HomeMy WebLinkAboutMULBERRY & GREENFIELDS - PUD MASTER PLAN - ODP210002 - SUBMITTAL DOCUMENTS - ROUND 3 - DRAINAGE REPORTPREPARED FOR:
Hartford Homes, LLC
4801 Goodman St.
Timnath, CO 80547
PREPARED BY:
Galloway & Company, Inc.
5265 Ronald Reagan Blvd., Suite 210
Johnstown, CO 80534
Contact: James Prelog, PE
DATE:
April 6th, 2021
Revised: August 17, 2021
MULBERRY
Fort Collins, CO
MASTER DRAINAGE PLAN
Mulberry
Master Drainage Report
Galloway & Company, Inc.Page 2 of 15
I. Introduction........................................................................................................................................... 3
General Location ......................................................................................................................... 3
Existing Site Info ......................................................................................................................... 3
II. Master Drainage Basin ........................................................................................................................ 4
Overall Basin Description ............................................................................................................ 4
Existing Drainage Facilities ......................................................................................................... 4
Floodplain ................................................................................................................................... 5
III. Project Description .............................................................................................................................. 6
IV. Proposed Drainage Facilities .............................................................................................................. 7
General Concept ......................................................................................................................... 7
V. Conclusions ........................................................................................................................................ 8
Compliance with Standards ......................................................................................................... 8
Variances .................................................................................................................................... 8
Summary of Concepts ................................................................................................................. 8
VI. References......................................................................................................................................... 9
Appendices:
A. Exhibits and Figures
B. Master Plan and Peakview Excerpts
C. SWMM Model
D. Drainage Maps
TABLE OF CONTENTS
Mulberry
Master Drainage Report
Galloway & Company, Inc.Page 3 of 15
I. Introduction
General Location
The proposed Mulberry subdivision is located directly south of East Vine 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
Mulberry 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, also referred to as the Mosaic Subdivision. The project 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.
Existing Site Info
The project site consists of approximately 260 acres. It is currently a vacant and undeveloped tract of land
that is being used for farming. Existing grades across the site vary from 0.5 to 3 percent. The site
generally drains from north to south. There are existing train tracks across the northern portion of the site
that run diagonal from the northwest to the southeast. 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 site.
According to the Natural Resources Conservation (NRCS) Web Soil Survey, the project site consists of a
mix of soil types and Hydrologic Soil Groups (HSG) including:
- Ascalon Sandy Loam (33%), HSG ‘B’
- Fort Collins Loam (27%), HSG ‘C’
- Garrett Loam (23%), HSG ‘B’
And smaller percentages of various other soil types as shown on the soil map included in Appendix A.
Mulberry
Master Drainage Report
Galloway & Company, Inc.Page 4 of 15
II. Master Drainage Basin
Overall Basin Description
The project site is located in lower portion of the Cooper Slough Watershed. The master plan for this
drainage basin is currently being updated but we were able to review a copy of the plan dated February
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 (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. Coordination between Peakview and the City regarding the storm water
outfall north of Mulberry Street will continue. There will be no changes to the Cooper Slough or Lake
Canals as part of this project.
The proposed development to the southwest 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 have been included in Appendix B.
Existing Drainage Facilities
A historic/existing basin map was developed with this drainage report, reference Appendix D, in order to
calculate the historic runoff from the site. 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 descriptions below.
According to the Master Plan, future development with 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.”
Basin H-1 (±72 acres, Q2 = 4.0 cfs, Q100 = 26.0 cfs) is associated with the northeastern portion of the
site to the north of the Burlington Northern Railroad tracks. Runoff generally runs south toward the
railroad tracks and then is conveyed east into the Cooper Slough.
Mulberry
Master Drainage Report
Galloway & Company, Inc.Page 5 of 15
Basin H-2 (±22 acres, Q2 = 1.3 cfs, Q100 = 15.5 cfs) is associated with the northeastern portion of the
site on the south side of the Burlington Northern Railroad tracks. Runoff generally runs south into
undeveloped land.
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.
Basin H-4 (±6.5 acres, Q2 = 0.4 cfs, Q100 = 8.7 cfs) is associated with the southwest portion of the site.
Runoff currently sheet east into the adjacent property and then to the Lake Canal.
Floodplain
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, a portion of the site lies within Zone AE, area subject to
inundation by the 1% annual chance flood. In Zone AE, the base flood elevations (BFEs) have been
determined.
However, a LOMR became effective February 21, 2019 removing BFEs from the area and replacing them
with 100-year water surface elevations. Preliminary Flood Map, 08069C0984J effective January 26, 2021,
provides the most current information regarding the 100 Year water surface elevations.
The project site lies within the flood zone area due to the existing Cooper Slough to the east of the
property and the portion of the Lake Canal that cuts across the southwest corner of the site. This will
require a floodplain permit which will be provided at the time of the building permit application.
The development shall be in compliance with floodplain regulations stated in Chapter 10 of 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 separate floodplain study will be prepared and will analyze the impact of the site on the existing
channel. FEMA elevation certificate will be completed and approved before CO.
Mulberry
Master Drainage Report
Galloway & Company, Inc.Page 6 of 15
III. Project Description
The Mulberry development encompasses approximately 260 acres and will include the development of
both single and multi-family homes, commercial use, and associated streets, utilities, and open space.
The project site is bordered to the west for East Ridge Second Filing, also referred to as the Mosaic
Subdivision, which is a single and multi-family development; to the north by the Trail Head Subdivision,
another single family development; to the southeast by the proposed Peakview development; and to the
south (south of Mulberry) and southwest by various commercial developments.
This report summarizes the overall concepts for the development including any channel improvements
and proposed detention. The concepts will be further developed and additional detail regarding the
property will be included in future reports.
Mulberry
Master Drainage Report
Galloway & Company, Inc.Page 7 of 15
IV. Proposed Drainage Facilities
General Concept
Runoff from the developed site will be conveyed via overland flow, swales, bioretention, and curb and
gutter to a proposed storm drain system that will convey the major and minor event stormwater runoff to
onsite detention ponds. There will be eight ponds that will provide detention for the site. Four ponds will
outfall to one pond on the east side of the site. One pond located on the east side of the site, will outfall
directly into the Cooper Slough. One pond on the southwest side of the site will outfall directly to the Lake
Canal. Two ponds will outfall to a proposed storm line that will convey the flows south to a 30” RCP stub
being provided with the Peakview development. The storm plan from the Peakview Construction
Drawings has been included in Appendix B. Peakview has planned for 18 cfs from our site in this pipe
and therefore that will control the overall release rate from those ponds. This pipe outfalls west to Cooper
Slough. In the future, when the master plan improvements are complete, this pipe will be removed and
the 4’x12’ box culvert under Greenfields Drive will become operational. The Mulberry pond outfall pipe will
be reconnected to the box culvert.
The project site has been divided into eight large basins, one for each detention pond. These basins will
be further subdivided as the drainage design progresses. The runoff from the basins and the sizing and
release rates for the proposed ponds have been preliminarily calculated with EPA SWMM 5.1. The model
assumes a medium density for planned single-family residential use (Basins A, B, D, and E), high density
for planned multi-family residential use (Basins C, G) and commercial use for Basins H and I.
Ponds A, B, D, & E will outfall into Pond C which will then outfall directly into the Cooper Slough. The
release rate from Pond C will be less than 0.2 cfs/ ace or 32.06 cfs. Pond I will outfall directly into the
Lake Canal. Ponds G and H will outfall to the proposed storm line that outfalls to the Peakview stub that
was previously discussed. The combined release rate from Ponds D, E, G and H will be less than 18 cfs.
A summary of the preliminary pond volumes and release rates from the SWMM model is included in
Appendix C.
Permanent BMP’s are being considered in helping allow for runoff reduction throughout the site. The
usage of bioretention is the primary BMP to be placed in landscaping areas to provide both infiltration and
filtration for the minor storm events. The implementation of LID BMP’s throughout the site has met the
treatment at least 50% of added impervious area.
There are no offsite basins that impact the project site.
There are no proposed improvements to the Cooper Slough associated with this development. A
separate floodplain report will be prepared to analyze the impact of the site on the channel.
Mulberry
Master Drainage Report
Galloway & Company, Inc.Page 8 of 15
V. Conclusions
Compliance with Standards
The design presented in this drainage report for the Mulberry development has been prepared in
accordance with the design standards and guidelines presented in the Fort Collins Stormwater Criteria
Manual.
Variances
1) Ch.6.1.1 Typical Release Rates: Allowable release rates during the 100-year storm event are limited
to the 2-year historic release rate, or less, as specially prescribed in the applicable Master Drainage
Plan.
Due to the site being existing farmland and relatively flat, the 2-year historic flow rates produce an
allowable flow rate of nearly 3.5 times less than the 0.2 cfs / acre criteria. Per the Master Drainage Plan, it
is stated to limit release to the into the lower Cooper Slough Area at the 100-year existing condition rate.
The adjacent development outfalling into the Cooper Slough is releasing the 0.2 cfs / acre criteria. It was
also suggested per City Stormwater Engineering that flows outfalling further upstream will help promote
the hydraulic health of the Cooper Slough.
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.
Mulberry
Master Drainage Report
Galloway & Company, Inc.Page 9 of 15
VI. 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.
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., February 2021.
6.Final Drainage Report for Peakview,United Civil Design Group, December 21, 2020.
Mulberry
Master Drainage Report
Galloway & Company, Inc.
APPENDIX A
Exhibits and Figures
5265 Ronald Reagan Blvd., Suite 210
Johnstown, CO 80534
970.800.3300 •GallowayUS.com
VICINITY MAP
MULBERRY DEVELOPMENT
NOT TO SCALE
Hydrologic Soil Group—Larimer County Area, Colorado
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/18/2021
Page 1 of 444922004492400449260044928004493000449320044934004493600449380044940004492200449240044926004492800449300044932004493400449360044938004494000498000498200498400498600498800499000499200499400
498000 498200 498400 498600 498800 499000 499200 499400
40° 35' 50'' N 105° 1' 26'' W40° 35' 50'' N105° 0' 24'' W40° 34' 47'' N
105° 1' 26'' W40° 34' 47'' N
105° 0' 24'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 450 900 1800 2700
Feet
0 100 200 400 600
Meters
Map Scale: 1:9,430 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 15, Jun 9, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 19, 2018—Aug
12, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Hydrologic Soil Group—Larimer County Area, Colorado
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/18/2021
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 79.5 32.7%
8 Ascalon sandy loam, 3
to 5 percent slopes
B 6.1 2.5%
22 Caruso clay loam, 0 to 1
percent slope
D 0.5 0.2%
35 Fort Collins loam, 0 to 3
percent slopes
C 66.7 27.4%
36 Fort Collins loam, 3 to 5
percent slopes
C 7.4 3.0%
37 Fort Collins loam, 5 to 9
percent slopes
C 2.9 1.2%
40 Garrett loam, 0 to 1
percent slopes
B 56.2 23.1%
42 Gravel pits A 0.0 0.0%
53 Kim loam, 1 to 3 percent
slopes
B 11.7 4.8%
76 Nunn clay loam, wet, 1
to 3 percent slopes
C 0.4 0.1%
77 Otero sandy loam, 0 to 3
percent slopes
A 9.7 4.0%
81 Paoli fine sandy loam, 0
to 1 percent slopes
A 1.0 0.4%
94 Satanta loam, 0 to 1
percent slopes
C 0.1 0.1%
103 Stoneham loam, 5 to 9
percent slopes
B 1.3 0.5%
Totals for Area of Interest 243.5 100.0%
Hydrologic Soil Group—Larimer County Area, Colorado
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/18/2021
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
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/18/2021
Page 4 of 4
FLOOD HAZARD INFORMATION
NATIONAL FLOOD INSURANCE PROGRAMFLOOD INSURANCE RATE MAP
LARIMER COUNT Y, COLORADOand Incorporated Areas
Panel Contains:
COMMUNITY NUMBER PANEL SUFFIX
09840984 JJLARIMER COUNTYFORT COLLINS, CITY OF 080101080102
MAP NUMBER08069C0984J
VERSION NUMBER2.6.4.6
SCALE
0983 1003
0992
0982
1011
0981 1001
1000*
0984
0 1,000 2,000500feet
1 inch = 500 feet 1:6,000
Map Projection:
LARIMER COUNTY
0 250 500125meters
PANEL LOCATOR
* PANEL NOT PRINTED
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Bridge
Bridge
Bridge
Bridge1 PCT AnnualChance Flood Discharge Contained in Structure
1 PCT Annual Chance Flood Discharge Contained in Structure
1 PCT Annual Chance Flood Discharge Contained in Structure
Culvert
Culvert
Cache La Poudre River- RProspect SFP
Cache LaPoudre River
Cache LaPoudre River- LPATH SFP
Cache La Poudre River Cooper SloughCooper Slough
Boxelder Creek
Boxelder Creek
Lake Canal
Cache La Poudre Reservoir Inlet
Lake CanalBox-elder Creek
Cache La Poudre River Reservoir Inlet
Cache La Poudre River Split - R Path
Box-elder Creek
Cooper Slough Overflow
Sherry Drive Overflow
Spring Creek
15
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MAP AREA SHOW NON THIS PANEL ISLOCATED W ITHINTOWNSHIP 7 NORTH,RANGE 68 W EST.N TIMBERLINE RDGREENFIELDS CTE L I N C O L N A V E
JOHN DEERE DR
DONELLA CT ZEPPELINWAYSTIMBERLINERDSEFRONTAGERDINTERNATIONAL BLVD
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S W F R O N T A G E R DHORIZON AVEJENNIE DR
COUNTRY-SIDE DR
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SURREY LNDAWN AVESYKESDR
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MARCH CTANDREASTSHARP POINT DR CLIFFORD DRJOANNE STSUMMIT CTFAIRCHILD STDELOZIER DRCONQ-UEST WAY
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COUN-TRYS-IDE CIR
SW FRONTAGE RDSHERRY DRZONE AE
ZONE AE
ZONEAE
ZONE AE
ZONE AE(EL 4891)ZONE AE
ZONE AE
ZONE AE
ZONE AO(DEPTH 2)
ZONE AO(DEPTH 1)
ZONE AE
ZONE AE
ZONE AE
ZONE AE
ZONE AE
ZONE AE
ZONE AO (DEPTH 2)
ZONE AE
ZONE AE
ZONE AE
ZONE AE
LIMIT OF STUDY
105° 00' 00''40° 33' 45''40° 33' 45''
40° 35' 38''105° 01' 52''
105° 01' 52''
40° 35' 38''105° 00' 00''
1450000 FT
1455000 FT
3135000 FT
1450000 FT
1455000 FT
4493000m N
4492000m N
4491000m N
499000m E498000m E
PANEL 984 OF 1420
1/26/2021
Universal Transverse Mercator (UTM) Zone 13N; North American Datum 1983;Western Hemisphere; Vertical Datum: NAVD 88
SPECIAL FLOODHAZARD AREAS
OTHER AREAS OFFLOOD HAZARD
OTHERAREAS
GENERALSTRUCTURES
Without Base Flood Elevation (BFE)
With BFE or Depth
Regulator y Floodway
Area of Undetermined Flood Hazard
Area of Minimal Flood Hazard
Zone A,V, A99 Zone AE, AO, AH, VE, AR
Zone X
Zone D
HTTPS://MSC.FEMA.GOV
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTINGDOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMAT AT
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
Cross Sections with 1% Annual ChanceWater Sur face Elevation
Coastal Transect
OTHERFEATURES
Prof ile BaselineHydrographic FeatureBase Flood Elevation Line (BFE)Limit of StudyJurisdiction Boundary
Coastal Tr ansect Baseline
17.5
0.2% Annual Chance Flood Hazard, Areas of 1% annual chance f lood with average depth less than one foot or with drainage areas of less than one square mileFuture Conditions 1% Annual Chance Flood HazardArea with Reduced Flood Risk due to LeveeSee Notes.
Zone X
Zone X
Zone X
!(8
%,E 18.2
NO SCREEN
Levee, Dike, or Floodwall
Channel, Culver t, or Storm Sewer
Area with Flood Risk due to Levee Zone D
For information and questions about this Flood Insurance Rate Map (FIRM), available products associated withthis FIRM, including historic versions, the current map date for each FIRM panel, how to order products, or theNational Flood Insurance Program (NFIP) in general, please call the FEMA Mapping and Insurance eXchange at1-877-FEMA-MAP (1-877-336-2627) or visit the FEMA Flood Map Service Center website athttps://msc.fema.gov. Available products may include previously issued Letters of Map Change, a FloodInsurance Study Report, and/or digital versions of this map. Many of these products can be ordered or obtaineddirectly from the website.
Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well asthe current FIRM Index. These may be ordered directly from the Flood Map Service Center at the number listedabove.
For community and countywide map dates refer to the Flood Insurance Study Report for this jurisdiction.
To determine if flood insurance is available in this community, contact your Insurance agent or call the NationalFlood Insurance Program at 1-800-638-6620.
Base map information shown on this FIRM was derived from the National Flood Hazard Layer (NFHL), dated2013 and digital data provided by Larimer County GIS Department, dated 2018.
PRELIMINARY1/26/2021
MAP REVISED
Mulberry
Master Drainage Report
APPENDIX B
Master Plan and Peakview Excerpts
CITY OF FORT COLLINS
UPPER COOPER SLOUGH BASIN
SELECTED PLAN OF IMPROVEMENTS
February 2021
Prepared for:
Department of Utilities
700 Wood Street
Fort Collins, CO 80522
(970) 221‐6589
Prepared by:
7000 S. Yosemite Street, Suite 120
Centennial CO 80112
(303) 221‐0802
www.iconeng.com
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 = 250 cfsQ
=
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 cfsCOOPER SLOUGHCanal Spill to Dry Creek
Q = 0 cfs
Canal Spill
Q = 421 cfsQ = 778 cfsQ = 357 cfsQ
=
2
2
9
c
f
sQ = 339 cfsQ =
1002
c
fs
Q = 374 cfsNO. 8 OUTLET DITCHLARI
M
E
R
&
W
E
L
D
C
A
N
A
LCOLORADO & SOUTHERN RAILROADBOXELDER 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 = 149 cfsOverflow 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 INTERSTATE 25 SBE MULBERRY ST GIDDINGS RDTURNBERRY RDRICHARDS LAKE RD
MOUNTAIN VISTA DR
E L
I
N
C
O
L
N
A
V
E
S TIMB
E
R
LI
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
SHARED STORM 1 - PROFILESTA: 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 DP 1-2STA: 13+19.91RIM 4929.7±INV. IN 4924.03 (N)INV. IN 4922.01 (W)INV. OUT 4921.91 (E)FES DP 1-1STA: 10+00.00RIM 4923.6±INV. IN 4921.27 (W)STUB DP 1-3STA: 17+76.48RIM 4925.3±INV. OUT 4922.94 (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 HGLSTART BOX CULVERTSTA: 10+01.55INV. OUT 4922.69 (E)INV. OUT 4922.69 (W)137.3 LF
4'X12' BOX CULVERT @ 0.20%END BOX CULVERTSTA: 9+95.51INV. IN 4922.41 (W)9+7510+0011+0012+0013+0014+0015+0016+0017+0018+00FRONTAGE ROAD LOT 2MULBERRY ST (CO HWY 14)FRONTAGE ROADGREENFIELDS DRIVESTA: 9+75.00N: 4440.56E: 4688.12START ALIGNMENTSTUB DP 1-3STA 9+99.20N: 4469.56E: 3887.42 FES DP 1-1STA 9+84.18N: 4442.19E: 4663.17319.9 LF 30" STORM456.6 LF 30" STORM MH DP 1-2STA 10+00.00N: 4463.10E: 4343.94DP STORM 1(SEE THIS SHEET)STA: 18+00.00N: 4469.89E: 3863.90ENDALIGNMENT 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 CULVERTSTART BOX CULVERTSTA 10+01.55N: 4471.61E: 3906.00 END BOX CULVERTSTA 9+95.51N: 4463.39E: 4043.05PROPOSED BOX CULVERT(SEE SHEET C7.10 FOR MORE INFO)9+75 10+00 10+50MH DP 1-2STA 10+00.00N: 4463.10E: 4343.94 21.6 LF 12" STORMOUTLET DP 1-2.1STA 10+21.62N: 4484.71E: 4344.28 FRONTAGE ROADSTA: 9+75.00N: 4438.10E: 4343.55START ALIGNMENT STA: 10+50.00N: 4513.09E: 4344.74END ALIGNMENTMULBERRY ST (CO HWY 14)DP STORM 1 - PROFILESTA: 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+00OUTLET DP 1-2.1STA: 10+21.62INV. OUT 4924.46 (S)MH DP 1-2STA: 10+00.00INV. IN 4924.03 (N)INV. IN 4922.01 (W)INV. OUT 4921.91 (E)PROPOSED GRADE
EXISTING GROUND
100-YR HGL
21.6 LF 12" RCP @ 2.00%VALLEY 14 LLC12/21/2020U18024
1" = 50'
1" = 5'PEAKVIEW PLDNORTH12/23/202011:06:53 AMC:\UNITED CIVIL DROPBOX\PROJECTS\U18024 - PEAKVIEW\CADD\CP\C4.10 - STORM PLAN & PROFILES.DWGC4.10 - STORM PLAN & PROFILESSMEJRSC4.10
67STORM PLAN & PROFILE0 50'100'
SCALE: 1" = 50'
25'PREPARED FOR:JOB NUMBER
SHEET NUMBER
SHEETSOF DATE SUBMITTED:VERTICAL:
HORIZONTAL:
SCALEPRELI
MI
NA
RY
PLANSNOT F
O
R
C
O
NST
R
U
CTI
O
N
PROJ. MGR:DRAWING NAME:PATH:DESIGNER:DATE:TIME:The engineer preparing these plans will not be responsible for, or liable for, unauthorizedchanges to or uses of these plans. All changes to the plans must be in writing and mustbe approved by the preparer of these plans.NO.BYDATECAUTIONREVISIONS:CIVIL ENGINEERING & CONSULTINGUNITED CIVILDesign Group19 OLD TOWN SQUARE #238FORT COLLINS, CO 80524(970) 530-4044www.unitedcivil.com
19
CABLE TV LINEELECTRIC LINEFIBER OPTIC LINEGAS LINEGGAS METERIRRIGATION LINESANITARY MANHOLESANITARY MAINSANITARY SERVICEFLARED END SECTIONSTORM INLETSTORM MANHOLESTORM OUTLETSTRUCTURESTORM PIPERIP RAPTELEPHONE LINEFIRE HYDRANTFIRELINEWATER FITTINGS
WATER MAIN
WATER SERVICE
WATER METER
THRUST BLOCK
GATE VALVE
FIBER, GAS, ELECTRIC, ORTELEPHONE PEDESTALLEGENDNKEYMAP
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 GREELEYREVIEWED BY:___________________________________________ LARIMER COUNTY ENGINEERING DATELARIMER COUNTY APPROVAL BLOCK NORTH
Mulberry
Master Drainage Report
APPENDIX C
SWMM Models
Mulberry
Master Drainage Report
Existing Condition SWMM Model
H1
H4
H3
H2
CooperSlough
LakeCanal O1
CityofFortCollins
Mulberry - Existing Conditions
SWMM 5.1 Page 1
Mulberry - Existing SWMM - Input
[TITLE]
;;Project Title/Notes
[OPTIONS]
;;Option Value
FLOW_UNITS CFS
INFILTRATION HORTON
FLOW_ROUTING KINWAVE
LINK_OFFSETS DEPTH
MIN_SLOPE 0
ALLOW_PONDING NO
SKIP_STEADY_STATE NO
START_DATE 03/19/2021
START_TIME 00:00:00
REPORT_START_DATE 03/19/2021
REPORT_START_TIME 00:00:00
END_DATE 03/19/2021
END_TIME 06:00:00
SWEEP_START 01/01
SWEEP_END 12/31
DRY_DAYS 0
REPORT_STEP 00:15:00
WET_STEP 00:05:00
DRY_STEP 01:00:00
ROUTING_STEP 0:00:30
RULE_STEP 00:00:00
INERTIAL_DAMPING PARTIAL
NORMAL_FLOW_LIMITED BOTH
FORCE_MAIN_EQUATION H-W
VARIABLE_STEP 0.75
LENGTHENING_STEP 0
MIN_SURFAREA 12.566
MAX_TRIALS 8
HEAD_TOLERANCE 0.005
SYS_FLOW_TOL 5
LAT_FLOW_TOL 5
MINIMUM_STEP 0.5
THREADS 1
[EVAPORATION]
;;Data Source Parameters
;;-------------- ----------------
CONSTANT 0.0
DRY_ONLY NO
[RAINGAGES]
;;Name Format Interval SCF Source
;;-------------- --------- ------ ------ ----------
CityofFortCollins INTENSITY 0:05 1.0 TIMESERIES FC_2year
[SUBCATCHMENTS]
;;Name Rain Gage Outlet Area %Imperv Width %Slope
CurbLen SnowPack
;;-------------- ---------------- ---------------- -------- -------- -------- --------
Mulberry - Existing SWMM - Input
-------- ----------------
H1 CityofFortCollins CooperSlough 72 2 1000 1.5 0
H4 CityofFortCollins LakeCanal 6.5 2 400 1.0 0
H3 CityofFortCollins O1 162 2 1200 1.0 0
H2 CityofFortCollins CooperSlough 22 2 600 1.0 0
[SUBAREAS]
;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo
PctRouted
;;-------------- ---------- ---------- ---------- ---------- ---------- ----------
----------
H1 0.016 0.25 0.1 0.3 1 OUTLET
H4 0.016 0.25 0.1 0.3 1 OUTLET
H3 0.016 0.25 0.1 0.3 1 OUTLET
H2 0.016 0.25 0.1 0.3 1 OUTLET
[INFILTRATION]
;;Subcatchment Param1 Param2 Param3 Param4 Param5
;;-------------- ---------- ---------- ---------- ---------- ----------
H1 0.51 0.5 6.48 7 0
H4 0.51 0.5 6.48 7 0
H3 0.51 0.5 6.48 7 0
H2 0.51 0.5 6.48 7 0
[OUTFALLS]
;;Name Elevation Type Stage Data Gated Route To
;;-------------- ---------- ---------- ---------------- -------- ----------------
CooperSlough 0 FREE NO
LakeCanal 0 FREE NO
O1 0 FREE NO
[TIMESERIES]
;;Name Date Time Value
;;-------------- ---------- ---------- ----------
FC_2year 0:05 0.29
FC_2year 0:10 0.33
FC_2year 0:15 0.38
FC_2year 0:20 0.64
FC_2year 0:25 0.81
FC_2year 0:30 1.57
FC_2year 0:35 2.85
FC_2year 0:40 1.18
FC_2year 0:45 0.71
FC_2year 0:50 0.42
FC_2year 0:55 0.35
FC_2year 1:00 0.30
FC_2year 1:05 0.20
FC_2year 1:10 0.19
FC_2year 1:15 0.18
FC_2year 1:20 0.17
FC_2year 1:25 0.17
FC_2year 1:30 0.16
Mulberry - Existing SWMM - Input
FC_2year 1:35 0.15
FC_2year 1:40 0.15
FC_2year 1:45 0.14
FC_2year 1:50 0.14
FC_2year 1:55 0.13
FC_2year 2:00 0.13
;
FC_100yr 0:05 1.00
FC_100yr 0:10 1.14
FC_100yr 0:15 1.33
FC_100yr 0:20 2.23
FC_100yr 0:25 2.84
FC_100yr 0:30 5.49
FC_100yr 0:35 9.95
FC_100yr 0:40 4.12
FC_100yr 0:45 2.48
FC_100yr 0:50 1.46
FC_100yr 0:55 1.22
FC_100yr 1:00 1.06
FC_100yr 1:05 1.00
FC_100yr 1:10 0.95
FC_100yr 1:15 0.91
FC_100yr 1:20 0.87
FC_100yr 1:25 0.84
FC_100yr 1:30 0.81
FC_100yr 1:35 0.78
FC_100yr 1:40 0.75
FC_100yr 1:45 0.73
FC_100yr 1:50 0.71
FC_100yr 1:55 0.69
FC_100yr 2:00 0.67
[REPORT]
;;Reporting Options
SUBCATCHMENTS ALL
NODES ALL
LINKS ALL
[TAGS]
[MAP]
DIMENSIONS -2215.333 0.000 12215.333 10000.000
Units None
[COORDINATES]
;;Node X-Coord Y-Coord
;;-------------- ------------------ ------------------
CooperSlough 5799.537 4855.156
LakeCanal 3018.540 1714.948
O1 4327.926 1680.185
[VERTICES]
;;Link X-Coord Y-Coord
;;-------------- ------------------ ------------------
[Polygons]
Mulberry - Existing SWMM - Input
;;Subcatchment X-Coord Y-Coord
;;-------------- ------------------ ------------------
H1 2694.090 8621.089
H1 5938.586 5121.669
H1 5938.586 8574.739
H1 2636.153 8621.089
H4 2439.166 2387.022
H4 2358.053 2479.722
H4 2392.816 1460.023
H4 2949.015 1436.848
H4 2867.903 1958.285
H4 2439.166 2421.784
H3 2427.578 8551.564
H3 2392.816 2595.597
H3 3064.890 1946.698
H3 3227.115 1448.436
H3 4154.114 1448.436
H3 4130.939 5052.144
H3 4154.114 6848.204
H3 2427.578 8551.564
H2 4281.576 6709.154
H2 4281.576 6709.154
H2 4269.988 5098.494
H2 5730.012 5075.319
H2 4293.163 6720.742
[SYMBOLS]
;;Gage X-Coord Y-Coord
;;-------------- ------------------ ------------------
CityofFortCollins 4222.097 8895.152
[BACKDROP]
FILE "H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain
Reports\Prop\Aerial\Aerial.jpg"
DIMENSIONS -2215.333 200.301 12215.333 9799.699
Mulberry - Existing SWMM - 2-yr Results
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015)
--------------------------------------------------------------
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
RDII ................... NO
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... NO
Water Quality .......... NO
Infiltration Method ...... HORTON
Starting Date ............ 03/19/2021 00:00:00
Ending Date .............. 03/19/2021 06:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:15:00
Wet Time Step ............ 00:05:00
Dry Time Step ............ 01:00:00
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 21.401 0.978
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 20.956 0.958
Surface Runoff ........... 0.408 0.019
Final Storage ............ 0.043 0.002
Continuity Error (%) ..... -0.027
Mulberry - Existing SWMM - 2-yr Results
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 0.408 0.133
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 0.408 0.133
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 ...... 0.000 0.000
Continuity Error (%) ..... 0.000
***************************
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
------------------------------------------------------------------------------------------------------------------------
------
H1 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.04 4.11
0.019
H4 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.00 0.38
0.022
H3 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.08 8.73
0.019
H2 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.01 1.27
0.020
Mulberry - Existing SWMM - 2-yr Results
Analysis begun on: Mon Apr 5 09:34:48 2021
Analysis ended on: Mon Apr 5 09:34:48 2021
Total elapsed time: < 1 sec
Mulberry - Exist.SWMM - 100-yr Results
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015)
--------------------------------------------------------------
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
RDII ................... NO
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... NO
Water Quality .......... NO
Infiltration Method ...... HORTON
Starting Date ............ 03/19/2021 00:00:00
Ending Date .............. 03/19/2021 06:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:15:00
Wet Time Step ............ 00:05:00
Dry Time Step ............ 01:00:00
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 80.263 3.669
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 60.314 2.757
Surface Runoff ........... 18.525 0.847
Final Storage ............ 1.457 0.067
Continuity Error (%) ..... -0.042
Mulberry - Exist.SWMM - 100-yr Results
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 18.525 6.037
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 18.525 6.037
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 ...... 0.000 0.000
Continuity Error (%) ..... 0.000
***************************
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
------------------------------------------------------------------------------------------------------------------------
------
H1 3.67 0.00 0.00 2.62 0.07 0.98 1.05 2.05 34.47
0.286
H4 3.67 0.00 0.00 1.98 0.07 1.62 1.69 0.30 8.73
0.460
H3 3.67 0.00 0.00 2.90 0.07 0.59 0.66 2.92 51.96
0.181
H2 3.67 0.00 0.00 2.38 0.07 1.22 1.29 0.77 15.53
0.352
Mulberry - Exist.SWMM - 100-yr Results
Analysis begun on: Mon Apr 5 09:35:43 2021
Analysis ended on: Mon Apr 5 09:35:43 2021
Total elapsed time: < 1 sec
Mulberry
Master Drainage Report
Proposed SWMM Model
A
B
C
D
E
G
H
I
C1
C2
C3
C4Pond_H_Outlet
Pond_D_Outlet
Pond_E_Outlet
Pond_B_Outlet
Pond_C_Outlet
Pond_A_Outlet
6
Pond_I_Outlet
J2
J1
J3
J4 Peakview_Storm_Stub
CooperSlough
Lake_Canal
CooperSloughNorth
Pond_A
Pond_B
Pond_C
Pond_D
Pond_E
Pond_G
Pond_HPond_I
CityofFortCollins
CoFC_2yr
03/19/2021 00:15:00
SWMM 5.1 Page 1
***Mulberry Filing One - 2 year Storm Event***
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015)
--------------------------------------------------------------
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
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 .............. 03/20/2021 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 ...... 19.503 0.978
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 5.571 0.279
Surface Runoff ........... 12.552 0.630
Final Storage ............ 1.435 0.072
Continuity Error (%) ..... -0.278
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 12.552 4.090
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 10.951 3.569
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 ...... 1.595 0.520
Continuity Error (%) ..... 0.044
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 30.00 sec
Average Time Step : 30.00 sec
Maximum Time Step : 30.00 sec
Percent in Steady State : 0.00
Average Iterations per Step : 1.00
Percent 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 35.83 0.631
D 0.98 0.00 0.00 0.53 0.41
0.00 0.41 0.38 22.47 0.417
E 0.98 0.00 0.00 0.45 0.48
0.00 0.48 0.41 17.24 0.487
C 0.98 0.00 0.00 0.10 0.79
0.00 0.80 0.48 22.13 0.813
G 0.98 0.00 0.00 0.10 0.79
0.00 0.79 0.87 29.79 0.810
H 0.98 0.00 0.00 0.19 0.71
0.00 0.71 0.64 29.12 0.723
B 0.98 0.00 0.00 0.29 0.62
0.00 0.62 0.26 13.91 0.634
I 0.98 0.00 0.00 0.19 0.71
0.00 0.71 0.12 9.41 0.728
******************
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 4943.00 0 00:00 0.00
J3 JUNCTION 0.00 0.00 4930.00 0 00:00 0.00
J4 JUNCTION 0.00 0.00 4923.00 0 00:00 0.00
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 1.27 1.66 4947.16 0 03:42 1.66
Pond_B STORAGE 0.91 1.17 4943.67 0 03:06 1.17
Pond_C STORAGE 0.71 2.22 4940.72 0 01:35 2.22
Pond_D STORAGE 0.53 0.81 4944.81 0 02:40 0.81
Pond_E STORAGE 0.20 1.29 4937.29 0 01:30 1.29
Pond_G STORAGE 0.65 2.97 4935.47 0 02:15 2.97
Pond_H STORAGE 0.98 2.61 4925.61 0 02:30 2.61
Pond_I STORAGE 1.85 2.84 4925.34 0 02:30 2.84
*******************
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 5.93 0 01:33 0
0.738 0.000
J1 JUNCTION 0.00 0.77 0 02:40 0
0.333 0.000
J3 JUNCTION 0.00 5.84 0 02:15 0
0.866 0.000
J4 JUNCTION 0.00 8.07 0 02:19 0
1.51 0.000
Peakview_Storm_Stub OUTFALL 0.00 8.07 0 02:19 0
1.51 0.000
CooperSlough OUTFALL 0.00 12.51 0 01:35 0
1.94 0.000
Lake_Canal OUTFALL 0.00 0.25 0 02:30 0
0.123 0.000
CooperSloughNorth OUTFALL 0.00 0.00 0 00:00 0
0 0.000 gal
Pond_A STORAGE 35.83 35.83 0 00:45 0.938
0.938 -0.002
Pond_B STORAGE 13.91 14.20 0 00:40 0.258
0.84 -0.003
Pond_C STORAGE 22.13 25.00 0 00:45 0.475
1.95 0.047
Pond_D STORAGE 22.47 22.47 0 00:40 0.383
0.383 0.003
Pond_E STORAGE 17.24 17.24 0 00:45 0.405
0.405 0.098
Pond_G STORAGE 29.79 29.79 0 00:45 0.867
0.867 0.037
Pond_H STORAGE 29.12 29.12 0 00:45 0.639
0.639 0.030
Pond_I STORAGE 9.41 9.41 0 00:40 0.124
0.124 0.010
*********************
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 76.911 13 0 0 107.687 18 0
03:41 1.08
Pond_B 21.891 11 0 0 30.471 15 0
03:06 1.38
Pond_C 4.356 2 0 0 29.249 13 0
01:35 12.51
Pond_D 23.149 5 0 0 43.696 10 0
02:39 0.77
Pond_E 2.829 1 0 0 24.394 10 0
01:30 5.22
Pond_G 9.501 2 0 0 62.388 15 0
02:14 5.84
Pond_H 20.504 6 0 0 64.173 18 0
02:30 2.24
Pond_I 6.825 7 0 0 14.294 15 0
02:29 0.25
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
Peakview_Storm_Stub 99.41 2.34 8.07 1.505
CooperSlough 99.41 3.02 12.51 1.940
Lake_Canal 99.13 0.19 0.25 0.123
CooperSloughNorth 0.00 0.00 0.00 0.000
-----------------------------------------------------------
System 74.49 5.55 20.61 3.568
********************
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 0.77 0 02:40
C2 DUMMY 5.93 0 01:33
C3 DUMMY 5.84 0 02:15
C4 DUMMY 8.07 0 02:19
Pond_H_Outlet ORIFICE 2.24 0 02:30 0.00
Pond_D_Outlet ORIFICE 0.77 0 02:40 0.00
Pond_E_Outlet ORIFICE 5.22 0 01:30 0.00
Pond_B_Outlet ORIFICE 1.38 0 03:06 0.00
Pond_C_Outlet ORIFICE 12.51 0 01:35 0.00
Pond_A_Outlet ORIFICE 1.08 0 03:42 0.00
6 ORIFICE 5.84 0 02:15 0.00
Pond_I_Outlet ORIFICE 0.25 0 02:30 0.00
*************************
Conduit Surcharge Summary
*************************
No conduits were surcharged.
Analysis begun on: Wed Aug 11 11:53:44 2021
Analysis ended on: Wed Aug 11 11:53:44 2021
Total elapsed time: < 1 sec
***Mulberry Filing One - 100 Year Storm Event***
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015)
--------------------------------------------------------------
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
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 .............. 03/20/2021 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 ...... 73.145 3.669
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 11.700 0.587
Surface Runoff ........... 60.291 3.024
Final Storage ............ 1.436 0.072
Continuity Error (%) ..... -0.386
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 60.291 19.647
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 40.710 13.266
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 ...... 19.573 6.378
Continuity Error (%) ..... 0.014
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 30.00 sec
Average Time Step : 30.00 sec
Maximum Time Step : 30.00 sec
Percent in Steady State : 0.00
Average Iterations per Step : 1.00
Percent 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 1.18 1.65
0.81 2.46 2.31 134.76 0.670
E 3.67 0.00 0.00 1.06 1.94
0.63 2.56 2.18 111.23 0.698
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 0.16 3.22
0.20 3.43 3.75 194.95 0.934
H 3.67 0.00 0.00 0.35 2.87
0.39 3.26 2.95 185.21 0.888
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
******************
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 4943.00 0 00:00 0.00
J3 JUNCTION 0.00 0.00 4930.00 0 00:00 0.00
J4 JUNCTION 0.00 0.00 4923.00 0 00:00 0.00
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 5.58 6.39 4951.89 0 03:32 6.39
Pond_B STORAGE 3.71 4.30 4946.80 0 02:59 4.30
Pond_C STORAGE 2.59 7.80 4946.30 0 02:17 7.80
Pond_D STORAGE 2.88 3.62 4947.62 0 03:13 3.62
Pond_E STORAGE 1.20 6.11 4942.11 0 02:13 6.11
Pond_G STORAGE 3.74 7.50 4940.00 0 02:34 7.50
Pond_H STORAGE 6.43 9.46 4932.46 0 02:40 9.46
Pond_I STORAGE 5.28 5.83 4928.33 0 02:40 5.83
*******************
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 16.83 0 02:15 0
3.24 0.000
J1 JUNCTION 0.00 1.88 0 03:13 0
1.06 0.000
J3 JUNCTION 0.00 9.80 0 02:34 0
3.75 0.000
J4 JUNCTION 0.00 14.27 0 02:35 0
6.06 0.000
Peakview_Storm_Stub OUTFALL 0.00 14.27 0 02:35 0
6.06 0.000
CooperSlough OUTFALL 0.00 27.75 0 02:17 0
6.99 0.000
Lake_Canal OUTFALL 0.00 0.35 0 02:40 0
0.216 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 -0.000
Pond_B STORAGE 85.59 86.57 0 00:40 1.28
2.61 -0.001
Pond_C STORAGE 138.82 148.36 0 00:40 2.06
7.03 0.016
Pond_D STORAGE 134.76 134.76 0 00:40 2.31
2.31 -0.000
Pond_E STORAGE 111.23 111.23 0 00:40 2.18
2.18 0.035
Pond_G STORAGE 194.95 194.95 0 00:40 3.75
3.75 0.019
Pond_H STORAGE 185.21 185.21 0 00:40 2.95
2.95 0.006
Pond_I STORAGE 49.26 49.26 0 00:40 0.576
0.576 -0.000
*********************
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 487.099 83 0 0 574.966 98 0
03:32 2.24
Pond_B 135.381 68 0 0 162.525 82 0
02:59 2.95
Pond_C 48.989 22 0 0 209.285 96 0
02:16 27.75
Pond_D 221.896 52 0 0 289.794 68 0
03:12 1.88
Pond_E 30.661 13 0 0 182.248 75 0
02:13 14.99
Pond_G 151.493 35 0 0 405.307 94 0
02:33 9.80
Pond_H 211.516 60 0 0 351.430 99 0
02:39 4.46
Pond_I 59.388 62 0 0 73.464 76 0
02:40 0.35
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
Peakview_Storm_Stub 99.55 9.42 14.27 6.057
CooperSlough 99.55 10.87 27.75 6.992
Lake_Canal 99.44 0.34 0.35 0.216
CooperSloughNorth 0.00 0.00 0.00 0.000
-----------------------------------------------------------
System 74.64 20.62 42.34 13.265
********************
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 1.88 0 03:13
C2 DUMMY 16.83 0 02:15
C3 DUMMY 9.80 0 02:34
C4 DUMMY 14.27 0 02:35
Pond_H_Outlet ORIFICE 4.46 0 02:40 0.00
Pond_D_Outlet ORIFICE 1.88 0 03:13 0.00
Pond_E_Outlet ORIFICE 14.99 0 02:13 0.00
Pond_B_Outlet ORIFICE 2.95 0 02:59 0.00
Pond_C_Outlet ORIFICE 27.75 0 02:17 0.00
Pond_A_Outlet ORIFICE 2.24 0 03:32 0.00
6 ORIFICE 9.80 0 02:34 0.00
Pond_I_Outlet ORIFICE 0.35 0 02:40 0.00
*************************
Conduit Surcharge Summary
*************************
No conduits were surcharged.
Analysis begun on: Wed Aug 11 11:50:25 2021
Analysis ended on: Wed Aug 11 11:50:25 2021
Total elapsed time: < 1 sec
Mulberry
Master Drainage Report
APPENDIX D
Drainage Maps
acres
H1
2%
IMP
±72
acres
H2
2%
IMP
±122 H1
H2
acres
H3
2%
IMP
±162
BIPLANE STREET
COLEMAN STREET
SUPERCUB LANE
CONQUEST STREET
SYKES DRIVE
COMET STREET (B)
RELIANT STREET
CRUSADER STREET (B)FAIRCHILD STREETQUINBY STREETFAIRCHILD STREETDELOZIER ROADALLEY AALLEY A
QUINBY STREETALLEY B
LOT 3 LOT 4 LOT 5
LOT 27LOT 28LOT 29 LOT 25
LOT 7 LOT 8 LOT 9
LOT 23LOT 24
LOT 6
LOT 26
LOT 10 LOT 11 LOT 12 LOT 13 LOT 14
LOT 19
LOT 20LOT 21LOT 22
LOT 18
LOT 17
LOT 16
LOT 15
LOT 3 LOT 4 LOT 5 LOT 6 LOT 7
LOT 16LOT 17LOT 18LOT 19LOT 20 LOT 15 LOT 14 LOT 13
LOT 10LOT 9LOT 8 LOT 11
LOT 12
LOT 3 LOT 4 LOT 5 LOT 6
LOT 7LOT 8LOT 9LOT 10 LOT 3
LOT 2
LOT 4
LOT 5
LOT 6
LOT 7
LOT 8
LOT 1
LOT 3 LOT 14
LOT 4
LOT 5
LOT 6
LOT 13
LOT 12
LOT 11
LOT 10LOT 7
LOT 8 LOT 9
LOT 1 LOT 16
LOT 15LOT 2
LOT 6 LOT 7
LOT 10LOT 11
LOT 8
LOT 9 LOT 16
LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7
LOT 10LOT 11LOT 12LOT 13LOT 14LOT 15
LOT 6 LOT 7 LOT 8 LOT 7LOT 6LOT 5LOT 4LOT 3LOT 2LOT 1
LOT 9
LOT 8
LOT 8
LOT 6 LOT 7
LOT 10LOT 11
LOT 8
LOT 9 LOT 16
LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7
LOT 10LOT 11LOT 12LOT 13LOT 14LOT 15 LOT 9
LOT 8
LOT 14 LOT 13 LOT 12 LOT 11 LOT 19 LOT 18 LOT 17 LOT 16 LOT 15 LOT 14 LOT 13 LOT 12 LOT 11
LOT 8LOT 7LOT 6LOT 5LOT 4LOT 3LOT 2LOT 1LOT 10LOT 9LOT 8LOT 7LOT 6
LOT 10
LOT 9
LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7
LOT 10LOT 11LOT 12LOT 13LOT 14LOT 15LOT 13LOT 14LOT 15LOT 16LOT 17
LOT 7 LOT 8 LOT 9 LOT 10
LOT 9
LOT 8LOT 1
LOT 16
LOT 11
LOT 12
LOT 6
LOT 3 LOT 4 LOT 5 LOT 6
LOT 7LOT 8LOT 9LOT 10
TRACT XTRACT YTRACT WTRACT VTRACT Z
BLOCK 21
BLOCK 19
BLOCK 19 BLOCK 21
BLOCK 22
BLOCK 23BLOCK 17
BLOCK 16
BLOCK 23
BLOCK 22
BLOCK 24
BLOCK 14
BLOCK 24
BLOCK 26
BLOCK 28
BLOCK 30
BLOCK 26
BLOCK 25
BLOCK 28
BLOCK 27
BLOCK 30
BLOCK 29
BLOCK 32
MM
S S
S S
S S
S S
S S
S S
S S
S S
S S
S S
S S
S S
S
S
S
S
S
S
S
S
S
S
S
S
MM MM
-
-
-
-
-
-
-
-
-
-
-
-
-
-
STAMP
H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Drainage Maps\HFH22_Existing Drainage Map.dwg - Matthew Pepin - 8/18/2021Init.#Issue / DescriptionDatePLANNED UNIT DEVELOPMENTMULBERRY - PUD MASTERPLANFORT COLLINS, COTHESE 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
PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate:
Drawn By:
Project No:
Checked By:
08.17.2021
HFH0000022.20
SCALE: 1"=150'
0 75 1505025
KEYMAP
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
EXISTING CONDITIONS
DRAINAGE MAP
EX DR-1
CMV
JEP
DESIGN POINT
DETENTION POND BASIN BOUNDARY
(i.e., MHFD-Detention_v4.03 and/or SWMM)
OVERLAND FLOW DIRECTION
(I.E., LANDSCAPING)
DIRECT FLOW DIRECTION
(I.E., PAVEMENT, CURB AND
GUTTER)
BASIN ID
A
APPROXIMATE DETENTION POND
OVERFLOW PATH
acres
A
70%
IMP
±72
PERCENT IMPERVIOUS
BASIN AREA
(ACRES)
MATCHLINE-SEE SHEET EX DR-2
EX DR-1
EX DR-2
acres
H3
2%
IMP
±162
acres
H4
2%
IMP
±6.5
acres
H2
2%
IMP
±122 H1
H2
H3H4
CRUSADER STREET (B)
LOT 6 LOT 7 LOT 8 LOT 7LOT 6LOT 5LOT 4LOT 3LOT 2LOT 1 LOT 8
LOT 10LOT 11 LOT 9 LOT 16 LOT 10LOT 11LOT 12LOT 13LOT 14LOT 15 LOT 9
TRACT Z
BLOCK 30BLOCK 29
BLOCK 32
-
-
-
-
-
-
-
-
-
-
-
-
-
-
STAMP
H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Drainage Maps\HFH22_Existing Drainage Map.dwg - Matthew Pepin - 8/18/2021Init.#Issue / DescriptionDatePLANNED UNIT DEVELOPMENTMULBERRY - PUD MASTERPLANFORT COLLINS, COTHESE 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
PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate:
Drawn By:
Project No:
Checked By:
08.17.2021
HFH0000022.20
KEYMAP
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
EXISTING CONDITIONS
DRAINAGE MAP
EX DR-2
CMV
JEP
DESIGN POINT
DETENTION POND BASIN BOUNDARY
(i.e., MHFD-Detention_v4.03 and/or SWMM)
OVERLAND FLOW DIRECTION
(I.E., LANDSCAPING)
DIRECT FLOW DIRECTION
(I.E., PAVEMENT, CURB AND
GUTTER)
BASIN ID
A
APPROXIMATE DETENTION POND
OVERFLOW PATH
acres
A
70%
IMP
±72
PERCENT IMPERVIOUS
BASIN AREA
(ACRES)
EX DR-1
EX DR-2
SCALE: 1"=150'
0 75 1505025
MATCHLINE-SEE SHEET EX DR-1
B
C
D
E
A
BIPLANE STREET
COLEMAN STREET
SUPERCUB LANE
CONQUEST STREET
SYKES DRIVE
COMET STREET (B)
RELIANT STREET
CRUSADER STREET (B)FAIRCHILD STREETQUINBY STREETFAIRCHILD STREETDELOZIER ROADALLEY AALLEY A
QUINBY STREETALLEY B
LOT 3 LOT 4 LOT 5
LOT 27LOT 28LOT 29 LOT 25
LOT 7 LOT 8 LOT 9
LOT 23LOT 24
LOT 6
LOT 26
LOT 10 LOT 11 LOT 12 LOT 13 LOT 14
LOT 19
LOT 20LOT 21LOT 22
LOT 18
LOT 17
LOT 16
LOT 15
LOT 3 LOT 4 LOT 5 LOT 6 LOT 7
LOT 16LOT 17LOT 18LOT 19LOT 20 LOT 15 LOT 14 LOT 13
LOT 10LOT 9LOT 8 LOT 11
LOT 12
LOT 3 LOT 4 LOT 5 LOT 6
LOT 7LOT 8LOT 9LOT 10 LOT 3
LOT 2
LOT 4
LOT 5
LOT 6
LOT 7
LOT 8
LOT 1
LOT 3 LOT 14
LOT 4
LOT 5
LOT 6
LOT 13
LOT 12
LOT 11
LOT 10LOT 7
LOT 8 LOT 9
LOT 1 LOT 16
LOT 15LOT 2
LOT 6 LOT 7
LOT 10LOT 11
LOT 8
LOT 9 LOT 16
LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7
LOT 10LOT 11LOT 12LOT 13LOT 14LOT 15
LOT 6 LOT 7 LOT 8 LOT 7LOT 6LOT 5LOT 4LOT 3LOT 2LOT 1
LOT 9
LOT 8
LOT 8
LOT 6 LOT 7
LOT 10LOT 11
LOT 8
LOT 9 LOT 16
LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7
LOT 10LOT 11LOT 12LOT 13LOT 14LOT 15 LOT 9
LOT 8
LOT 14 LOT 13 LOT 12 LOT 11 LOT 19 LOT 18 LOT 17 LOT 16 LOT 15 LOT 14
LOT 13 LOT 12 LOT 11
LOT 8LOT 7LOT 6LOT 5LOT 4LOT 3LOT 2LOT 1LOT 10LOT 9LOT 8LOT 7LOT 6
LOT 10
LOT 9
LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7
LOT 10LOT 11LOT 12LOT 13LOT 14LOT 15LOT 13LOT 14LOT 15LOT 16LOT 17
LOT 7 LOT 8 LOT 9 LOT 10
LOT 9
LOT 8LOT 1
LOT 16
LOT 11
LOT 12
LOT 6
LOT 3 LOT 4 LOT 5 LOT 6
LOT 7LOT 8LOT 9LOT 10
TRACT XTRACT YTRACT WTRACT VTRACT Z
BLOCK 21
BLOCK 19
BLOCK 19 BLOCK 21
BLOCK 22
BLOCK 23BLOCK 17
BLOCK 16
BLOCK 23
BLOCK 22
BLOCK 24
BLOCK 14
BLOCK 24
BLOCK 26
BLOCK 28
BLOCK 30
BLOCK 26
BLOCK 25
BLOCK 28
BLOCK 27
BLOCK 30
BLOCK 29
BLOCK 32
MM
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
MM MM
acres
A
70%
IMP
±56acres
D
70%
IMP
±35
acres
C
70%
IMP
±22acres
E
70%
IMP
±32
acres
B
70%
IMP
±15.3
-
-
-
-
-
-
-
-
-
-
-
-
-
-
STAMP
H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\ODP\HFH22_Drainage Map.dwg - RJ Barnes - 8/18/2021Init.#Issue / DescriptionDatePLANNED UNIT DEVELOPMENTMULBERRY - PUD MASTERPLANFORT COLLINS, COTHESE 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
PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate:
Drawn By:
Project No:
Checked By:
08.17.2021
HFH0000022.20
KEYMAP
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
DRAINAGE PLAN
C4.0
CMV
JEP
DESIGN POINT
DETENTION POND BASIN BOUNDARY
(i.e., MHFD-Detention_v4.03 and/or SWMM)
OVERLAND FLOW DIRECTION
(I.E., LANDSCAPING)
DIRECT FLOW DIRECTION
(I.E., PAVEMENT, CURB AND
GUTTER)
BASIN ID
A
APPROXIMATE DETENTION POND
OVERFLOW PATH
acres
A
70%
IMP
±72
PERCENT IMPERVIOUS
BASIN AREA
(ACRES)
C4.0
C4.1
SCALE: 1"=150'
0 75 1505025
MATCHLINE-SEE SHEET C4.1
NOTES:
1.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.
2.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE
ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES.”
3.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.
4.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.
FLOODWAY RESTRICTIONS
1.NO FILL IN THE FLOODWAY UNLESS A HYDRAULIC ANALYSIS SHOWS "NO-RISE".
2.No MANUFACTURED HOMES, EXECPT IN AN EXISTING PARK, CAN BE PLACED IN THE FLOODWAY.
3.NO CHANGING A NONCONFORMING NON-RESIDENTIAL OR MIXED USE SSTRUCTURE TO A RESIDENTIAL
STRUCTURE
4.LANDSCAPING MEETS REQUIREMENTS FOR NO ENCROACHMENT IN THE FLOODAY WITHOUT A
HYDRAULIC ANALYSIS TO SHOW "NO-RISE".
5.NO STORAGE OF MATERIALS OR EQUIPMENT
MODULAR
HOME
ONLYONLYONLYYIELDONLYYIE
L
DYIEL
DYIELD YIELDONLY
ONLY
YIELDONLY
CE
H
I
G
CRUSADER STREET (B)
LOT 6 LOT 7 LOT 8 LOT 7LOT 6LOT 5LOT 4LOT 3LOT 2LOT 1 LOT 8
LOT 10LOT 11 LOT 9 LOT 16 LOT 10LOT 11LOT 12LOT 13LOT 14LOT 15 LOT 9
TRACT Z
BLOCK 30BLOCK 29
BLOCK 32
acres
H
80%
IMP
±33.2
acres
I
90%
IMP
±6.4
acres
G
90%
IMP
±40.2
-
-
-
-
-
-
-
-
-
-
-
-
-
-
STAMP
H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\ODP\HFH22_Drainage Map.dwg - RJ Barnes - 8/18/2021Init.#Issue / DescriptionDatePLANNED UNIT DEVELOPMENTMULBERRY - PUD MASTERPLANFORT COLLINS, COTHESE 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
PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate:
Drawn By:
Project No:
Checked By:
08.17.2021
HFH0000022.20
KEYMAP
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
DRAINAGE PLAN
C4.1
CMV
JEP
DESIGN POINT
DETENTION POND BASIN BOUNDARY
(i.e., MHFD-Detention_v4.03 and/or SWMM)
OVERLAND FLOW DIRECTION
(I.E., LANDSCAPING)
DIRECT FLOW DIRECTION
(I.E., PAVEMENT, CURB AND
GUTTER)
BASIN ID
A
APPROXIMATE DETENTION POND
OVERFLOW PATH
acres
A
70%
IMP
±72
PERCENT IMPERVIOUS
BASIN AREA
(ACRES)
C4.0
C4.1
MATCHLINE-SEE SHEET C4.0
SCALE: 1"=150'
0 75 1505025
NOTES:
1.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.
2.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE
ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES.”
3.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.
4.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.
FLOODWAY RESTRICTIONS
1.NO FILL IN THE FLOODWAY UNLESS A HYDRAULIC ANALYSIS SHOWS "NO-RISE".
2.No MANUFACTURED HOMES, EXECPT IN AN EXISTING PARK, CAN BE PLACED IN THE FLOODWAY.
3.NO CHANGING A NONCONFORMING NON-RESIDENTIAL OR MIXED USE SSTRUCTURE TO A RESIDENTIAL
STRUCTURE
4.LANDSCAPING MEETS REQUIREMENTS FOR NO ENCROACHMENT IN THE FLOODAY WITHOUT A
HYDRAULIC ANALYSIS TO SHOW "NO-RISE".
5.NO STORAGE OF MATERIALS OR EQUIPMENT
CENTERLINE DITCH
CENTERLINE
DITCH
CENTERLINE
10' WIDE DIRT ROAD
CENTERLINE
10' WIDE DIRT ROAD
CENTERLINE
10' WIDE DIRT ROAD
CENTERLINE
10' WIDE DIRT ROAD
CONCRETE
DITCH
CONCRETE
DITCH
CENTERLINE
DIRT ROAD
CENTERLINE
DIRT ROAD
CONCRETE
DITCH
CONCRETE
DITCH
SPRINGER-FISHER INC
REC. NO. 92016987
DIRT DITCHFAIRCHILD STREETFAIRCHILD STREETDELOZIER ROADALLEY A
LOT 10 LOT 11 LOT 12 LOT 13 LOT 14
LOT 19
LOT 20LOT 21LOT 22
LOT 18
LOT 17
LOT 16
LOT 15
LOT 13
LOT 10 LOT 11
LOT 12
LOT 3
LOT 2
LOT 4
LOT 5
LOT 6
LOT 7
LOT 8
LOT 1
LOT 14
LOT 13
LOT 12
LOT 11
LOT 10
LOT 9
LOT 16
LOT 15
LOT 5 LOT 6 LOT 7
LOT 10LOT 11LOT 12
LOT 7LOT 6LOT 5
LOT 9
LOT 8
LOT 8
LOT 5 LOT 6 LOT 7
LOT 10LOT 11LOT 12 LOT 9
LOT 8
LOT 15 LOT 14 LOT 13 LOT 12 LOT 11
LOT 8LOT 7LOT 6LOT 5LOT 4
LOT 10
LOT 9
LOT 3 LOT 4 LOT 5 LOT 6 LOT 7
LOT 10LOT 11LOT 12LOT 13LOT 14 LOT 9
LOT 8
BLOCK 21
BLOCK 22
BLOCK 23
BLOCK 22
BLOCK 24
BLOCK 26
BLOCK 28
BLOCK 30
S S
S S
S S
S S
S S
S S
S
S
S
S
S
S
-
-
-
-
-
-
-
-
-
-
-
-
-
-
STAMP
H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\7-Exhibit\HFH022_LID Exhibit.dwg - Matthew Pepin - 8/17/2021Init.#Issue / DescriptionDateMULBERRY SUBDIVISION(AKA) BLOOM SUBDIVISIONPRELIMINARY DEVELOPMENT PLANFILING 1FORT COLLINS, COTHESE 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
PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate:
Drawn By:
Project No:
Checked By:
HFH022
08.17.2021
Know what's
before you dig.
DRAINAGE PLAN
C11.0
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
DateCity Engineer
Date
Date
Date
Date
Stormwater Utility
Parks & Recreation
Traffic Engineer
Date
APPROVED:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
Water & Wastewater Utility
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
Environmental Planner