HomeMy WebLinkAboutReports - Drainage - 04/07/2025FINAL DRAINAGE REPORT
FOR
PICKLEBALL FACILITY AT 4400 INNOVATION
DRIVE
Prepared For:
OLD TOWN DESIGN BUILD INC.
210 E. OAK STREET, SUITE B
FORT COLLINS, COLORADO 80524
Karen Ramsey
(970) 666-0016
April 7th 2025
Project No. 39838.00
Prepared By:
JR Engineering, LLC
2900 South College Avenue, Suite 1A
Fort Collins, CO 80525
1
Pickleball Facility at 4400 Innovation Drive
Final Drainage Report
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TABLE OF CONTENTS
TABLE OF CONTENTS ......................................................................................................................... ii
APPENDIX ..................................................................................................................................... iii
Engineer’s Certification Block ........................................................................................................... iv
GENERAL DESCRIPTION AND LOCATION .......................................................................................... 18
LOCATION ................................................................................................................................... 18
DESCRIPTION OF PROPERTY ........................................................................................................ 18
MASTER DRAINAGE BASIN DESCRIPTION ..................................................................................... 18
FLOODPLAIN SUBMITTAL REQUIREMENTS ................................................................................... 18
DRAINAGE BASINS AND SUB-BASINS ............................................................................................... 19
MAJOR BASINS AND SUB-BASINS ................................................................................................. 19
EXISTING SUB-BASIN DESCRIPTION .............................................................................................. 19
EXISTING OFFSITE DRAINAGE BASINS .......................................................................................... 19
PROPOSED SUB-BASINS DESCRIPTIONS ....................................................................................... 20
PROJECT DESCRIPTION .................................................................................................................... 21
PROJECT DESCRIPTION ................................................................................................................ 21
PROPOSED DRAINAGE FACILITIES .................................................................................................... 21
GENERAL CONCEPT ..................................................................................................................... 21
WATER QUALITY/ DETENTION FACILITIES .................................................................................... 22
LOW IMPACT DEVELOPMENT ...................................................................................................... 22
DRAINAGE DESIGN CRITERIA ........................................................................................................... 22
REGULATIONS ............................................................................................................................. 22
FOUR-STEP PROCESS TO PROTECT RECEIVING WATERS ............................................................... 22
DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS ........................................................... 24
HYDROLOGIC CRITERIA ................................................................................................................ 24
HYDRAULIC CRITERIA ................................................................................................................... 24
FLOODPLAIN REGULATIONS COMPLIANCE ................................................................................... 24
MODIFICATIONS OF CRITERIA ...................................................................................................... 24
EROSION CONTROL ..................................................................................................................... 25
CONCLUSIONS ................................................................................................................................. 25
COMPLIANCE WITH STANDARDS ................................................................................................. 25
DRAINAGE CONCEPT ................................................................................................................... 25
Pickleball Facility at 4400 Innovation Drive
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APPENDIX
Appendix A – Figures
Appendix B – Hydrologic Calculations
Appendix C – Hydraulic Calculations
Appendix D – Water Quality Calculations
Appendix E – Reference
Appendix F – Maps
Appendix G – LID Exhibit
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Engineer’s Certification Block
I hereby attest that this report for the final drainage design for the Pickleball Facility at 4400 Innovation
Drive 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.
Joseph M. Frank, PE
Registered Professional Engineer
State of Colorado No. 53399
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GENERAL DESCRIPTION AND LOCATION
LOCATION
The site is located in The South ½ Section 31, Township 7 North, Range 68 West of the 6th P.M. in the
City of Fort Collins, Larimer County, Colorado. More specifically, the site is a 4.37 acre property that is
currently developed as a warehouse with a parking lot. The site borders the Union Pacific Railroad to the
east and Colorado Early Colleges Fort Collins High School to the south. To the west, the site borders
Kruse Elementary School. To the north, the site borders the Golden Meadows detention and water quality
Pond.
DESCRIPTION OF PROPERTY
The site generally drains east to west at a 0.5% to 1.5% slope. The site is part of the Golden Meadows
Business Park, and contains an existing parking lot and a warehouse. The site drains to the Golden
Meadows Pond. The site contains Nunn clay loam soils with slopes ranging from 1-3% (wet conditions) to
3-5%. These soils are moderately well to somewhat poorly drained, with a clay loam texture that retains
moisture but has slower permeability. For additional information, refer to the NRCS soil map within
Appendix A of this report.
MASTER DRAINAGE BASIN DESCRIPTION
The site is located in the Fox Meadows Basin; Runoff from the site currently drains into the Golden
Meadows Pond.
FLOODPLAIN SUBMITTAL REQUIREMENTS
The site is on FEMA FIRM panel 08069C1000F. The flood map for this location has a status of "not
printed". This means that the entire area of the panel is in a single flood zone, so FEMA chose to economize
and not create a printable image for this location. The site lies within FEMA Zone X, areas which are
determined to be outside the 0.2% annual chance floodplain. The site is not located within a FEMA
regulated floodplain, as shown in Appendix A in the FEMA attachments. The site is also not located in the
City of Fort Collins Floodplain.
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DRAINAGE BASINS AND SUB-BASINS
MAJOR BASINS AND SUB-BASINS
The Pickleball Facility is 4.37 acres; the existing site parking lot will be resurfaced, have new parking islands
and will be developed to have pickleball courts. Storm and water quality ADS isolator rows will be
proposed to treat the new impervious area for water quality.
EXISTING SUB-BASIN DESCRIPTION
The existing site drains into the Golden Meadows water quality/detention pond. The drainage
pattern for the individual existing sub-basins are described below.
Basin EA1, 1.57 acres and 81% impervious, is composed primarily of paved parking areas, walks,
landscaped area, and grass open. The runoff from this basin is conveyed to the storm drainage
system at design point 1a where it drains to an existing 12” culvert and overtops the culvert in
large storm events.
Basin EB1, 0.68 acres and 70% impervious, is composed of paved drive aisles, parking stalls, and
small landscaped area. The runoff from this basin is conveyed to the storm drainage system at
design point 1b where it drains to an existing curb cut drain.
Basin EC1, 0.59 acres and 100% impervious, is composed entirely of adjacent paved surfaces. The
runoff from this basin will be conveyed to the open channel and 30” existing culvert at design
point 1c.
Basin EC2, 0.22 acres and 86.5% impervious, is comprised of concrete and gravel and sheet drain
to the east of the site and then drains into a drainage ditch towards the pond.
EXISTING OFFSITE DRAINAGE BASINS
The site currently receives off site runoff from the parking lot and the Colorado Early College –
Fort Collins High School building. This runoff drains onto the onsite parking lot into a swale and
then directly into the Golden Meadows detention/water quality pond, directly north of the site.
Runoff from Kruse Elementary school travels along the western border of the site directly into a
swale and then continues on to the Golden Meadows Pond.
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Basin OS1, 6.27 acres and 26% impervious, is composed predominantly of grassy open space with
minimal paved surfaces and is comprised of a portion of Kruse elementary School. The runoff
from this basin will be conveyed to the storm drainage system at design point OS1a.
Basin OS2, 3.50 acres and 76% impervious, is composed of a mix of lawn areas and paved
pathways or small paved features. The runoff from this basin drains to the onsite parking lot and
confluences with flow from design point 1a.
Basin OS3, 0.57 acres and 74% impervious, is composed of a small open area with some paved
surfaces, and pedestrian paths. The runoff from this basin will be conveyed to the storm drainage
system at design point 3o with upstream runoff from basin EB1.
PROPOSED SUB-BASINS DESCRIPTIONS
Basin A1, 1.17 acres and 89.3% impervious, is composed primarily of re-paved parking areas,
walks, landscaped area, and grass open. The runoff from this basin is conveyed to the storm
drainage system at design point 1a where it drains to an existing 12” culvert and overtops the
culvert in large storm events.
Basin A2, 0.33 acres and 83.9% impervious, is composed of two outside pickleball courts. Runoff
from this basin will drain to localized sump inlets, runoff will be captured and treated in the 2
year and water quality event and will then be treated in the underground ADS isolator rows.
Basin A3, 0.12 acres and 90.9% impervious, is composed of one outdoor pickleball courts. Runoff
from this basin will drain to localized sump inlets, runoff will be captured and treated in the 2
year and water quality event and will then be treated in the underground ADS isolator rows.
Basin B1, 0.58 acres and 72.6% impervious, is composed of re-paved parking areas and will drain
to design point 1b.
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Basin C1, 0.59 acres and 92.9% impervious, is composed of existing and re-paved parking areas.
Runoff from this basin will drain into an existing drainage channel and will then be conveyed to
the Golden Meadows detention / water quality pond.
Basin C2, 0.22 acres and 83.2% impervious is composed of the eastern portion of the site. Runoff
from this portion of the site sheet drains into a pan and then drains into the Golden Meadows
Pond.
PROJECT DESCRIPTION
PROJECT DESCRIPTION
The Pickleball Facility at 4400 Innovation Drive will consist of a pickleball facility, updated and re-
paved parking and landscape islands, ADA accessible ramps, walks and outdoor pickleball courts.
The site will be developed in two phases (s) - Phase 1 consists of improvements to the parking
lot and the pickleball courts, and Phase 2 consists of repurposing the eastern portion of the
building for future industrial use and upgrading the parking lot. The phasing for the site is shown
within the LID exhibit in Appendix G of this Report.
PROPOSED DRAINAGE FACILITIES
GENERAL CONCEPT
The proposed improvements to the Pickleball Facility at 4400 Innovation Drive will result in the
developed condition being treated for water quality and detained. Low-impact development best
management practices are proposed to improve the quality of runoff and aid in reducing peak
flows. Specifically, ADS isolator rows are proposed near the end of the site to treat and provide
water quality for the majority of the development. The area of the Golden Meadows Pond is 3.36
acres - the resulting runoff from the pickleball facility will not adversely affect the pond, the
detention from the less than half an acre of impervious area from the pickleball facility will result
in a rise of 0.02 ft or .2 inches in the Golden Meadows Pond area as shown in Appendix C in the
FFA calculation sheet.
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Runoff from the site is captured in inlets for the new pickleball courts. The runoff from the new
pickleball courts will be conveyed by a series of ADS Nyloplastic inlets to isolator rows and will
be treated for water quality. In larger storms the runoff will not be treated, will overflow, and
sheet drain onto the parking lot and it will then drain directly into the Golden Meadows Pond.
WATER QUALITY/ DETENTION FACILITIES
The majority of the new impervious area for the water quality is treated within the onsite ADS
isolator rows.
LOW IMPACT DEVELOPMENT
A minimum of 75 percent of the new impervious surface area is treated by a Low-Impact
Development (LID) best management practice (BMP) in accordance with City criteria. An
illustrative LID/ Surface Map is provided in Appendix G, and the sizing calculations of the LID
method is provided in Appendix D.
DRAINAGE DESIGN CRITERIA
REGULATIONS
This report was prepared to meet or exceed the City of Fort Collins stormwater criteria. The
City of Fort Collins Stormwater Criteria Manual (dated 2018)(FCSCM) and the Urban Drainage
Flood Control District’s (UDFCD) Drainage Criteria Manual (USDCM) Volumes 1, 2 and 3 were
referenced as guidelines for this design.
FOUR-STEP PROCESS TO PROTECT RECEIVING WATERS
The City of Fort Collins requires the Four Step Process to protect receiving waters. The four-
step process incorporates reducing runoff volume, treating water quality capture volume,
stabilizing streams, and implementing long-term source controls. Volume reduction is an
important part of the four-step process and is fundamental to effective stormwater management.
Per City criteria, a minimum of 75 percent of the new impervious surface area must be treated
by a Low-Impact Development (LID) best management practice (BMP). The site incorporates
underground ADS isolator rows, and a water quality pond designed to capture and treat at least
75% of the site’s water quality capture volume. The isolator rows need to be properly cleaned
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and maintained to allow for long-term protection of the receiving waters. The proposed LID
BMPs will have the effect of slowing runoff through the site and increase infiltration and rainfall
interception by encouraging infiltration via the careful selection of vegetative cover. The
improvements will decrease the runoff coefficient from the site and are expected to have no
adverse impact on the timing, quantity, or quality of stormwater runoff. The majority of the new
impervious area is treated by the proposed isolator rows in the southern portion of the site. The
remainder of the site is treated within water quality pond, as illustrated in the LID/Surface Map
provided in Appendix G.
Step 1 – Employ Runoff Reduction Practices
As part of this retrofit project—originally developed as an HP warehouse site in the early 1980s—the
design now incorporates additional landscape islands to help reduce surface runoff. These landscape islands
serve multiple functions: they provide opportunities for infiltration and evapotranspiration, enhance soil
moisture retention, and ultimately reduce the total volume of stormwater leaving the site. By introducing
more pervious areas and vegetation into a previously impervious setting, the project effectively employs
runoff reduction practices, resulting in improved on-site stormwater management.
Step 2 – Implement BMPS that Provide a Water Quality Capture Volume
This project integrates Advanced Drainage Systems (ADS) isolator rows to enhance water quality
treatment of runoff. The ADS isolator row units provide a sedimentation chamber that effectively captures
sediment and associated pollutants before stormwater enters the detention system, thus improving overall
water quality.
Step 3 –Stabilize Drainageways
The newly paved parking lot aids in stabilizing the drainageway by providing a more durable, long-lasting
surface. Utilizing an improved asphalt mix with enhanced longevity and performance qualities ensures a
stable surface that withstands weathering and flow velocities.
Step 4 – Implement site-specific and other source-control BMPs
Additionally, proposed storm inlets are strategically placed and designed to treat runoff from newly
modified and added impervious areas. These inlets incorporate source-control features such as sump pits
and/or sediment collection devices to reduce the pollutant load entering the storm conveyance system.
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Together, the ADS isolator rows and the specialized storm inlets ensure that runoff from the project area
meets or exceeds the City of Fort Collins’ water quality treatment standards.
DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS
This project’s stormwater management strategy meets the City of Fort Collins requirement for on-site
Low Impact Development (LID) treatment, with a minimum of 75% of the site’s runoff receiving water
quality treatment through LID practices. The remaining portion of the site’s runoff is treated within the
Golden Meadows detention/water quality facility, ensuring compliance with all applicable City of Fort
Collins standards and criteria.
HYDROLOGIC CRITERIA
Weighted percent imperviousness was calculated for each basin using the Fort Collins Stormwater
Criteria Manual Table 3.2-2 for each basin. The City of Fort Collins area has rainfall depths associated
with the table below, as shown in Chapter 5 of the Fort Collins Stormwater Criteria Manual.
HYDRAULIC CRITERIA
The private Nyloplastic area inlet storm drains were sized to capture the 2-year storm. In the 100 Year
event a portion of the runoff will spill into the parking lot and sheet flow.
FLOODPLAIN REGULATIONS COMPLIANCE
As previously stated, the site lies within FEMA Zone X, areas which are determined to be outside the
0.2% annual chance floodplain. The site is not located within a FEMA regulated floodplain, as shown in
Appendix A in the FEMA attachments. The site is also not located in the City of Fort Collins Floodplain,
as shown in Appendix A in the City of Fort Collins Flood map.
MODIFICATIONS OF CRITERIA
The site does not treat 100% of modified/ added impervious areas with traditional BMPs. 100% of added
onsite impervious area associated with the Pickleball courts is treated for water quality. The small portion
of runoff that is untreated, but will not have a significant impact on water quality.
With the exception of the resurfacing of the parking lot, which is not considered modified impervious
area, there will be some additional improvement to the site that is considered new/modified impervious
area. The new concrete walk/pan that replaces the gravel on the eastern side of the site, which will be
built in phase 2, will add impervious area. In addition, an offsite walk to the Colorado Early Colleges - Fort
Collins High School will add additional impervious area. However, the proposed landscape islands within
the site will result in a net increase in the previous area, resulting in a net lowering of the site's total
Pickleball Facility at 4400 Innovation Drive
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percent impervious value and runoff coefficient. For additional information on the LID treatment methods
and impervious areas, please refer to Appendix G - for the LID exhibit.
EROSION CONTROL
This project’s design and construction operations will be conducted in full accordance with the City of
Fort Collins Erosion Control Criteria. All measures implemented will be selected, installed, and maintained
to prevent and minimize soil erosion, sediment transport, and related water quality impacts during and
after construction activities.
CONCLUSIONS
COMPLIANCE WITH STANDARDS
The hydrologic and water quality calculations were performed using the required methods as outlined in
the City of Fort Collins Stormwater Criteria Manual. The proposed drainage and water quality
improvements, including LID BMPs and ADS isolator rows, will adequately treat stormwater runoff,
reduce runoff volumes, and comply with City regulations. The project will not adversely impact flooding
conditions and will enhance long-term site and receiving water quality.
DRAINAGE CONCEPT
The drainage concept for the Pickleball Facility at 4400 Innovation Drive focuses on capturing, treating,
and safely conveying stormwater runoff to the existing Golden Meadows detention/water quality pond
while minimizing impacts on receiving waters. The project repaves and reconfigures the parking areas and
adds pickleball courts, incorporating Low-Impact Development (LID) practices to address runoff from
new impervious surfaces. Key measures include strategically placed inlets, ADS isolator rows for water
quality treatment, and enhanced landscaped islands to reduce runoff volumes and promote infiltration.
Together, these improvements ensure the majority of new and modified impervious surfaces are treated
for water quality, comply with local stormwater criteria, and effectively manage flows to protect
downstream waterways.
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REFERENCES
Fort Collins Stormwater Criteria Manual; City of Fort Collins, Colorado, December 2018.
Urban Storm Drainage Criteria Manual (Volumes 1, 2, and 3); Urban Drainage and Flood Control District,
June 2001.
Fox Meadows Basin Drainage Master Plan Update; ICON Engineering, Inc., prepared for City of Fort
Collins, Colorado, April 2008.
Pickleball Facility at 4400 Innovation Drive
Final Drainage Report
APPENDIX A – FIGURES
A Westrian Company
E. HARMONY ROAD
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Hydrologic Soil Group—Larimer County Area, Colorado
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/17/2024
Page 1 of 4
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496020 496060 496100 496140 496180 496220 496260 496300 496340 496380
496020 496060 496100 496140 496180 496220 496260 496300 496340 496380
40° 31' 40'' N
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40° 31' 40'' N
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40° 31' 31'' N
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N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 50 100 200 300
Feet
0 25 50 100 150
Meters
Map Scale: 1:1,790 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 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
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/17/2024
Page 2 of 4
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
74 Nunn clay loam, 1 to 3
percent slopes
C 6.0 38.5%
75 Nunn clay loam, 3 to 5
percent slopes
C 4.8 31.1%
76 Nunn clay loam, wet, 1
to 3 percent slopes
C 4.7 30.4%
Totals for Area of Interest 15.6 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Hydrologic Soil Group—Larimer County Area, Colorado
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/17/2024
Page 3 of 4
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Larimer County Area, Colorado
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/17/2024
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 12/17/2024 at 7:17 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°2'59"W 40°31'50"N
105°2'21"W 40°31'23"N
Basemap Imagery Source: USGS National Map 2023
Pickleball Facility at 4400 Innovation Drive
Final Drainage Report
APPENDIX B – HYDROLOGIC CALCULATIONS
Subdivision:GOLDEN MEADOWS BUSINESS PARK Project Name:PICKLEBALL FACILITY AT 4400 INNOVATION DRIVE
Location:Fort Collins Project No.:
Calculated By:ARJ
Checked By:0
Date:4/7/25
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
EA1 1.57 100%1.26 80.2%40%0.00 0.0%90%0.00 0.0%2%0.31 0.4%80.6%
EB1 0.68 100%0.46 67.9%40%0.00 0.0%90%0.01 1.2%2%0.21 0.6%69.6%
EC2 0.22 100%0.17 76.7%40%0.05 9.3%90%0.00 0.0%2%0.05 0.5%86.5%
OS1 6.27 100%0.79 12.5%40%0.31 2.0%90%0.68 9.7%2%4.50 1.4%25.6%
OS2 3.50 100%1.98 56.4%40%0.00 0.0%90%0.74 19.1%2%0.78 0.4%76.0%
OS3 0.57 100%0.05 9.3%40%0.00 0.0%90%0.40 64.0%2%0.11 0.4%73.7%
39838.00
Weighted
% Imp.
Basins Total Weighted %
Imp.Basin ID Total Area (ac)% Imp. Area (ac)
Lawns
% Imp. Area (ac)Weighted
% Imp.
Paved Roads and Walks Roofs
Imp.
HISTORIC - COMPOSITE % IMPERVIOUS CALCULATIONS
% Imp.Area (ac)
Gravel
% Imp.Area (ac)Imp.
X:\3980000.all\3983800\Excel\Drainage\3983800 Ex Drainage_Calcs_Template_v2.07.xlsm Page 1 of 1 4/8/2025
Subdivision:GOLDEN MEADOWS BUSINESS PARK Project Name:PICKLEBALL FACILITY AT 4400 INNOVATION DRIVE
Location:Fort Collins Project No.:
Calculated By:ARJ
Checked By:0
Date:4/7/25
1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21.0
Hydrologic
Soils Group
EA1 1.57 C 0.95 1.26 0.76 0.95 0.95 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.20 0.31 0.04 0.05 0.80 1.00
EB1 0.68 C 0.95 0.46 0.64 0.81 0.95 0.01 0.01 0.02 0.50 0.00 0.00 0.00 0.20 0.21 0.06 0.08 0.72 0.90
EC1 0.59 C 0.95 0.59 0.95 1.00 0.95 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.20 0.00 0.00 0.00 0.95 1.00
EC2 0.22 C 0.95 0.17 0.73 0.91 0.95 0.00 0.00 0.00 0.50 0.05 0.12 0.15 0.20 0.05 0.05 0.06 0.78 1.00
OS1 6.27 C 0.95 0.79 0.12 0.15 0.95 0.68 0.10 0.13 0.50 0.31 0.02 0.03 0.20 4.50 0.14 0.18 0.37 0.46
OS2 3.50 C 0.95 1.98 0.54 0.67 0.95 0.74 0.20 0.25 0.50 0.00 0.00 0.00 0.20 0.78 0.04 0.06 0.78 0.98
OS3 0.57 C 0.95 0.05 0.09 0.11 0.95 0.40 0.68 0.84 0.50 0.00 0.00 0.00 0.20 0.11 0.04 0.05 0.80 1.00
COMP.13.39 0.59 0.73
Basins Total Weighted 100
YEAR CRunoff
Coefficient Area (ac)2 - YEAR C 100 - YEAR C
Paved Roads/Ashphalt/Concrete Roofs Lawns
Basins Total Weighted 2
YEAR C100 - YEAR C
39838.00
Total Area
(ac)Runoff
Coefficient
HISTORIC - COMPOSITE RUNOFF COEFFICIENT CALCULATIONS
Basin ID Area (ac) 2 - YEAR C 100 - YEAR C Runoff
Coefficient Area (ac)2 - YEAR C 100 - YEAR C
Gravel
Runoff
Coefficient Area (ac)2 - YEAR C
X:\3980000.all\3983800\Excel\Drainage\3983800 Ex Drainage_Calcs_Template_v2.07.xlsm Page 1 of 1 4/8/2025
Subdivision:GOLDEN MEADOWS BUSINESS PARK Project Name:PICKLEBALL FACILITY AT 4400 INNOVATION DRIVE
Location:Fort Collins Project No.:
Calculated By:ARJ
Checked By:0
Date:4/7/25
1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21.0
BASIN D.A. Hydrologic Impervious C2 C100 L S o t i - 2Year t i - 100 Year L t S t K VEL.t t COMP.t c-2 Year COMP.t c 100 - Year TOTAL Urbanized t c t c-2 Year t c-100 Year
ID (ac) Soils Group (%)(ft)(%)(min)(min)(ft)(%)(ft/s)(min)(min)(min)LENGTH (ft)(min)(min)(min)
EA1 1.57 C 81%0.80 1.00 10 2.0%6.4 2.2 280 1.2%15.0 1.6 2.8 9.3 5.0 290.0 11.6 9.3 5.0
EB1 0.68 C 70%0.72 0.90 40 2.0%16.4 8.7 70 1.3%20.0 2.3 0.5 16.9 9.2 110.0 10.6 10.6 9.2
EC1 0.59 C 100%0.95 1.00 15 2.0%4.0 2.6 105 0.3%20.0 1.1 1.6 5.5 4.2 120.0 10.7 5.5 5.0
EC2 0.22 C 87%0.78 1.00 5 2.0%4.9 1.5 30 0.7%20.0 1.7 0.3 5.2 1.8 35.0 10.2 5.2 5.0
OS1 6.27 C 26%0.37 0.46 10 2.0%15.8 13.8 438 1.4%15.0 1.8 4.2 20.0 18.0 448.0 12.5 12.5 12.5
OS2 3.50 C 76%0.78 0.98 10 2.0%6.8 2.6 208 1.7%20.0 2.6 1.3 8.2 3.9 218.0 11.2 8.2 5.0
OS3 0.57 C 74%0.80 1.00 5 2.0%4.5 1.5 15 2.0%20.0 2.8 0.1 4.6 1.6 20.0 10.1 5.0 5.0
NOTES:
HISTORIC - STANDARD FORM SF-2
TIME OF CONCENTRATION
SUB-BASIN Time of Concentration -Check
39838.00
FINAL(Tc)DATA
INITIAL/OVERLAND
(Ti)
TRAVEL TIME
(Tt)
X:\3980000.all\3983800\Excel\Drainage\3983800 Ex Drainage_Calcs_Template_v2.07.xlsm Page 1 of 1 4/8/2025
Project Name:PICKLEBALL FACILITY AT 4400 INNOVATION DRIVE
Subdivision:GOLDEN MEADOWS BUSINESS PARK Project No.:
Location:Fort Collins Calculated By:ARJ
Design Storm:Checked By:0
Date:
TRAVEL TIME
STREET
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REMARKS
Runoff from the the Colorado Early Colleges Site
o2 OS2 3.50 0.78 8.2 2.74 2.38 6.5
Runoff from the onsite parking lot and site
1a EA1 1.57 0.80 9.3 1.26 2.28 2.9 9.3 4.00 2.28 9.1
Runoff from Kruse Elementry School
o1 OS1 6.27 0.37 12.5 2.29 2.02 4.6
Runoff from the site frontage
1b EB1 0.68 0.72 10.6 0.49 2.16 1.1
Runoff goes into drain and is pipes offsite
3b OS3 0.57 0.80 5.0 0.45 2.85 1.3 10.6 0.94 2.16 2.0
Runoff drains off site
1c EC1 0.59 0.95 5.5 0.56 2.75 1.5
Runoff drains off site
2c EC2 0.22 0.78 5.2 0.17 2.81 0.5
Notes:
Street and Pipe C*A values are determined by Q/i using the catchment's intensity value.
DIRECT RUNOFF TOTAL RUNOFF STREET PIPE
HISTORIC - STANDARD FORM SF-3
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
X:\3980000.all\3983800\Excel\Drainage\3983800 Ex Drainage_Calcs_Template_v2.07.xlsm Page 1 of 1 4/8/2025
Project Name:PICKLEBALL FACILITY AT 4400 INNOVATION DRIVE
Subdivision:GOLDEN MEADOWS BUSINESS PARK Project No.:
Location:Fort Collins Calculated By:ARJ
Design Storm:Checked By:0
Date:
TRAVEL TIME
STREET
De
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REMARKS
Runoff from the the Colorado Early Colleges Site
o2 OS2 3.50 0.98 5.0 3.43 9.95 34.1
Runoff from the onsite parking lot and site
1a EA1 1.57 1.00 5.0 1.57 9.95 15.6 5.0 5.00 9.95 49.8
Runoff from Kruse Elementry School
o1 OS1 6.27 0.46 12.5 2.86 7.04 20.1
Runoff from the site frontage
1b EB1 0.68 0.90 9.2 0.61 7.97 4.9
Runoff goes into drain and is pipes offsite
3b OS3 0.57 1.00 5.0 0.57 9.95 5.7 9.2 1.18 7.97 9.4
Runoff drains off site
1c EC1 0.59 1.00 5.0 0.59 9.95 5.9
Runoff drains off site
2c EC2 0.22 1.00 5.0 0.22 9.95 2.2
Notes:
Street and Pipe C*A values are determined by Q/i using the catchment's intensity value.
STORM DRAINAGE SYSTEM DESIGN
HISTORIC - STANDARD FORM SF-3
(RATIONAL METHOD PROCEDURE)
PIPE
100-Year
DIRECT RUNOFF TOTAL RUNOFF
4/7/25
STREET
X:\3980000.all\3983800\Excel\Drainage\3983800 Ex Drainage_Calcs_Template_v2.07.xlsm Page 1 of 1 4/8/2025
Subdivision:GOLDEN MEADOWS BUSINESS PARK Project Name:PICKLEBALL FACILITY
Location:Fort Collins Project No.:
Calculated By:ARJ
Checked By:0
Date:4/7/25
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
A1 1.17 100%1.04 89.0%40%0.00 0.0%90%0.00 0.0%2%0.13 0.2%89.3%
A2 0.33 100%0.28 83.6%40%0.00 0.0%90%0.00 0.0%2%0.05 0.3%83.9%
A3 0.12 100%0.11 90.7%40%0.00 0.0%90%0.00 0.0%2%0.01 0.2%90.9%
B1 0.58 100%0.41 70.7%40%0.00 0.0%90%0.01 1.4%2%0.16 0.6%72.6%
C1 0.59 100%0.54 92.8%40%0.00 0.0%90%0.00 0.0%2%0.04 0.1%92.9%
C2 0.22 100%0.18 82.8%40%0.00 0.0%90%0.00 0.0%2%0.04 0.3%83.2%
OS1 6.27 100%0.79 12.5%40%0.31 2.0%90%0.68 9.7%2%4.81 1.5%25.7%
OS2 3.50 100%1.98 56.4%40%0.00 0.0%90%0.74 19.1%2%0.78 0.4%76.0%
OS3 0.57 100%0.05 9.3%40%0.00 0.0%90%0.40 64.0%2%0.11 0.4%73.7%
39838.00
Weighted
% Imp.
Basins Total Weighted
% Imp.% Imp. Area (ac)Weighted
% Imp.
Paved Roads and Walks Roofs
Imp.
COMPOSITE % IMPERVIOUS CALCULATIONS
% Imp.Area (ac)
Gravel
% Imp.Area (ac)Imp.Basin ID Total Area (ac)% Imp. Area (ac)
Lawns
X:\3980000.all\3983800\Excel\Drainage\3983800 Drainage_Calcs_Template_v2.07.xlsm Page 1 of 1 4/8/2025
Subdivision:GOLDEN MEADOWS BUSINESS PARK Project Name:PICKLEBALL FACILITY
Location:Fort Collins Project No.:
Calculated By:ARJ
Checked By:0
Date:4/7/25
1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21.0
Hydrologic
Soils Group
A1 1.17 C 0.95 1.04 0.85 1.00 0.95 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.20 0.13 0.02 0.03 0.87 1.00
A2 0.33 C 0.95 0.28 0.79 0.99 0.95 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.20 0.05 0.03 0.04 0.83 1.00
A3 0.12 C 0.95 0.11 0.86 1.00 0.95 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.20 0.01 0.02 0.02 0.88 1.00
B1 0.58 C 0.95 0.41 0.67 0.84 0.95 0.01 0.01 0.02 0.50 0.00 0.00 0.00 0.20 0.16 0.06 0.07 0.74 0.93
C1 0.59 C 0.95 0.54 0.88 1.00 0.95 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.20 0.04 0.01 0.02 0.90 1.00
C2 0.22 C 0.95 0.18 0.79 0.98 0.95 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.20 0.04 0.03 0.04 0.82 1.00
OS1 6.27 C 0.95 0.79 0.12 0.15 0.95 0.68 0.10 0.13 0.50 0.31 0.02 0.03 0.20 4.81 0.15 0.19 0.37 0.47
OS2 3.50 C 0.95 1.98 0.54 0.67 0.95 0.74 0.20 0.25 0.50 0.00 0.00 0.00 0.20 0.78 0.04 0.06 0.78 0.98
OS3 0.57 C 0.95 0.05 0.09 0.11 0.95 0.40 0.68 0.84 0.50 0.00 0.00 0.00 0.20 0.11 0.04 0.05 0.80 1.00
COMP.13.35 0.61 0.74
Basins Total Weighted
100 YEAR CRunoff
Coefficient Area (ac)2 - YEAR C 100 - YEAR C
Paved Roads/Ashphalt/Concrete Roofs Lawns
Basins Total Weighted 2
YEAR C100 - YEAR C
39838.00
Total Area (ac)Runoff
Coefficient
COMPOSITE RUNOFF COEFFICIENT CALCULATIONS
Basin ID Area (ac)2 - YEAR C 100 - YEAR C Runoff
Coefficient Area (ac)2 - YEAR C 100 - YEAR C
Gravel
Runoff
Coefficient Area (ac)2 - YEAR C
X:\3980000.all\3983800\Excel\Drainage\3983800 Drainage_Calcs_Template_v2.07.xlsm Page 1 of 1 4/8/2025
Subdivision:GOLDEN MEADOWS BUSINESS PARK Project Name:PICKLEBALL FACILITY
Location:Fort Collins Project No.:
Calculated By:ARJ
Checked By:0
Date:4/7/25
1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21.0
BASIN D.A. Hydrologic Impervious C2 C100 L S o t i - 2Year t i - 100 Year L t S t K VEL.t t COMP.t c-2 Year COMP.t c 100 - Year TOTAL Urbanized t c t c-2 Year t c-100 Year
ID (ac) Soils Group (%)(ft)(%)(min)(min)(ft)(%)(ft/s)(min)(min)(min)LENGTH (ft)(min)(min)(min)
A1 1.17 C 89%0.87 1.00 5 2.0%3.5 1.5 280 1.2%15.0 1.6 2.8 6.4 4.4 285.0 11.6 6.4 5.0
A2 0.33 C 84%0.83 1.00 5 2.0%4.2 1.5 64 0.5%20.0 1.4 0.8 4.9 2.3 69.0 10.4 5.0 5.0
A3 0.12 C 91%0.88 1.00 5 2.0%3.3 1.5 64 0.5%20.0 1.4 0.8 4.1 2.3 69.0 10.4 5.0 5.0
B1 0.58 C 73%0.74 0.93 5 2.0%5.5 2.6 70 1.3%20.0 2.2 0.5 6.0 3.2 75.0 10.4 6.0 5.0
C1 0.59 C 93%0.90 1.00 5 2.0%3.1 1.5 100 0.3%20.0 1.1 1.5 4.6 3.0 105.0 10.6 5.0 5.0
C2 0.22 C 83%0.82 1.00 30 0.7%14.7 5.3 189 0.5%20.0 1.4 2.2 16.9 7.5 219.0 11.2 11.2 7.5
OS1 6.27 C 26%0.37 0.47 10 2.0%15.6 13.6 438 1.4%15.0 1.8 4.2 19.8 17.7 448.0 12.5 12.5 12.5
OS2 3.50 C 76%0.78 0.98 10 2.0%6.8 2.6 208 1.7%20.0 2.6 1.3 8.2 3.9 218.0 11.2 8.2 5.0
OS3 0.57 C 74%0.80 1.00 5 2.0%4.5 1.5 15 2.0%20.0 2.8 0.1 4.6 1.6 20.0 10.1 5.0 5.0
NOTES:
STANDARD FORM SF-2
TIME OF CONCENTRATION
SUB-BASIN Time of Concentration -Check
39838.00
FINAL(Tc)DATA
INITIAL/OVERLAND
(Ti)
TRAVEL TIME
(Tt)
X:\3980000.all\3983800\Excel\Drainage\3983800 Drainage_Calcs_Template_v2.07.xlsm Page 1 of 1 4/8/2025
Project Name:PICKLEBALL FACILITY
Subdivision:GOLDEN MEADOWS BUSINESS PARK Project No.:
Location:Fort Collins Calculated By:ARJ
Design Storm:Checked By:0
Date:
TRAVEL TIME
STREET
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REMARKS
1o OS1 6.27 0.37 12.5 2.35 2.02 4.7
Runoff from the the Colorado Early Colleges Site
2o OS2 3.50 0.78 8.2 2.74 2.38 6.5
Runoff into chase goes onto Street
1a A1 1.17 0.87 6.4 1.01 2.62 2.6 8.2 3.75 2.38 8.9
Runoff from the Pickleball courts - Drains to nyloplastic inlets
3a A3 0.12 0.88 5.0 0.11 2.85 0.3
Runoff from the Pickleball courts - Drains to nyloplastic inlets
2a A2 0.33 0.83 5.0 0.28 2.85 0.8
Total runoff in Nyloplastic inlets
1.1 5.0 0.39 2.85 1.1
Ruoff from site. Drains to ex pipe.
1b B1 0.58 0.74 6.0 0.43 2.67 1.2
3o OS3 0.57 0.80 5.0 0.45 2.85 1.3 6.0 0.88 2.67 2.4
Drains to channel - east of the site
1c C1 0.59 0.90 5.0 0.53 2.85 1.5
Drain North of the site into Golden Meadows pond
2c C2 0.22 0.82 11.2 0.18 2.11 0.4
Notes:
Street and Pipe C*A values are determined by Q/i using the catchment's intensity value.
DIRECT RUNOFF TOTAL RUNOFF STREET PIPE
STANDARD FORM SF-3
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
X:\3980000.all\3983800\Excel\Drainage\3983800 Drainage_Calcs_Template_v2.07.xlsm Page 1 of 1 4/8/2025
Project Name:PICKLEBALL FACILITY
Subdivision:GOLDEN MEADOWS BUSINESS PARK Project No.:
Location:Fort Collins Calculated By:ARJ
Design Storm:Checked By:0
Date:
TRAVEL TIME
STREET
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i
n
)
REMARKS
Runoff from Kruse Elementary School on the west side of the site
1o OS1 6.27 0.47 12.5 2.94 7.04 20.7
Runoff from the the Colorado Early Colleges Site
2o OS2 3.50 0.98 5.0 3.43 9.95 34.1
STORM DRAINAGE SYSTEM DESIGN
STANDARD FORM SF-3
(RATIONAL METHOD PROCEDURE)
PIPE
100-Year
DIRECT RUNOFF TOTAL RUNOFF
4/7/25
STREET
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Pickleball Facility at 4400 Innovation Drive
Final Drainage Report
APPENDIX C – HYDRAULIC CALCULATIONS
Project Name:PIKLEBALL FACILITY
Subdivision:GOLDEN MEADOWS BUSINESS PARK Project No.:
Location:Fort Collins Calculated By:ARJ
Checked By:0
Date:
Q2 Q100
Total (CFS)Total (CFS)Slope (ft/ft)Min D ft Min D inches Min D ft Min D inches Min D Provided
1.1 1.1 4.5 0.005 0.74 8.83 1.24 14.89 12
2a 0.8 3.3 0.005 0.65 7.80 1.10 13.26 12
3a 0.3 1.2 0.005 0.46 5.49 0.76 9.07 8
* Sized for 2 year
DESIGN POINT SUMMARY
DP 2 year 100 year
39838.00
4/7/25
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Subdivision:PIKLEBALL FACILITY AT 4400 INNOVATION DRIVE Project Name:PIKLEBALL FACILITY AT 4400 INNOVATION DRIVE
Location:Fort Collins Project No.:
Design Storm:100-Year Calculated By:ARJ
Checked By:
Date:Jan-25
Input
Type of Grate 12" Standard
Head (ft)0.11
Properties
Orifice Flow Area (in)60.62
Orifice Flow Area (ft)0.42
Weir Flow Perimeter (in)43.75
Weir Flow Perimeter (ft)3.65
Solution
Capacity (cfs)0.44
Capacity (gpm)198.78
Design Point 2 YR (cfs)3a 1.2
No of inlets 3
Total Cap. (cfs)1.33
FS 1.11
uses the lesser of these two equations
REV 2.1.21
39838.00
DISCLAIMER: SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE DESIGN
ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR
TURF AREAS. ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL.
Subdivision:PIKLEBALL FACILITY AT 4400 INNOVATION DRIVE Project Name:PIKLEBALL FACILITY AT 4400 INNOVATION DRIVE
Location:Fort Collins Project No.:
Design Storm:100-Year Calculated By:ARJ
Checked By:
Date:Jan-25
Input
Type of Grate 12" Standard
Head (ft)0.11
Properties
Orifice Flow Area (in)60.62
Orifice Flow Area (ft)0.42
Weir Flow Perimeter (in)43.75
Weir Flow Perimeter (ft)3.65
Solution
Capacity (cfs)0.44
Capacity (gpm)198.78
Design Point 100 YR (cfs)3a 0.3
No of inlets 3
Total Cap. (cfs)1.33
FS 4.24
uses the lesser of these two equations
REV 2.1.21
39838.00
DISCLAIMER: SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE DESIGN
ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR
TURF AREAS. ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL.
Subdivision:PIKLEBALL FACILITY AT 4400 INNOVATION DRIVE Project Name:PIKLEBALL FACILITY AT 4400 INNOVATION DRIVE
Location:Fort Collins Project No.:
Design Storm:100-Year Calculated By:ARJ
Checked By:
Date:Jan-25
Input
Type of Grate 12" Standard
Head (ft)0.15
Properties
Orifice Flow Area (in)60.62
Orifice Flow Area (ft)0.42
Weir Flow Perimeter (in)43.75
Weir Flow Perimeter (ft)3.65
Solution
Capacity (cfs)0.71
Capacity (gpm)316.54
Design Point 2 YR (cfs)2a 3.3
No of inlets 5
Total Cap. (cfs)3.53
FS 1.07
uses the lesser of these two equations
REV 2.1.21
39838.00
DISCLAIMER: SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE DESIGN ENGINEER
TAKING INTO ACCOUNT ALL LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS.
ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL.
Subdivision:PIKLEBALL FACILITY AT 4400 INNOVATION DRIVE Project Name:PIKLEBALL FACILITY AT 4400 INNOVATION DRIVE
Location:Fort Collins Project No.:
Design Storm:100-Year Calculated By:ARJ
Checked By:
Date:Jan-25
Input
Type of Grate 12" Standard
Head (ft)0.15
Properties
Orifice Flow Area (in)60.62
Orifice Flow Area (ft)0.42
Weir Flow Perimeter (in)43.75
Weir Flow Perimeter (ft)3.65
Solution
Capacity (cfs)0.71
Capacity (gpm)316.54
Design Point 100 YR (cfs)2a 0.8
No of inlets 5
Total Cap. (cfs)3.53
FS 4.42
uses the lesser of these two equations
REV 2.1.21
39838.00
DISCLAIMER: SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE DESIGN ENGINEER
TAKING INTO ACCOUNT ALL LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS.
ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL.
A Westrian Company
Subdivision:GOLDEN MEADOWS BUSINESS PARK Project Name:PIKLEBALL FACILITY
Location:Fort Collins Project No.:39838.00
Calculated By:ARJ
Checked By:
Date:4/3/25
Area (acres)0.46 Area of Catchment tributary to storage facility (Acres)
2yr Runoff Coefficient 'C'0.84 the runoff coefficient
100yr Runoff Coefficinent 'Cfc'1.00 *with Frequency Adjustment Factor (100-yr = 1.25)
Release Rate (cfs)1.10 the allowable maximum release rate from the detention facility
Time of Concentration (min)5
ft3 acre-ft.
2748.6 0.063
Time (min) C * A
100-Yr
Intensity
(in/hr)
Inflow
Rate (cfs)
Volume
(ft3)
Adjustmen
t factor
(m)
Average
Outflow
Rate (cfs)
Volume
(ft3)(ft3)
Detentio
(acre-ft)
5 0.46 9.95 4.55 1364.34 0.61 0.67 201.30 1163.04 0.0267
10 0.46 7.72 3.53 2117.12 0.56 0.61 366.30 1750.82 0.0402
15 0.46 6.52 2.98 2682.05 0.54 0.59 531.30 2150.75 0.0494 Golden Meadows Pond Area
20 0.46 5.60 2.56 3071.47 0.53 0.58 696.30 2375.17 0.0545 146383.04 Ft^2
25 0.46 4.98 2.28 3414.27 0.52 0.57 861.30 2552.97 0.0586 3.36 Acre-Ft
30 0.46 4.52 2.07 3718.67 0.52 0.57 1026.30 2692.37 0.0618
35 0.46 4.08 1.86 3916.12 0.52 0.57 1191.30 2724.82 0.0626 Detention in 100 YR
40 0.46 3.74 1.71 4102.60 0.51 0.57 1356.30 2746.30 0.0630 2776.02 Ft^3
45 0.46 3.46 1.58 4269.89 0.51 0.56 1521.30 2748.59 0.0631
50 0.46 3.23 1.48 4428.95 0.51 0.56 1686.30 2742.65 0.0630 Depth in Pond
55 0.46 3.03 1.38 4570.18 0.51 0.56 1851.30 2718.88 0.0624 0.02 Ft
60 0.46 2.86 1.31 4705.93 0.51 0.56 2016.30 2689.63 0.0617 0.23 Inches
65 0.46 2.71 1.24 4830.71 0.51 0.56 2181.30 2649.41 0.0608
70 0.46 2.59 1.18 4971.94 0.51 0.56 2346.30 2625.64 0.0603
75 0.46 2.48 1.13 5100.83 0.51 0.56 2511.30 2589.53 0.0594
80 0.46 2.38 1.09 5221.50 0.51 0.56 2676.30 2545.20 0.0584
85 0.46 2.29 1.05 5338.05 0.51 0.56 2841.30 2496.75 0.0573
90 0.46 2.21 1.01 5454.60 0.51 0.56 3006.30 2448.30 0.0562
95 0.46 2.13 0.97 5549.21 0.51 0.56 3171.30 2377.91 0.0546
100 0.46 2.06 0.94 5649.31 0.51 0.56 3336.30 2313.01 0.0531
Required detention
Detention Pond Sizing FAA Methoud
Page 1
105 0.46 2.00 0.91 5759.00 0.51 0.56 3501.30 2257.70 0.0518
110 0.46 1.94 0.89 5852.25 0.51 0.56 3666.30 2185.95 0.0502
115 0.46 1.88 0.86 5929.03 0.50 0.56 3831.30 2097.73 0.0482
120 0.46 1.84 0.84 6055.18 0.50 0.56 3996.30 2058.88 0.0473
Page 2
Pickleball Facility at 4400 Innovation Drive
Final Drainage Report
APPENDIX D – WATER QUALITY CALCULATIONS
Subdivision:GOLDEN MEADOWS BUSINESS PARK Project Name:PIKLEBALL FACILITY
Location:Fort Collins Project No.:39838.00
Calculated By:ARJ
Checked By:0
Date:4/7/25
Basin (ac)Value % Imp.
A2 0.33 0.83 83.9%
A3 0.12 0.88 90.9%
Total 0.46 0.84 85.8%
WQCV Drain Time (hr):12
Coefficient, a (Figure 3.2):0.8
WQCV (in):0.29
WQCV (ac-ft):0.011
WQ Pond Tributary Areas
ADS Isolator Rows
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A B C D E F G H I J K L M N
VAULT ID
TOTAL
REQUIRED
WQCV
(CF)
WQ FLOW
(CFS)CHAMBER TYPE
RELEASE RATE/
CHAMBER
(CFS)
CHAMBER
VOLUME
(CF)
CHAMBER
VOLUME +
AGGREGATE
(CF)
NUMBER OF
CHAMBERS
RELEASE RATE
WQCV
METHOD
(CFS)
REQUIRED
STORAGE
VOLUME
(CF)
NUMBER OF
CHAMBERS
(FAA)
VOLUME
(CHAMBERS
ONLY)
(CF)
RELEASE
RATE FAA
METHOD
(CFS)
TOTAL
NUMBER OF
CHAMBERS
REQUIRED
TOTAL
SYSTEM
VOLUME
(CF)
WQ A 488.45 0.55 MC-3500 0.036 109.9 175.0 3 0.11 252 3 330 0.11
CONFIRM CONFIRM
A MHFD Extended Detention Basin Spreadsheet WQCV
B 1/2 of the 2-year developed flow rate for the basin being sized
C Chamber type based on site constraints
D Flow rate thru the bottom of the isolator row chamber which is equal to the area of the bottom of the chamber multiplied by the flow rate per unit area (see calculations below)
E Volume within chamber only, not accounting for void spaces in surrounding aggregate (standard spec)
F Volume includes chamber and void space (40%) in surrounding aggregate , per chamber unit. (standard spec)
G Number of chambers required to provide full WQCV within total installed system, include aggregate = A / F
H Release rate per chamber times number of chambers = D * G
I FAA calc based on Flow, WQ and Total Release Rate
J Number of chambers required to provide required FAA staorage volume stored within the chamber only (no aggregate stone) = I / E
K Volume provided in chambers only (no aggregate storage). This must meet or exceed the required FAA storage volume. Greater of G or J * E
L Release rate per chamber times number of chambers = D * J
M Total number of chambers (Greater of J or G)
N Total system volume. Includes number of chambers plus aggregate. This must meet or exceed required WQCV
MC-3500
60.0 60.0 45.0 30.0 16.0 12.0 HEIGHT ft 3.75
100.0 100.0 77.0 51.0 34.0 25.0 WIDTH ft 6.4166667
79.1 48.3 86.0 85.4 85.4 85.4 INSTALLED LENGTH ft 7.1666667
54.9 33.5 46.0 30.2 20.2 14.8 FLOOR AREA (SF)46.0
175.9 106.5 109.9 45.9 14.7 6.9 CHAMBER VOLUME (CF)109.9
267.3 162.6 175.0 74.9 31.0 15.0 CHAMBER/AGGREGATE VOLUME (CF)175.0
CHAMBER FLOW RATE CONVERSION (GPM/SF TO CFS)
0.35 GPM/SF
1 CF =7.48052 GAL
1 GALLON =0.133681 CF
1 GPM =0.002228 CFS
*FLOW RATE BASED ON 1/2 OF NOV 07 QMAX IN FIGURE 17 OF UNH TESTING REPORT
MC-7200 MC-4500 MC-3500 SC-740 SC-310 SC-160LP
0.043 0.026 0.036 0.024 0.016 0.012 (COLUMN D)FLOW RATE / CHAMBER (CFS)
STORMTECH CHAMBER VOLUME AND RELEASE RATE CALCULATIONS
FLOOR AREA (SF)
CHAMBER VOLUME (CF)
CHAMBER/AGGREGATE VOLUME (CF)
FLOW RATE*
CHAMBER FLOW RATE
WIDTH (IN)
INSTALLED LENGTH (IN)
HEIGHT (IN)
STORMTECH CHAMBER DATA
Subdivision:GOLDEN MEADOWS BUSINESS PARK Project Name:PIKLEBALL FACILITY AT 4400 INNOVATION DRIVE
Location:Fort Collins Project No.:39838.00
Calculated By:ARJ
Checked By:0
Date:4/12/25
WQ Storm
Composite 'C'0.84 ft3 acre-ft.
Area 0.46 Modified Modified 251.9 0.006
Release Rate 0.11 M. FATER D. JUDISH C. Li
May-95 Apr-98 Nov-98
DETENTION POND SIZING
TIME TIME INTENSITY Q 2 Runoff Release Required Required
cum 1/2 of 2 year Volume Cum total Detention Detention
(mins)(secs)(in/hr)(cfs)(ft^3)(ft^3)(ft^3)(ac-ft)
0 0 0 0.00 0 0.0 0.0 0.0000
5 300 1.425 0.55 164.3929 33.0 131.4 0.0030
10 600 1.105 0.42 254.9532 66.0 189.0 0.0043
15 900 0.935 0.36 323.5945 99.0 224.6 0.0052
20 1200 0.805 0.31 371.4703 132.0 239.5 0.0055
25 1500 0.715 0.27 412.4243 165.0 247.4 0.0057
30 1800 0.650 0.25 449.9174 198.0 251.9 0.0058
35 2100 0.585 0.22 472.4133 231.0 241.4 0.0055
40 2400 0.535 0.21 493.7556 264.0 229.8 0.0053
45 2700 0.495 0.19 513.9442 297.0 216.9 0.0050
50 3000 0.460 0.18 530.6719 330.0 200.7 0.0046
55 3300 0.435 0.17 552.0141 363.0 189.0 0.0043
60 3600 0.410 0.16 567.5882 396.0 171.6 0.0039
65 3900 0.385 0.15 577.3941 429.0 148.4 0.0034
70 4200 0.365 0.14 589.5072 462.0 127.5 0.0029
75 4500 0.345 0.13 597.0058 495.0 102.0 0.0023
80 4800 0.330 0.13 609.119 528.0 81.1 0.0019
85 5100 0.315 0.12 617.7713 561.0 56.8 0.0013
90 5400 0.305 0.12 633.3453 594.0 39.3 0.0009
95 5700 0.290 0.11 635.6526 627.0 8.7 0.0002
100 6000 0.280 0.11 646.0353 660.0 -14.0 -0.0003
105 6300 0.270 0.10 654.1107 693.0 -38.9 -0.0009
110 6600 0.260 0.10 659.8789 726.0 -66.1 -0.0015
115 6900 0.255 0.10 676.6066 759.0 -82.4 -0.0019
120 7200 0.245 0.09 678.3371 792.0 -113.7 -0.0026
Required detention
WQ Pond Tributary Areas
Pickleball Facility at 4400 Innovation Drive
Final Drainage Report
APPENDIX E – REFERENCES
!(
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E HARMONY RD
ZI
E
G
L
E
R
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D
E HORSETOOTH RD
S
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CO RD 40
UN
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Golden Meadow Pond• Retrofit Existing Pond to accommodate Water Quality Volume
Fox Meadows Pond• Retrofit Existing Pond to accommodate Water Quality Volume
FCRID Pond• New Pond to accommodate Water Quality Volume
Sunstone Village Regional Pond• Retrofit Existing Pond to accommodate Water Quality Volume
Hewlitt-Packard Ponds• Retrofit Existing Pond to accommodate Water Quality Volume
Woodland Park Pond• Retrofit Existing Pond to accommodate Water Quality Volume
Fos
s
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k
R
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r
v
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D
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c
h
(
F
C
R
I
D
)
Collindale Golf Course• Source Control BMP's (see report text)Alternate Locations Evaluated
Stone Ridge Pond• Alternative to FCRID location (EDBD)
K
I
F
C
B
A
H
Fox Meadows BasinSelected Plan - Water Quality Improvements .1 inch = 500 feet
0 500 1,000 1,500 2,000Feet
Fox Meadows Basin
Proposed BMP Basin Type
Flood Control Only
Water Quality Only
Flood Control and Water Quality
Proposed Improvements
Proposed Selected PlanWater Quality AlternativesProposed
Pickleball Facility at 4400 Innovation Drive
Final Drainage Report
APPENDIX F – MAPS
A
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before you dig.Call
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Know what's below.
before you dig.Call
R
Pickleball Facility at 4400 Innovation Drive
Final Drainage Report
APPENDIX G –LID EXHIBIT
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