii) Percentage of Watershed consisting of Type C/D Soils HSG C/D =%
J) Excess Urban Runoff Volume (EURV) Design Volume
For HSG A: EURVA = 1.68 * i1.28 EURVDESIGN = ac-f t
For HSG B: EURVB = 1.36 * i1.08
For HSG C/D: EURVC/D = 1.20 * i1.08
K) User Input of Excess Urban Runoff Volume (EURV) Design Volume EURVDESIGN USER= ac-f t
(Only if a different EURV Design Volume is desired)
2. Basin Shape: Length to Width Ratio L : W = : 1
(A basin length to width ratio of at least 2:1 will improve TSS reduction.)
3. Basin Side Slopes
A) Basin Maximum Side Slopes Z = ft / ft
(Horizontal distance per unit vertical, 4:1 or flatter preferred)
4. Inlet
A) Describe means of providing energy dissipation at concentrated
inflow locations:
0.058
5. Forebay
A) Minimum Forebay Volume VFMIN =0.001 ac-ft
(VFMIN = 1% of the WQCV)
B) Actual Forebay Volume VF = ac-ft
C) Forebay Depth
(DF = 12 inch maximum)DF = in
D) Forebay Discharge
i) Undetained 100-year Peak Discharge Q100 = cfs
ii) Forebay Discharge Design Flow QF = cfs
(QF = 0.02 * Q100)
E) Forebay Discharge Design
F) Discharge Pipe Size (minimum 8-inches)Calculated DP =in
G) Rectangular Notch Width Calculated WN = in
Flow too small for berm w/ pipe
Design Procedure Form: Extended Detention Basin (EDB)
HFH073 | Bloom Commercial
Galloway & Company, Inc.
July 14, 2025
Basin H
Herman Feissner
UD-BMP (Version 3.07, March 2018)
Choose One
Excess Urban Runoff Volume (EURV)
Choose One
Wall with Rect. Notch
Berm With Pipe
Water Quality Capture Volume (WQCV)
Wall with V-Notch Weir
HFH073_UD-BMP_v3.07-BasinH.xlsm, EDB 7/14/2025, 1:10 PM
Sheet 2 of 3
Designer:
Company:
Date:
Project:
Location:
6. Trickle Channel
A) Type of Trickle Channel
F) Slope of Trickle Channel S = ft / ft
7. Micropool and Outlet Structure
A) Depth of Micropool (2.5-feet minimum)DM = ft
B) Surface Area of Micropool (10 ft2 minimum)AM = sq ft
C) Outlet Type
D) Smallest Dimension of Orifice Opening Based on Hydrograph Routing
(Use UD-Detention)Dorifice =inches
E) Total Outlet Area Aot =square inches
8. Initial Surcharge Volume
A) Depth of Initial Surcharge Volume DIS = in
(Minimum recommended depth is 4 inches)
B) Minimum Initial Surcharge Volume VIS = cu ft
(Minimum volume of 0.3% of the WQCV)
C) Initial Surcharge Provided Above Micropool Vs=cu ft
9. Trash Rack
A) Water Quality Screen Open Area: At = Aot * 38.5*(e-0.095D)At =square inches
Y Other (Y/N): N
N
C) Ratio of Total Open Area to Total Area (only for type 'Other') User Ratio =
D) Total Water Quality Screen Area (based on screen type)Atotal =sq. in.
E) Depth of Design Volume (EURV or WQCV) H= feet
(Based on design concept chosen under 1E)
F) Height of Water Quality Screen (HTR) HTR= inches
G) Width of Water Quality Screen Opening (Wopening) Wopening = inches
(Minimum of 12 inches is recommended)
Basin H
HFH073 | Bloom Commercial
July 14, 2025
Galloway & Company, Inc.
Design Procedure Form: Extended Detention Basin (EDB)
Herman Feissner
B) Type of Screen (If specifying an alternative to the materials
recommended in the USDCM, indicate "other" and enter the ratio of the total
open are to the total screen are for the material specified.)
Choose One
Orifice Plate
Other (Describe):
Choose One
Concrete
Soft Bottom
HFH073_UD-BMP_v3.07-BasinH.xlsm, EDB 7/14/2025, 1:10 PM
Sheet 3 of 3
Designer:
Company:
Date:
Project:
Location:
10. Overflow Embankment
A) Describe embankment protection for 100-year and greater overtopping:
B) Slope of Overflow Embankment Ze = ft / ft
(Horizontal distance per unit vertical, 4:1 or flatter preferred)
11. Vegetation
12. Access
A) Describe Sediment Removal Procedures
Notes:
Basin H
HFH073 | Bloom Commercial
July 14, 2025
Galloway & Company, Inc.
Herman Feissner
Design Procedure Form: Extended Detention Basin (EDB)
Choose One
Irrigated
Not Irrigated
HFH073_UD-BMP_v3.07-BasinH.xlsm, EDB 7/14/2025, 1:10 PM
Sheet 1 of 3
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =80 %
B) Tributary Area's Imperviousness Ratio (i = Ia / 100 )i = 0.800
C) Contributing Watershed Area Area = 1.3 ac
D) For Watersheds Outside of the Denver Region, Depth of Average d6 = in
Runoff Producing Storm
E) Design Concept
(Select EURV when also designing for flood control)1
F) Design Volume (WQCV) Based on 40-hour Drain Time VDESIGN=0.035 ac-ft
(VDESIGN = (1.0 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12 * Area )
G) For Watersheds Outside of the Denver Region, VDESIGN OTHER= ac-ft
Water Quality Capture Volume (WQCV) Design Volume
(VWQCV OTHER = (d6*(VDESIGN/0.43))
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VDESIGN USER= ac-ft
(Only if a different WQCV Design Volume is desired)
I) NRCS Hydrologic Soil Groups of Tributary Watershed
i) Percentage of Watershed consisting of Type A Soils HSG A =%
ii) Percentage of Watershed consisting of Type B Soils HSG B =%
iii) Percentage of Watershed consisting of Type C/D Soils HSG C/D =%
J) Excess Urban Runoff Volume (EURV) Design Volume
For HSG A: EURVA = 1.68 * i1.28 EURVDESIGN = ac-f t
For HSG B: EURVB = 1.36 * i1.08
For HSG C/D: EURVC/D = 1.20 * i1.08
K) User Input of Excess Urban Runoff Volume (EURV) Design Volume EURVDESIGN USER= ac-f t
(Only if a different EURV Design Volume is desired)
2. Basin Shape: Length to Width Ratio L : W = : 1
(A basin length to width ratio of at least 2:1 will improve TSS reduction.)
3. Basin Side Slopes
A) Basin Maximum Side Slopes Z = ft / ft
(Horizontal distance per unit vertical, 4:1 or flatter preferred)
4. Inlet
A) Describe means of providing energy dissipation at concentrated
inflow locations:
0.035
5. Forebay
A) Minimum Forebay Volume VFMIN =0.000 ac-ft
(VFMIN = 1% of the WQCV)
B) Actual Forebay Volume VF = ac-ft
C) Forebay Depth
(DF = 12 inch maximum)DF = in
D) Forebay Discharge
i) Undetained 100-year Peak Discharge Q100 = cfs
ii) Forebay Discharge Design Flow QF = cfs
(QF = 0.02 * Q100)
E) Forebay Discharge Design
F) Discharge Pipe Size (minimum 8-inches)Calculated DP =in
G) Rectangular Notch Width Calculated WN = in
Flow too small for berm w/ pipe
Design Procedure Form: Extended Detention Basin (EDB)
HFH073 | Bloom Commercial
Galloway & Company, Inc.
July 14, 2025
Basin I
Herman Feissner
UD-BMP (Version 3.07, March 2018)
Choose One
Excess Urban Runoff Volume (EURV)
Choose One
Wall with Rect. Notch
Berm With Pipe
Water Quality Capture Volume (WQCV)
Wall with V-Notch Weir
HFH073_UD-BMP_v3.07-BasinI.xlsm, EDB 7/14/2025, 1:11 PM
Sheet 2 of 3
Designer:
Company:
Date:
Project:
Location:
6. Trickle Channel
A) Type of Trickle Channel
F) Slope of Trickle Channel S = ft / ft
7. Micropool and Outlet Structure
A) Depth of Micropool (2.5-feet minimum)DM = ft
B) Surface Area of Micropool (10 ft2 minimum)AM = sq ft
C) Outlet Type
D) Smallest Dimension of Orifice Opening Based on Hydrograph Routing
(Use UD-Detention)Dorifice =inches
E) Total Outlet Area Aot =square inches
8. Initial Surcharge Volume
A) Depth of Initial Surcharge Volume DIS = in
(Minimum recommended depth is 4 inches)
B) Minimum Initial Surcharge Volume VIS = cu ft
(Minimum volume of 0.3% of the WQCV)
C) Initial Surcharge Provided Above Micropool Vs=cu ft
9. Trash Rack
A) Water Quality Screen Open Area: At = Aot * 38.5*(e-0.095D)At =square inches
Y Other (Y/N): N
N
C) Ratio of Total Open Area to Total Area (only for type 'Other') User Ratio =
D) Total Water Quality Screen Area (based on screen type)Atotal =sq. in.
E) Depth of Design Volume (EURV or WQCV) H= feet
(Based on design concept chosen under 1E)
F) Height of Water Quality Screen (HTR) HTR= inches
G) Width of Water Quality Screen Opening (Wopening) Wopening = inches
(Minimum of 12 inches is recommended)
Basin I
HFH073 | Bloom Commercial
July 14, 2025
Galloway & Company, Inc.
Design Procedure Form: Extended Detention Basin (EDB)
Herman Feissner
B) Type of Screen (If specifying an alternative to the materials
recommended in the USDCM, indicate "other" and enter the ratio of the total
open are to the total screen are for the material specified.)
Choose One
Orifice Plate
Other (Describe):
Choose One
Concrete
Soft Bottom
HFH073_UD-BMP_v3.07-BasinI.xlsm, EDB 7/14/2025, 1:11 PM
Sheet 3 of 3
Designer:
Company:
Date:
Project:
Location:
10. Overflow Embankment
A) Describe embankment protection for 100-year and greater overtopping:
B) Slope of Overflow Embankment Ze = ft / ft
(Horizontal distance per unit vertical, 4:1 or flatter preferred)
11. Vegetation
12. Access
A) Describe Sediment Removal Procedures
Notes:
Basin I
HFH073 | Bloom Commercial
July 14, 2025
Galloway & Company, Inc.
Herman Feissner
Design Procedure Form: Extended Detention Basin (EDB)
Choose One
Irrigated
Not Irrigated
HFH073_UD-BMP_v3.07-BasinI.xlsm, EDB 7/14/2025, 1:11 PM
Bloom Commercial
Preliminary Drainage Report
APPENDIX E
SWMM Models
Bloom Commercial
Preliminary Drainage Report
Proposed SWMM Model
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
****************
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 ...... KINWAVE
Starting Date ............ 03/19/2021 00:00:00
Ending Date .............. 03/26/2021 00:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:15:00
Wet Time Step ............ 00:05:00
Dry Time Step ............ 01:00:00
Routing Time Step ........ 30.00 sec
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 19.501 0.978
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 5.713 0.287
Surface Runoff ........... 12.563 0.630
Final Storage ............ 1.401 0.070
Continuity Error (%) ..... -0.902
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 12.563 4.094
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 12.484 4.068
Flooding Loss ............ 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.000 0.000
Final Stored Volume ...... 0.061 0.020
Continuity Error (%) ..... 0.138
********************************
Highest Flow Instability Indexes
********************************
Link Pond_C_Outlet (18)
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 30.00 sec
Average Time Step : 30.00 sec
Maximum Time Step : 30.00 sec
% of Time in Steady State : 0.00
Average Iterations per Step : 1.00
% of Steps Not Converging : 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 0.633
D 0.98 0.00 0.00 0.51 0.43 0.00 0.43 0.43 10.47 0.437
E 0.98 0.00 0.00 0.38 0.54 0.00 0.54 0.39 6.67 0.553
C 0.98 0.00 0.00 0.10 0.80 0.00 0.80 0.48 9.11 0.817
G 0.98 0.00 0.00 0.10 0.80 0.00 0.80 0.43 8.00 0.817
H 0.98 0.00 0.00 0.20 0.72 0.00 0.72 0.24 10.29 0.740
B 0.98 0.00 0.00 0.29 0.62 0.00 0.62 0.26 6.18 0.638
I 0.98 0.00 0.00 0.20 0.72 0.00 0.72 0.13 4.86 0.738
S4 0.98 0.00 0.00 0.22 0.76 0.00 0.76 0.02 1.98 0.774
S5 0.98 0.00 0.00 0.10 0.87 0.00 0.87 0.05 5.44 0.890
G1 0.98 0.00 0.00 0.27 0.65 0.00 0.65 0.59 15.39 0.662
J 0.98 0.00 0.00 0.20 0.72 0.00 0.72 0.15 4.66 0.733
******************
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
---------------------------------------------------------------------------------
J2 JUNCTION 0.00 0.00 4935.00 0 00:00 0.00
J1 JUNCTION 0.00 0.00 4942.50 0 00:00 0.00
J3 JUNCTION 0.00 0.00 4927.00 0 00:00 0.00
J4 JUNCTION 0.09 0.46 4923.46 1 11:50 0.46
J5 JUNCTION 0.10 0.58 4927.58 1 11:44 0.58
J6 JUNCTION 1.07 1.27 4940.27 1 12:06 1.27
J7 JUNCTION 0.10 0.58 4924.93 1 11:48 0.58
Peakview_Storm_Stub OUTFALL 0.00 0.00 4922.94 0 00:00 0.00
CooperSlough OUTFALL 0.00 0.00 4938.00 0 00:00 0.00
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
Pond_A STORAGE 0.12 1.14 4946.64 1 11:47 1.14
Pond_B STORAGE 0.17 1.48 4943.98 1 12:37 1.48
Pond_C STORAGE 0.07 1.41 4939.91 1 11:16 1.41
Pond_D STORAGE 0.13 0.39 4942.89 1 17:14 0.39
Pond_E STORAGE 0.08 0.48 4939.98 1 12:06 0.48
Pond_G STORAGE 0.12 1.40 4929.90 1 11:20 1.37
Pond_H STORAGE 0.28 1.25 4924.25 1 17:01 1.25
Pond_I STORAGE 0.52 1.89 4924.39 1 17:14 1.89
Fut_CommercialPond STORAGE 0.11 0.33 4924.33 1 16:18 0.33
Pond_G1 STORAGE 0.11 1.23 4928.23 1 11:44 1.23
Pond_J STORAGE 0.12 0.65 4925.15 1 12:13 0.65
*******************
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
-------------------------------------------------------------------------------------------------
J2 JUNCTION 0.00 0.40 1 17:14 0 0.415 0.000
J1 JUNCTION 0.00 0.40 1 17:14 0 0.415 0.000
J3 JUNCTION 0.00 4.56 1 11:20 0 0.832 0.000
J4 JUNCTION 0.00 6.83 1 11:29 0 1.85 0.000
J5 JUNCTION 0.00 2.13 1 11:44 0 0.587 0.000
J6 JUNCTION 0.00 0.98 1 12:06 0 0.39 0.000
J7 JUNCTION 0.00 2.31 1 11:49 0 0.735 0.000
Peakview_Storm_Stub OUTFALL 0.00 6.83 1 11:29 0 1.85 0.000
CooperSlough OUTFALL 0.00 8.33 1 11:22 0 2.09 0.000
Lake_Canal OUTFALL 0.00 0.08 1 17:14 0 0.125 0.000
CooperSloughNorth OUTFALL 0.00 0.00 0 00:00 0 0 0.000 gal
Pond_A STORAGE 13.38 13.38 1 11:05 0.942 0.942 0.064
Pond_B STORAGE 6.18 7.32 1 11:05 0.259 1.2 0.064
Pond_C STORAGE 9.11 9.11 1 11:05 0.477 0.477 0.368
Pond_D STORAGE 10.47 10.47 1 11:05 0.432 0.432 -0.000
Pond_E STORAGE 6.67 6.67 1 11:05 0.391 0.391 -0.000
Pond_G STORAGE 9.98 10.20 1 11:05 0.443 0.833 0.141
Pond_H STORAGE 10.29 10.29 1 11:05 0.237 0.237 0.006
Pond_I STORAGE 4.86 4.86 1 11:05 0.125 0.125 0.006
Fut_CommercialPond STORAGE 5.44 5.44 1 11:05 0.0499 0.0499 0.002
Pond_G1 STORAGE 15.39 15.39 1 11:05 0.587 0.587 0.079
Pond_J STORAGE 4.66 4.66 1 11:05 0.149 0.149 0.004
*********************
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 0.452 0.1 0.0 0.0 12.411 2.2 1 11:47 3.80
Pond_B 0.227 0.1 0.0 0.0 10.231 3.0 1 12:37 3.37
Pond_C 0.008 0.0 0.0 0.0 1.906 1.1 1 11:16 5.31
Pond_D 7.890 1.8 0.0 0.0 24.416 5.6 1 17:14 0.40
Pond_E 1.893 0.6 0.0 0.0 12.185 4.0 1 12:06 0.98
Pond_G 0.046 0.0 0.0 0.0 3.125 1.5 1 11:20 4.56
Pond_H 1.557 0.7 0.0 0.0 10.689 5.1 1 17:01 0.19
Pond_I 1.178 1.1 0.0 0.0 6.343 6.0 1 17:14 0.08
Fut_CommercialPond 1.058 3.5 0.0 0.0 3.281 10.9 1 16:18 0.03
Pond_G1 0.366 0.1 0.0 0.0 11.650 3.2 1 11:44 2.13
Pond_J 0.473 0.5 0.0 0.0 5.163 5.4 1 12:13 0.18
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
Peakview_Storm_Stub 96.69 0.42 6.83 1.852
CooperSlough 96.87 0.48 8.33 2.090
Lake_Canal 64.85 0.04 0.08 0.125
CooperSloughNorth 0.00 0.00 0.00 0.000
-----------------------------------------------------------
System 64.60 0.94 15.18 4.068
********************
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
-----------------------------------------------------------------------------
C1 DUMMY 0.40 1 17:14
C2 DUMMY 0.40 1 17:14
C3 DUMMY 4.56 1 11:20
C4 DUMMY 6.83 1 11:29
C7 CONDUIT 0.97 1 12:11 3.14 0.02 0.09
C8 CONDUIT 2.31 1 11:50 2.90 0.03 0.11
C9 CONDUIT 2.13 1 11:48 2.81 0.18 0.29
Pond_H_Outlet ORIFICE 0.19 1 17:01 0.00
Pond_D_Outlet ORIFICE 0.40 1 17:14 0.00
Pond_E_Outlet ORIFICE 0.98 1 12:06 0.00
Pond_B_Outlet ORIFICE 3.37 1 12:37 0.00
Pond_C_Outlet ORIFICE 5.31 1 11:16 0.00
Pond_A_Outlet ORIFICE 3.80 1 11:47 0.00
PondG_Outlet ORIFICE 4.56 1 11:20 0.00
Pond_I_Outlet ORIFICE 0.08 1 17:14 0.00
C5 ORIFICE 0.03 1 16:18 0.00
PondG1_Outlet ORIFICE 2.13 1 11:44 0.00
Pond_J_Outlet ORIFICE 0.18 1 12:13 0.00
*************************
Conduit Surcharge Summary
*************************
No conduits were surcharged.
Analysis begun on: Mon Jul 14 12:15:10 2025
Analysis ended on: Mon Jul 14 12:15:10 2025
Total elapsed time: < 1 sec
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.4)
------------------------------------------------------------
****************
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 ...... KINWAVE
Starting Date ............ 03/19/2021 00:00:00
Ending Date .............. 03/26/2021 00:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:15:00
Wet Time Step ............ 00:05:00
Dry Time Step ............ 01:00:00
Routing Time Step ........ 30.00 sec
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 73.136 3.669
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 11.525 0.578
Surface Runoff ........... 60.532 3.037
Final Storage ............ 1.396 0.070
Continuity Error (%) ..... -0.434
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 60.532 19.725
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 60.329 19.659
Flooding Loss ............ 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.000 0.000
Final Stored Volume ...... 0.183 0.060
Continuity Error (%) ..... 0.034
********************************
Highest Flow Instability Indexes
********************************
Link Pond_C_Outlet (14)
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 30.00 sec
Average Time Step : 30.00 sec
Maximum Time Step : 30.00 sec
% of Time in Steady State : 0.00
Average Iterations per Step : 1.00
% of Steps Not Converging : 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 2.51 0.48 2.99 4.55 233.48 0.815
D 3.67 0.00 0.00 1.14 1.72 0.77 2.49 2.52 144.67 0.679
E 3.67 0.00 0.00 0.84 2.19 0.59 2.78 2.01 108.80 0.758
C 3.67 0.00 0.00 0.15 3.23 0.22 3.45 2.06 138.82 0.939
G 3.67 0.00 0.00 0.15 3.23 0.22 3.45 1.83 122.69 0.939
H 3.67 0.00 0.00 0.30 2.88 0.44 3.32 1.09 96.26 0.904
B 3.67 0.00 0.00 0.54 2.51 0.56 3.08 1.28 85.59 0.838
I 3.67 0.00 0.00 0.30 2.88 0.44 3.31 0.58 49.26 0.903
S4 3.67 0.00 0.00 0.29 2.80 0.52 3.32 0.08 8.81 0.906
S5 3.67 0.00 0.00 0.13 3.23 0.24 3.47 0.20 21.06 0.946
G1 3.67 0.00 0.00 0.47 2.60 0.54 3.14 2.85 201.90 0.856
J 3.67 0.00 0.00 0.31 2.88 0.43 3.30 0.69 54.51 0.900
******************
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
---------------------------------------------------------------------------------
J2 JUNCTION 0.00 0.00 4935.00 0 00:00 0.00
J1 JUNCTION 0.00 0.00 4942.50 0 00:00 0.00
J3 JUNCTION 0.00 0.00 4927.00 0 00:00 0.00
J4 JUNCTION 0.14 0.79 4923.79 0 02:30 0.79
J5 JUNCTION 0.12 1.08 4928.08 0 02:25 1.08
J6 JUNCTION 1.07 1.79 4940.79 0 02:22 1.79
J7 JUNCTION 0.17 1.08 4925.43 0 02:28 1.08
Peakview_Storm_Stub OUTFALL 0.00 0.00 4922.94 0 00:00 0.00
CooperSlough OUTFALL 0.00 0.00 4938.00 0 00:00 0.00
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
Pond_A STORAGE 0.46 6.54 4952.04 0 02:36 6.53
Pond_B STORAGE 0.97 7.11 4949.61 0 11:54 7.11
Pond_C STORAGE 0.18 5.94 4944.44 0 02:07 5.93
Pond_D STORAGE 0.68 3.82 4946.32 0 03:08 3.82
Pond_E STORAGE 0.23 5.17 4944.67 0 02:22 5.16
Pond_G STORAGE 0.46 7.94 4936.44 0 02:25 7.94
Pond_H STORAGE 2.70 6.97 4929.97 0 02:44 6.97
Pond_I STORAGE 4.06 5.60 4928.10 0 03:05 5.60
Fut_CommercialPond STORAGE 0.84 2.60 4926.60 0 02:12 2.60
Pond_G1 STORAGE 0.66 8.43 4935.43 0 02:25 8.42
Pond_J STORAGE 1.02 5.12 4929.62 0 02:39 5.12
*******************
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
-------------------------------------------------------------------------------------------------
J2 JUNCTION 0.00 2.55 0 03:08 0 2.51 0.000
J1 JUNCTION 0.00 2.55 0 03:08 0 2.51 0.000
J3 JUNCTION 0.00 13.48 0 02:25 0 3.92 0.000
J4 JUNCTION 0.00 21.16 0 02:27 0 8.74 0.000
J5 JUNCTION 0.00 6.54 0 02:25 0 2.85 0.000
J6 JUNCTION 0.00 8.85 0 02:22 0 2.01 0.000
J7 JUNCTION 0.00 7.11 0 02:29 0 3.54 -0.000
Peakview_Storm_Stub OUTFALL 0.00 21.16 0 02:27 0 8.74 0.000
CooperSlough OUTFALL 0.00 23.69 0 02:22 0 10.4 0.000
Lake_Canal OUTFALL 0.00 0.14 0 03:05 0 0.528 0.000
CooperSloughNorth OUTFALL 0.00 0.00 0 00:00 0 0 0.000 gal
Pond_A STORAGE 233.48 233.48 0 00:40 4.55 4.55 0.029
Pond_B STORAGE 85.59 92.51 0 00:40 1.28 5.83 0.010
Pond_C STORAGE 138.82 138.82 0 00:40 2.06 2.06 0.033
Pond_D STORAGE 144.67 144.67 0 00:40 2.52 2.52 0.010
Pond_E STORAGE 108.80 108.80 0 00:40 2.01 2.01 0.046
Pond_G STORAGE 131.50 133.55 0 00:40 1.91 3.92 0.020
Pond_H STORAGE 96.26 96.26 0 00:40 1.09 1.09 0.005
Pond_I STORAGE 49.26 49.26 0 00:40 0.576 0.576 0.001
Fut_CommercialPond STORAGE 21.06 21.06 0 00:40 0.199 0.199 0.003
Pond_G1 STORAGE 201.90 201.90 0 00:40 2.85 2.85 0.025
Pond_J STORAGE 54.51 54.51 0 00:40 0.686 0.686 0.009
*********************
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 26.488 4.8 0.0 0.0 495.551 89.8 0 02:36 12.13
Pond_B 33.071 9.9 0.0 0.0 274.945 81.9 0 11:54 8.57
Pond_C 3.892 2.1 0.0 0.0 177.236 97.9 0 02:07 13.64
Pond_D 49.189 11.3 0.0 0.0 311.016 71.6 0 03:08 2.55
Pond_E 7.717 2.5 0.0 0.0 201.128 66.2 0 02:22 8.85
Pond_G 8.939 4.3 0.0 0.0 206.849 98.6 0 02:25 13.48
Pond_H 43.662 20.9 0.0 0.0 140.590 67.2 0 02:44 0.47
Pond_I 38.571 36.6 0.0 0.0 75.236 71.5 0 03:05 0.14
Fut_CommercialPond 8.378 27.9 0.0 0.0 26.032 86.8 0 02:12 0.09
Pond_G1 20.065 5.5 0.0 0.0 329.053 90.1 0 02:25 6.54
Pond_J 14.562 15.3 0.0 0.0 86.290 90.5 0 02:39 0.57
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
Peakview_Storm_Stub 99.95 1.93 21.16 8.739
CooperSlough 99.94 2.30 23.69 10.390
Lake_Canal 99.92 0.12 0.14 0.528
CooperSloughNorth 0.00 0.00 0.00 0.000
-----------------------------------------------------------
System 74.95 4.35 44.98 19.658
********************
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
-----------------------------------------------------------------------------
C1 DUMMY 2.55 0 03:08
C2 DUMMY 2.55 0 03:08
C3 DUMMY 13.48 0 02:25
C4 DUMMY 21.16 0 02:27
C7 CONDUIT 8.85 0 02:25 6.00 0.15 0.26
C8 CONDUIT 7.11 0 02:30 4.05 0.09 0.20
C9 CONDUIT 6.54 0 02:28 3.80 0.56 0.54
Pond_H_Outlet ORIFICE 0.47 0 02:44 0.00
Pond_D_Outlet ORIFICE 2.55 0 03:08 0.00
Pond_E_Outlet ORIFICE 8.85 0 02:22 0.00
Pond_B_Outlet ORIFICE 8.57 0 11:54 0.00
Pond_C_Outlet ORIFICE 13.64 0 02:07 0.00
Pond_A_Outlet ORIFICE 12.13 0 02:36 0.00
PondG_Outlet ORIFICE 13.48 0 02:25 0.00
Pond_I_Outlet ORIFICE 0.14 0 03:05 0.00
C5 ORIFICE 0.09 0 02:12 0.00
PondG1_Outlet ORIFICE 6.54 0 02:25 0.00
Pond_J_Outlet ORIFICE 0.57 0 02:39 0.00
*************************
Conduit Surcharge Summary
*************************
No conduits were surcharged.
Analysis begun on: Mon Jul 14 12:06:58 2025
Analysis ended on: Mon Jul 14 12:06:58 2025
Total elapsed time: < 1 sec
Bloom Commercial
Preliminary Drainage Report
APPENDIX F
Drainage Maps
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
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
-
-
-
-
-
-
-
-
-
-
-
-
-
-
H:
\
H
\
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O
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I
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PR
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P
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A
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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
PRE
L
I
M
I
N
A
R
Y
NOT
F
O
R
B
I
D
D
I
N
G
NOT
F
O
R
C
O
N
S
T
R
U
C
T
I
O
N
#Date Issue / Description Init.
Project No:
Drawn By:
Checked By:
Date:
HFH000073.20
07/15/2025
Sheet of 47
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
46
C10.1
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
J1
LP
G1.16
G1.17
H3
H8
H5
H6
G1.13
G1.14
-
-
-
-
-
-
-
-
-
-
-
-
-
-
H:
\
H
\
H
a
r
t
f
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H
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H
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7
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0
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C
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P
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7/
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2
0
2
5
BL
O
O
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F
I
L
I
N
G
N
I
N
E
PR
E
L
I
M
I
N
A
R
Y
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
PRE
L
I
M
I
N
A
R
Y
NOT
F
O
R
B
I
D
D
I
N
G
NOT
F
O
R
C
O
N
S
T
R
U
C
T
I
O
N
#Date Issue / Description Init.
Project No:
Drawn By:
Checked By:
Date:
HFH000073.20
07/15/2025
Sheet of 47
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
47
C10.2