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FINAL DRAINAGE REPORT AND EROSION CONTROL REPORT
WILLOX FARM
FORT COLLINS, COLORADO
SEPTEMBER 18, 2024
NORTHERNENGINEERING.COM
970.221.4158
FORT COLLINS
GREELEY
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NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: Willox Farm
FORT COLLINS | GREELEY COVER LETTER
September 18, 2024
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, CO 80521
RE: FINAL DRAINAGE AND EROSION CONTROL REPORT FOR
WILLOX FARM
Dear Staff:
Northern Engineering is pleased to submit this Preliminary Drainage and Erosion Control Report for your review.
This report accompanies the combined Project Development Plan (PDP) submittal for the proposed Willox Farm.
This report has been prepared in accordance with the Fort Collins Stormwater Criteria Manual (FCSCM) and serves
to document the stormwater impacts associated with the proposed Willox Farm. We understand review by the
City of Fort Collins is to assure general compliance with standardized criteria contained in the FCSCM.
If you have any questions as you review this report, please feel free to contact us.
Sincerely,
NORTHERN ENGINEERING SERVICES, INC.
CASSANDRA UNGERMAN, PE
Project Engineer
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FORT COLLINS | GREELEY TABLE OF CONTENTS
TABLE OF CONTENTS
GENERAL LOCATION AND DESCRIPTION .......................................................... 1
DRAIN BASINS AND SUB-BASINS ..................................................................... 4
DRAINAGE DESIGN CRITERIA .......................................................................... 5
DRAINAGE FACILITY DESIGN ........................................................................... 6
CONCLUSIONS .............................................................................................. 8
REFERENCES ................................................................................................ 9
TABLES AND FIGURES
FIGURE 1 – VICINITY MAP .................................................................................................1
FIGURE 2 – AERIAL PHOTOGRAPH ...................................................................................2
FIGURE 3 – PROPOSED SITE PLAN ...................................................................................3
FIGURE 4 – AREA FLOODPLAIN MAPPING ........................................................................4
APPENDICES
APPENDIX A – HYDROLOGIC COMPUTATIONS
APPENDIX B – HYDRAULIC COMPUTATIONS
B.1 – DETENTION PONDS
B.1 – WATER QUALITY
B.3 – STORM SEWERS
B.4 – INLETS
B.5 – OVERFLOW WEIRS
APPENDIX C – LID DESIGN INFORMATION
APPENDIX D – USDA SOILS REPORT
MAP POCKET
DR1 – HISTORIC DRAINAGE EXHIBIT
DR2 & DR3 – DEVELOPED DRAINAGE EXHIBIT
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GENERAL LOCATION AND DESCRIPTION
A. LOCATION
Vicinity Map
The Willox Farm site is located in the Northwest ¼ of Section 2, Township 7 North, Range 69 West
of the 6th Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado.
The project site (refer to Figure 1) is bordered to the north by W Willox Ln., to the south by Soft
Gold Park, to the east by Hickory Village and to the west by Garden Sweet and private property.
B. DESCRIPTION OF PROPERTY
The Willox Farm site is comprised of roughly ±19.01 acres.
The site currently exists as an undeveloped parcel with native ground cover. The existing ground
slopes with a mild grade (i.e., 0.4 – 0.6±%) through the interior to the southeast across flat
grades. The drainage continues through the South property boundary to Soft Gold Park.
Figure 1 – Vicinity Map
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A subsurface exploration report was completed by Earth Engineering Consultants, LLC. on May
6, 2021 (EEC Project No. 1212027). At the time this report was written, the site was undeveloped
with established vegetation. According to Earth Engineering Consultants, the site consists of
Clayey sand, silty, clayey sand and/or sandy lean clay subsoils which were encountered beneath
the surficial topsoil/vegetative layer extended to depths of approximately 3 to 5 feet below
existing site grades. Silty sand with gravel and interbedded cobbles at increased depths, was
encountered beneath the upper slightly cohesive zone and extended to the bedrock formation.
Siltstone/sandstone/claystone bedrock was encountered at depths of approximately 16 to 18
feet below existing site grades.
According to the United States Department of Agriculture (USDA) Natural Resources
Conservation Service (NRCS) Soil Survey website:
(http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx), the site consists of Caruso Clay
Loam (Hydrologic Soil Group D)and Table Mountain Loam (Hydrologic Soil Group B). The
Figure 2 – Aerial Photograph
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calculations assume a Hydrologic Soil Group of D. Hydrologic Soil Group D has a very slow rate
of water absorption and infiltration
There are no major drainaways on the site. However the Larimer - Weld Canal is located
approximately 995’ north while the Cache La Poudre River is located approximately 2,220 feet
south.
The proposed project site plan will consist of approximately 62 single Family residential lots.
Other proposed improvements include: asphalt drive ways, sidewalks and landscape areas.
Figure 3 shows the proposed site plan.
Figure 3 – Proposed Site Plan
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C. FLOODPLAIN
The subject property is not located in a FEMA regulatory floodplain (see Figure 4).
DRAIN BASINS AND SUB-BASINS
A. MAJOR BASIN DESCRIPTION
Willox Farm is located in the Cache la Poudre River Basin, it is a major tributary to the South
Platte River. It is located in Larimer and Weld Counties, with a small portion of the drainage basin
extending into southern Wyoming. Passing through Fort Collins, the Poudre River corridor
provides for stormwater drainage from various contributing city drainage basins. Floodplain
restrictions have limited the amount of building in the floodplain, resulting in lower
development density. This lower density, combined with sensitivities to the natural
environment, has resulted in a high concentration of parks and open space along the river
corridors.
B. SUB-BASIN DESCRIPTION
The subject property historically drains overland through the interior to the southeast across flat
grades. Runoff from the site has historically overflow to the southeast property boundary and
then to the Soft Gold Park.
A more detailed description of the project drainage patterns is provided in Section IV-B.
Figure 4 – Area Floodplain Mapping
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DRAINAGE DESIGN CRITERIA
A. REGULATIONS
There are no optional provisions outside of the FCSCM with the proposed project. The Willox Farm
project will detain the difference between the historic 2-year event and proposed 100-year event.
B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS
In order to bring Willox Farm into compliance with current land use code and stormwater
criteria, 75% of all newly added impervious area will be treated by LID techniques, in this case
two rain gardens were used and roughly 93% of all newly added impervious area is treated. The
rain gardens will treat tributary area for water quality while meeting the City’s LID requirements.
The detention pond will provide the remaining necessary water quality treatment.
C. HYDROLOGICAL CRITERIA
The City of Fort Collins Rainfall Intensity-Duration-Frequency Curves, as depicted in Figure 3.4-1
of the FCSCM, serve as the source for all hydrologic computations associated with the proposed
development. Tabulated data contained in Table 3.4-1 was utilized for Rational Method runoff
calculations.
The Rational Method was employed to compute localized stormwater runoff utilizing
coefficients contained in Tables 3.2-1 and 3.2-2 of the FCSCM.
Two separate design storms were utilized to address distinct drainage scenarios. The first event
analyzed is the "Minor" or "Initial" storm, which has a two-year recurrence interval. The second
event considered is the "Major" storm, which has a 100-year recurrence interval.
No other assumptions or calculation methods were used for this development that are not
referenced by the current City of Fort Collins criteria.
D. HYDRAULIC CRITERIA
As previously noted, the subject property maintains historical drainage patterns.
All drainage facilities proposed with the project are designed in accordance with the criteria
outlined in the FCSCM and/or Mile High Flood Control District’s Urban Storm Drainage Criteria
Manual.
As discussed above, the subject property is not located in the 100-year floodplain. The proposed
project does not propose to modify any natural drainageways.
E. MODIFICATIONS OF CRITERIA
The proposed development is not requesting any modifications to criteria at this time.
F. STORM MANAGEMENT STRATEGY
The overall stormwater management strategy employed with the Willox Farm utilizes the "Four Step
Process" to minimize adverse impacts of urbanization on receiving waters. The following describes
how the proposed development has incorporated each step.
Step 1 – Employ Runoff Reduction Practices. The first consideration taken in trying to reduce the
stormwater impacts of this development is the site selection itself and the selection of developable
areas on the site.
The Willox Farm aims to reduce runoff peaks, volumes, and pollutant loads from frequently occurring
storm events (i.e., water quality (i.e., 80th percentile) and two-year storm events). Site constraints
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limit the possible Low Impact Development (LID) techniques; however, two rain gardens have been
provided as LID technique for storm quality management.
Step 2 – Implement Best Management Practices (BMPs) that provide a Water Quality Capture Volume
(WQCV) with slow release. The efforts taken in Step 1 will help to minimize excess runoff from
frequently occurring storm events; however, development still generates additional stormwater
runoff beyond historical conditions. The primary water quality treatment and volume control will
occur in the detention pond.
Step 3 – Stabilize Drainageways. There are no major drainageways within the subject property.
While this step may not seem applicable to proposed development, the project indirectly helps
achieve stabilized drainageways, nonetheless. By providing water quality treatment, where none
previously existed, sediment with erosion potential is removed from downstream drainageway
systems.
Step 4 – Implement Site Specific and Other Source Control BMPs. This step typically applies to
industrial and commercial developments.
DRAINAGE FACILITY DESIGN
A. GENERAL CONCEPT
The main objectives of the project drainage design are to maintain existing drainage patterns
and ensure no adverse impacts to any adjacent properties.
The site receives offiste surface runoff from the Garden Sweet property to the northwest of the
site. There are also small amounts of offsite flows from W Willox Lane that will be captured and
routed through the site.
Onsite detention and water quality treatment for the Willox Farm project will be provided by the
two rain gardens, extended detention within the detention pond and the remainder within
Detention Pond.
The extended detention portion of the pond was sized by first determining the required water
quality capture volume (WQCV) for Basin A1. A 40-hour drain time was used in this calculation.
The WQCV that resulted was approximately 638 ft3, which includes and additional 20%.
Irrigation flows owned by the City of Fort Collins will be passed through the pond and conveyed
south to the drainage swale on the west side of Soft Gold Park, until such time as the City’s Parks
department constructs a pipeline on the west side of the project site to convey these flows to
the City owned irrigation pond in Soft Gold Park.
LID treatment will be provided using two rain gardens on the southeast and southwest side of
the project, meeting the requirement that at least 75% of the new/improved impervious areas
be treated. 94.16% of the new/improved impervious areas will be treated with the proposed
design.
B. SPECIFIC DETAILS
The detention volume required for the site is 1.92 ac-ft. This volume was calculated using the
FAA Method.
City Code requires LID treatment for all projects. This project proposes meeting the requirement
using two rain gardens as an LID technique. The rain gardens will capture the majority of the
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water quality volume (WQCV) for the entire site, providing a total volume of 10,463 cu.ft. This
configuration will treat 94.16% of the new impervious area.
C. DRAINAGE BASINS
The Willox Farm site has been broken into 12 onsite sub-basins and 7 offsite sub-basins for design
purposes. Anticipated drainage patterns for proposed drainage basins are described below.
Basin A1
Basin A1 is approximately 0.71 acres, and consists of the backside of the lots lining Saint Grace
Street. The basin blows directly south into the Proposed Detention Pond. This basin will not be
treated for LID in the rain gardens.
Basin A2
Basin A2 is approximately 2.33 acres, and consists of Saint Grace Street and the south portions
of Saint Jerome Street and Saint Therese Street as well as the front side of the lots lining these
streets. Flow from these basins travels via overland flow and curb and gutter into Rain Garden A.
Rain Garden A overtops into the Detention Pond before being released from the site.
Basins A3
Basin A3 is approximately 2.89 acres and consists of portions of Saint Jerome Street and Moller
Street, single family lots, and open space. Runoff travels via overland flow and curb and gutter
toward the south end of the site where they enter Rain Garden A.
Basin A4
Basin A4 is approximately 1.74 acres and consists of the back of lots on Saint Jerome Street as
well as a concrete channel and open space. Along with overland flow, this channel is the primary
route of travel for runoff in this basin. Flows are routed to Rain Garden A.
Basin A5
Basin A5 is approximately 1.17 acres and consists of back of lots and open space. Runoff travels
via overland flow into a concrete pan. These flows continue inro Basin A4 where they are routed
to Rain Garden A.
Basins A6
Basin A6 is approximately 3.51 acres and consists of portions of Saint Joseph Street, Saint
Therese Street, and Saint Jerome Street as well as the front side of lots along these streets.
Runoff travels via overland flow and curb and gutter before they are routed into Basin A5 and
eventually to Rain Garden A.
Basins A7
Basin A7 is approximately 0.86 acres and consists of the back side of lots along Saint Joseph
Street as well as open space. Flows in this basin travel via ocerland flow into a concrete pan that
routes flows into Basin A4. These flows continue in the concrete channel to Rain Garden A.
Basin A8
Basin A8 is approximately 0.56 acres and is made up primarily of West Willox Lane and the north
portion of Saint Therese Street. Flows travel via overland flow and curb and gutter to a sidewalk
culvert that routes into Basin A7 before they continue into Basin A4 towards Rain Garden A.
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Basin B1
Basin B1 is made up of open space and the back side of lots on the north portion of Saint Therese
Street. Flows travel via overland flow into a concrete channel that routes runoff to a storm drain
snd eventually to Rain Garden B. Rain Garden B overtops into the detention pond which then
controls the release from the site.
Basin B2
Basin B2 is comprised of the intersection of Moller Street and Saint Therese Street as well as the
front side of lots surrounding this interesection. Runoff travels via overland flow and curb and
gutter to two inlets on the west side of Moller Street. These proposed inlets and storm drain
route flows south to Rain Garden B.
Basin B3
Basin B3 consists of the back side of lots on the south protion of Saint Therese Strret. This runoff
flows into proposed area inlets and then are routed south to Rain Garden B.
Basin OS1 & OS2
Basin OS1 is approximately 3.92 acres, and Basin OS2 is approximately 0.53 acres, and both
consist primarily of open space. Basin OS1 flows generally to the south east and is captured in a
swale on the west side of the site and routed through the Detention Pond. OS2 is routed through
Basin B1 into a proposed storm drain and then through the detention pond.
Basins OS3 & OS4
Basins OS3 and OS4 are comprised of portions of West Willox Lane and are collected by a
proposed storm pipe and routed along the west side of the site to an existing swale.
Basins OS5 & OS6
Basin OS5 is approximately 0.49 acres and comprised of the east side of the site which is open
space and will sheet flow east mimicing historic flows. Basin OS6 is approximately 0.19 acres and
comprised of the southwest and southern part of the site whichis open space and will sheet flow
southwest and south mimicing historic flows.
Basins OS7
Basin OS7 is approximately 1.34 acres and comprised of the northeast side of the site which is
open space with on residential structure and will sheet flow southeast to mimic historic flows.
A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this report.
CONCLUSIONS
A. COMPLIANCE WITH STANDARDS
The drainage design proposed with the Willox Farm project complies with the City of Fort Collins
Stormwater Criteria Manual.
There are no FEMA regulatory floodplains associated with the Willox Farm development.
The drainage design proposed with this project complies with the Cache la Poudre River Basin
requirements.
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REFERENCES
1. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities, November
5, 2009, BHA Design, Inc. with City of Fort Collins Utility Services.
2. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, adopted by Ordinance No.
174, 2011, and referenced in Section 26-500 (c) of the City of Fort Collins Municipal Code.
3. Larimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and Reenacted,
Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007.
4. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service,
United States Department of Agriculture.
5. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District,
Wright-McLaughlin Engineers, Denver, Colorado, Revised April 2008.
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FORT COLLINS | GREELEY APPENDIX
APPENDIX A
HYDROLOGIC COMPUTATIONS
Timnath Ranch Subdivision - Third Filing - Phase 7
HISTORIC COMPOSITE RUNOFF COEFFICIENT CALCULATIONS
Character of Surface
Percent
Impervious1
2-year
Runoff
Coefficient
10-year Runoff
Coefficient
100-year Runoff
Coefficient
100%0.95 0.95 1.00
90%0.95 0.95 1.00
40%0.50 0.50 0.625
45%
2%0.20 0.20 0.25
Basin ID
Basin Area
(sq.ft.)
Basin Area
(acres)
Area of
Asphalt
(acres)
Area of
Driveways &
Sidewalks
(acres)
Area of
Gravel
(acres)
Area of
Residential
(acres)
Lawns and
Landscaping
(acres)
Percent
Impervious
2-year
Composite
Runoff
Coefficient
5-year
Composite
Runoff
Coefficient
10-year
Composite
Runoff
Coefficient
100-year
Composite
Runoff
Coefficient
h1 828,264 19.014 0.000 0.000 0.000 0.000 19.014 2%0.20 0.20 0.20 0.25
h2 169,963 3.902 0.000 0.000 0.000 0.000 3.902 2%0.20 0.20 0.20 0.25
h3 58,774 1.349 0.092 0.000 0.000 0.000 1.258 9%0.25 0.25 0.25 0.30
h4 23,803 0.546 0.221 0.000 0.000 0.000 0.325 42%0.50 0.50 0.50 0.55
Total 1,080,804 24.812 0.313 0.000 0.000 0.000 24.499 3%0.21 0.21 0.21 0.26
Asphalt.............................................................................................................................................................
Driveway & Sidewalks......................................................................................................................................
Gravel...............................................................................................................................................................
Residential........................................................................................................................................................
USDA SOIL TYPE: D
Unless noted, runoff coefficients are taken from Table 6-5 of the Urban Storm Drainage Criteria Manual (03/2017)
Lawns and Landscaping...................................................................................................................................
Page 1 of 1
Timnath Ranch Subdivision - Third Filing - Phase 7
Project:
Calculations By:
Date:
C5
Length,
L
(ft)
Slope, S
(%)
Ti
(min)
Length,
L
(ft)
Slope, S
(%)
Velocity,
V
(ft/s)
Tt
(min)
Length,
L
(ft)
Slope, S
(%)
Velocity,
V
(ft/s)
Tt
(min)
Comp.
Tc
(min)
Actual
Tc
(min)
h1 h1 0.20 300 1.27 26.39 1166 1.20 2.19 8.87 N/A N/A N/A 35.26 18.14 18.14
h2 h2 0.20 300 0.50 36.01 300 0.50 1.41 3.54 N/A N/A N/A 39.54 13.33 13.33
h3 h3 0.25 300 1.79 22.24 N/A N/A N/A N/A N/A N/A 22.24 11.67 11.67
h4 h4 0.50 90 5.61 5.87 N/A N/A N/A 548 0.47 1.03 8.87 14.75 13.54 13.54
total Total 0.21 300 2.52 20.76 N/A N/A N/A 1320 0.41 0.96 22.91 43.67 19.00 19.00
Overland Flow, Time of Concentration:
September 12, 2024
C. Ungerman
Willox
Time of Concentration
Gutter/Swale Flow, Time of Concentration:
HISTORIC TIME OF CONCENTRATION COMPUTATIONS
Overland Flow Channelized Flow Swale Flow
Design
Point Basin(s)
Tt = L / 60V (Equation 6-4)
Tc = Ti + Tt (Equation 6-2)
Intensity, i From Figures 3.3.1-2 (Area II)
Velocity (Gutter Flow), V = 20·S½
Velocity (Swale Flow), V = 15·S½
Rational Equation: Q = CiA (Equation 6-1)
(Equation 6-4)
(Equation 6-3)
}
31
51.1395.0
S
LCTi
10180L
Page 1 of 1
Timnath Ranch Subdivision - Third Filing - Phase 7
Overland Flow, Time of Concentration:
Gutter/Swale Flow, Time of Concentration:
Intensity, I from Fig. RA-2
Velocity (Gutter Flow), V = 20·S½Project:Willox
Velocity (Swale Flow), V = 15·S½Calculations By:C. Ungerman
Rational Equation: Q = CiA (Equation 6-1)Date:
h1 h1 19.014 18 0.20 0.20 0.25 1.70 2.90 5.92 6.5 0.3 11.0 0.6 28.1 1.5
h2 h2 3.902 13 0.20 0.20 0.25 1.98 3.39 6.92 1.5 0.4 2.6 0.7 6.8 1.7
h3 h3 1.349 12 0.25 0.25 0.30 2.09 3.57 7.29 0.7 0.5 1.2 0.9 3.0 2.2
h4 h4 0.546 14 0.50 0.50 0.55 1.95 3.34 6.82 0.5 1.0 0.9 1.7 2.0 3.7
total Total 24.812 19 0.21 0.21 0.26 1.65 2.82 5.75 8.6 0.3 14.7 0.6 37.1 1.5
Tc = Ti + Tt (Equation 6-2)
Intensity, I2
(in/hr)
Intensity,
I10
(in/hr)C2
Flow,
Q100
(cfs)
Q10 per
Acre
(cfs/ac)
Q2 per
Acre
(cfs/ac)
HISTORIC DIRECT RUNOFF COMPUTATIONS
C10 C100
Design
Point
Q100 per
Acre
(cfs/ac)
Flow,
Q10
(cfs)
Flow,
Q2
(cfs)Basin(s)
Area, A
(acres)
Intensity,
I100
(in/hr)
September 12, 2024
Tc
(min)
Tt = L / 60V (Equation 6-4)
(Equation 6-4)
(Equation 6-3)
}
31
51.1395.0
S
LCTi
Page 1 of 1
Runoff Coefficient1
Percent
Impervious1 Project:
Location:
0.95 100%Calc. By:
0.95 90%Date:
0.50 40%
0.55 50%
0.20 2%
Basin ID Basin Area
(sq.ft.)
Basin Area
(acres)
Asphalt, Concrete
(acres)Rooftop (acres) Gravel (acres)Residential: Low
Density (acres)
Lawns, Clayey Soil,
Flat Slope < 2%
(acres)
Percent
Impervious
C2*Cf
Cf = 1.00
C5*Cf
Cf = 1.00
C10*Cf
Cf = 1.00
C100*Cf
Cf = 1.25
A1 30,999 0.71 0.00 0.00 0.00 0.71 0.00 50%0.55 0.55 0.55 0.69
A2 101,385 2.33 0.76 0.00 0.00 1.16 0.41 58%0.62 0.62 0.62 0.77
A3 26,072 0.60 0.00 0.00 0.00 0.45 0.15 38%0.46 0.46 0.46 0.58
A4 8,511 0.20 0.00 0.00 0.00 0.12 0.08 32%0.42 0.42 0.42 0.52
A5 74,509 1.71 0.00 0.00 0.00 0.73 0.98 23%0.35 0.35 0.35 0.44
A6 51,455 1.18 0.00 0.00 0.00 0.65 0.53 29%0.39 0.39 0.39 0.49
A7 153,479 3.52 1.24 0.00 0.00 1.69 0.60 59%0.63 0.63 0.63 0.79
A8 37,663 0.86 0.00 0.00 0.00 0.20 0.66 13%0.28 0.28 0.28 0.35
A9 24,409 0.56 0.39 0.00 0.00 0.00 0.17 71%0.73 0.73 0.73 0.91
B1 102,794 2.36 0.00 0.00 0.00 0.54 1.82 13%0.28 0.28 0.28 0.35
B2 47,959 1.10 0.52 0.00 0.00 0.37 0.21 64%0.67 0.67 0.67 0.84
B3 32,784 0.75 0.00 0.00 0.00 0.53 0.22 36%0.45 0.45 0.45 0.56
Total 692,019 15.89 2.91 0.00 0.00 7.15 5.82 42%0.50 0.50 0.50 0.62
OS1 170,794 3.92 0.00 0.00 0.00 0.00 3.92 2%0.20 0.20 0.20 0.25
OS2 23,162 0.53 0.24 0.00 0.00 0.00 0.29 46%0.54 0.54 0.54 0.67
OS3 3,156 0.07 0.06 0.00 0.00 0.00 0.02 78%0.78 0.78 0.78 0.97
OS4 7,250 0.17 0.08 0.00 0.00 0.00 0.08 51%0.58 0.58 0.58 0.72
OS5 14,343 0.33 0.00 0.00 0.00 0.00 0.33 2%0.20 0.20 0.20 0.25
OS6 8,307 0.19 0.01 0.00 0.00 0.00 0.18 6%0.23 0.23 0.23 0.29
OS7 58,559 1.34 0.00 0.01 0.00 0.00 1.34 2%0.20 0.20 0.20 0.25
Total 285,571 6.56 0.39 0.00 0.00 0.00 6.16 8%0.24 0.24 0.24 0.31
Lawns and Landscaping:
Offsite Basins
2) Composite Runoff Coefficient adjusted per Table 3.2-3 of the Fort Collins
Stormwater Manual (FCSM).
Lawns, Clayey Soil, Flat Slope < 2%
USDA SOIL TYPE: C
Residential: Low Density Composite Runoff Coefficient2
1) Runoff coefficients per Tables 3.2-1 & 3.2 of the FCSM. Percent impervious per Tables 4.1-2 & 4.1-3 of the FCSM.
Onsite Basins
DEVELOPED RUNOFF COEFFICIENT CALCULATIONS
Asphalt, Concrete
Rooftop
Gravel
Streets, Parking Lots, Roofs, Alleys, and Drives:
Character of Surface:Willox
Fort Collins
C. Ungerman
April 12, 2024
5/18/2022
Where:
Length
(ft)
Slope
(%)
Ti
2-Yr
(min)
Ti
100-Yr
(min)
Length
(ft)
Slope
(%)Surface n
Flow
Area3
(sq.ft.)
WP3 (ft)R (ft)V
(ft/s)
Tt
(min)
Max.
Tc
(min)
Comp.
Tc 2-Yr
(min)
Tc
2-Yr
(min)
Comp.
Tc 100-
Yr
(min)
Tc
100-Yr
(min)
a1 A1 67 6.25%4.57 3.43 N/A Gutter 0.035 3.61 19.18 N/A N/A 0.00 10.37 4.57 5.00 3.43 5.00
a2 A2 86 2.30%6.32 4.28 244 0.60%Gutter 0.035 3.61 19.18 0.19 1.09 3.75 11.84 10.06 10.06 8.02 8.02
a3 A3 96 2.58%8.55 7.01 148 0.51%Valley Pan 0.035 6.00 10.25 0.59 2.12 1.16 11.36 9.72 9.72 8.18 8.18
a4 A4 89 2.29%9.15 7.76 39 0.51%Valley Pan 0.035 6.00 10.25 0.59 2.13 0.30 10.71 9.46 9.46 8.07 8.07
a5 A5 33 5.45%4.58 4.04 844 0.48%Valley Pan 0.035 6.00 10.25 0.59 2.06 6.82 14.87 11.39 11.39 10.86 10.86
a6 A6 80 1.80%9.72 8.36 374 0.49%Valley Pan 0.035 6.00 10.25 0.59 2.09 2.98 12.52 12.70 12.52 11.35 11.35
a7 A7 33 1.97%4.01 2.66 498 0.62%Gutter 0.035 3.61 19.18 0.19 1.10 7.52 12.95 11.54 11.54 10.18 10.18
a8 A8 40 3.55%6.34 5.80 377 0.50%Valley Pan 0.035 6.00 10.25 0.59 2.11 2.98 12.32 9.33 9.33 8.78 8.78
a9 A9 44 1.20%4.35 2.23 115 0.62%Gutter 0.035 3.61 19.18 0.19 1.10 1.74 10.88 6.10 6.10 3.98 5.00
b1 B1 115 3.07%11.32 10.36 513 0.50%Valley Pan 0.035 6.00 10.25 0.59 2.11 4.05 13.49 15.37 13.49 14.40 13.49
b2 B2 56 3.05%4.15 2.53 261 0.61%Gutter 0.035 3.61 19.18 0.19 1.09 4.00 11.76 8.14 8.14 6.53 6.53
b3 B3 94 8.27%5.85 4.84 308 0.54%Swale (4:1)0.035 4.00 8.25 0.48 1.93 2.66 12.23 8.51 8.51 7.50 7.50
os1 OS1 200 1.00%23.80 23.80 350 0.42%Swale (8:1)0.035 8.00 16.12 0.50 1.73 3.37 13.06 27.17 13.06 27.17 13.06
os2 OS2 42 17.29%2.64 2.64 550 0.13%Swale (8:1)0.035 8.00 16.12 0.50 0.95 9.63 13.29 12.27 12.27 12.27 12.27
os3 OS3 23 2.39%2.15 2.15 22 0.91% Swale (8:1)0.035 8.00 16.12 0.50 2.54 0.14 10.25 2.29 5.00 2.29 5.00
os4 OS4 40 6.70%3.28 3.28 N/A Swale (8:1)0.035 8.00 16.12 N/A N/A 0.00 10.22 3.28 5.00 3.28 5.00
os5 OS5 40 3.73%6.87 6.87 N/A Swale (8:1)1.035 8.00 16.12 N/A N/A 0.00 10.22 6.87 6.87 6.87 6.87
os6 OS6 25 3.60%5.28 5.28 N/A Swale (8:1)2.035 8.00 16.12 N/A N/A 0.00 10.14 5.28 5.28 5.28 5.28
os7 OS7 250 0.40%35.96 35.96 N/A Swale (8:1)3.035 8.00 16.12 N/A N/A 0.00 11.39 35.96 11.39 35.96 11.39
DEVELOPED TIME OF CONCENTRATION COMPUTATIONS
Location:
Maximum Tc:Overland Flow, Time of Concentration:
Channelized Flow, Velocity: Channelized Flow, Time of Concentration:
Willox
Fort Collins
C. Ungerman
April 12, 2024
Project:
Calculations By:
Date:
Offsite Basins
Notes
S = Longitudinal Slope, feet/feet
R = Hydraulic Radius (feet)
n = Roughness Coefficient
V = Velocity (ft/sec) WP = Wetted Perimeter (ft)
Design
Point Basin ID
Overland Flow Channelized Flow Time of Concentration
(Equation 3.3-2 per Fort
Collins Stormwater Manual)𝑇=1.87 1.1 − 𝐶 ∗ 𝐶𝑓𝐿
𝑆
𝑉 =1.49
𝑛∗ 𝑅/∗𝑆(Equation 5-4 per Fort Collins
Stormwater Manual)
𝑇𝑐 =𝐿
180 + 10 (Equation 3.3-5 per Fort Collins
Stormwater Manual)
𝑇𝑡 =𝐿
𝑉 ∗ 60
(Equation 5-5 per Fort Collins
1) Add 4900 to all elevations.
2) Per Fort Collins Stormwater Manual, minimum Tc = 5 min.
C2 C100 I2 I10 I100 QWQ Q2 Q10 Q100
a1 A1 0.71 0.6 0.7 2.9 4.9 10.0 0.6 1.1 1.9 4.9
a2 A2 2.33 0.6 0.8 2.2 3.8 8.4 1.6 3.2 5.5 15.1
a3 A3 0.60 0.5 0.6 2.3 3.9 8.4 0.3 0.6 1.1 2.9
a4 A4 0.20 0.4 0.5 2.3 3.9 8.4 0.1 0.2 0.3 0.9
a5 A5 1.71 0.3 0.4 2.1 3.6 7.6 0.6 1.3 2.2 5.7
a6 A6 1.18 0.4 0.5 2.0 3.4 7.4 0.5 0.9 1.6 4.3
a7 A7 3.52 0.6 0.8 2.1 3.6 7.7 2.3 4.7 7.9 21.5
a8 A8 0.86 0.3 0.4 2.3 3.9 8.2 0.3 0.6 1.0 2.5
a9 A9 0.56 0.7 0.9 2.7 4.6 10.0 0.5 1.1 1.9 5.1
b1 B1 2.36 0.3 0.3 2.0 3.4 6.9 0.7 1.3 2.2 5.7
b2 B2 1.10 0.7 0.8 2.4 4.1 9.1 0.9 1.8 3.0 8.3
b3 B3 0.75 0.4 0.6 2.4 4.0 8.6 0.4 0.8 1.4 3.6
os1 OS1 3.92 0.2 0.2 2.0 3.4 6.9 0.8 1.6 2.7 5.4
os2 OS2 0.53 0.5 0.5 2.1 3.5 7.2 0.3 0.6 1.0 2.0
os3 OS3 0.07 0.8 0.8 2.9 4.9 10.0 0.1 0.2 0.3 0.6
os4 OS4 0.17 0.6 0.6 2.9 4.9 10.0 0.1 0.3 0.5 1.0
os5 OS5 0.33 0.2 0.2 2.6 4.4 9.1 0.1 0.2 0.3 0.6
os6 OS6 0.19 0.2 0.2 2.9 4.9 10.0 0.1 0.1 0.2 0.4
os7 OS7 1.34 0.2 0.2 2.1 3.6 7.4 0.3 0.6 1.0 2.0
DEVELOPED DIRECT RUNOFF COMPUTATIONS
Intensity (in/hr)
Willox
C. Ungerman
April 12, 2024
Design
Point Basin Area
(acres)
Runoff C
Date:
Offsite Basins
Fort Collins
Project:
Location:
Calc. By:
Flow (cfs)
Intensity, I from Fig. 3.4.1 Fort Collins Stormwater Manual
Rational Equation: Q = CiA (Equation 6-1 per MHFD)
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APPENDIX
APPENDIX B
HYDRAULIC COMPUTATIONS
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FINAL DRAINAGE REPORT: Willox Farm
APPENDIX
B.1 – Detention Ponds
Pond No :
A
100-yr
0.62
13.50 min
15.89 acres Storage 82997 ft3
Max Release Rate =6.60 cfs 1.91 ac-ft
Time (min)
Ft Collins
100-yr
Intensity
(in/hr)
Inflow
Volume
(ft3)
Outflow
Adjustment
Factor
Qav
(cfs)
Outflow Volume
(ft3)
Storage
Volume
(ft3)
5 9.950 29408 1.00 6.60 1980 27428
10 7.720 45634 1.00 6.60 3960 41674
15 6.520 57810 1.00 6.60 5940 51870
20 5.600 66204 1.00 6.60 7920 58284
25 4.980 73593 1.00 6.60 9900 63693
30 4.520 80154 1.00 6.60 11880 68274
35 4.080 84410 1.00 6.60 13860 70550
40 3.740 88430 1.00 6.60 15840 72590
45 3.460 92036 1.00 6.60 17820 74216
50 3.230 95464 1.00 6.60 19800 75664
55 3.030 98508 1.00 6.60 21780 76728
60 2.860 101434 1.00 6.60 23760 77674
65 2.720 104508 1.00 6.60 25740 78768
70 2.590 107168 1.00 6.60 27720 79448
75 2.480 109946 1.00 6.60 29700 80246
80 2.380 112547 1.00 6.60 31680 80867
85 2.290 115059 1.00 6.60 33660 81399
90 2.210 117571 1.00 6.60 35640 81931
95 2.130 119611 1.00 6.60 37620 81991
100 2.060 121768 1.00 6.60 39600 82168
105 2.000 124133 1.00 6.60 41580 82553
110 1.940 126142 1.00 6.60 43560 82582
115 1.890 128477 1.00 6.60 45540 82937
120 1.840 130517 1.00 6.60 47520 82997
*Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2.
A =
Tc =
Project Location :
Design Point
C =
Design Storm
DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF
Input Variables Results
Required Detention Volume
Fort Collins, Colorado
987-012
Willox Farm
Project Number :
Project Name :
Detention Pond
Page 1 of 1
987-012_Pond_FAA_Fort Collins_Pond A
Pond Stage-Storage Curve
Detention Pond
987-012 Willox Farm
By: J. Obanion
Date: 04/09/2024
Stage
(FT)
Contour Area
(SF)
Volume
(CU.FT.)
Volume
(AC-FT)
4,983.00 31.23 0.00 0.00
4,983.20 492.98 52.42 0.00
4,983.65 4,114.07 638.00 0.01 WQV
4,983.40 2,090.68 310.79 0.01
4,983.60 4,605.30 980.39 0.02
4,983.80 7,014.40 2142.36 0.05
4,984.00 9,785.89 3822.39 0.09
4,984.20 13,082.87 6109.26 0.14
4,984.40 16,953.47 9112.90 0.21
4,984.60 21,436.86 12951.93 0.30
4,984.80 29,537.40 17741.29 0.41
4,985.00 40,751.70 24219.36 0.56
4,985.20 46,674.32 32983.98 0.76
4,985.40 51,054.91 42756.90 0.98
4,985.60 55,208.55 53383.25 1.23
4,985.80 59,253.16 64430.82 1.48
4,986.00 63,074.29 75854.29 1.74
4,986.12 64,888.96 83635.00 1.92 100-YR DETENTION
4,986.20 66,086.67 88770.39 2.04
Willox Farm
ORIFICE RATING CURVE
Detention Pond
100-yr Orifice
Project:Willox
Date:4/11/2024
By:J. Obanion
100-yr WSEL=4986.12
Orifice Plate
Outflow Q 6.6 cfs
Orifice Coefficient Cd 0.65
Gravity Constant g 32.2 ft/s^2
100-year head H 3.14 ft
Orifice Area Ao 0.71 ft^2
Orifice Area Ao 102.82 in^2
Radius r 6.0 in
Diameter d 12.0 in
Orifice Curve
Stage (ft)H (ft)Q (cfs)SWMM Stage Note
4983.00 0.02 0.53 0.00 Pond Invert
4983.20 0.22 1.75 0.20
4983.40 0.42 2.41 0.40
4983.60 0.62 2.93 0.60
4983.80 0.82 3.37 0.80
4984.00 1.02 3.76 1.00
4984.20 1.22 4.11 1.20
4984.40 1.42 4.44 1.40
4984.60 1.62 4.74 1.60
4984.80 1.82 5.02 1.80
4985.00 2.02 5.29 2.00
4985.20 2.22 5.55 2.20
4985.40 2.42 5.79 2.40
4985.60 2.62 6.03 2.60
4985.80 2.82 6.25 2.80
4986.00 3.02 6.47 3.00
4986.12 3.14 6.60 3.12 100-Yr WSEL
4/11/2024 10:56 AM P:\987-012\Drainage\Detention\987-012_Circular Orifice Rating\Orifice Size
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FORT COLLINS | GREELEY
FINAL DRAINAGE REPORT: Willox Farm
APPENDIX
B.2 – Water Quality
Project Title Date:
Project Number Calcs By:
City
Basins
1
WQCV = Watershed inches of Runoff (inches)50%
a = Runoff Volume Reduction (constant)
i = Total imperviousness Ratio (i = Iwq/100)0.206 in
0.71 ac
0.0122 ac-ft 532 cu. ft.
0.0146 ac-ft 638 cu. ft.
V = Water Quality Design Volume (ac-ft)
WQCV = Water Quality Capture Volume (inches)
A = Watershed Area (acres)
V =
V (120%) =
A =
Willox Farm April 10, 2024
987-012 J. Obanion
Fort Collins
A1
Drain Time
a =
i =
WQCV =
Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event
0.212
0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
0.4
0.45
0.5
0 0.
1
0.
2
0.
3
0.
4
0.
5
0.
6
0.
7
0.
8
0.
9
1
WQ
C
V
(
w
a
t
e
r
s
h
e
d
i
n
c
h
e
s
)
Total Imperviousness Ratio (i = Iwq/100)
Water Quality Capture Volume
6 hr
12 hr
24 hr
40 hr
iii78.019.10.91aWQCV 23
iii78.019.10.91aWQCV 23
AV*12
WQCV
40 hr
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FINAL DRAINAGE REPORT: Willox Farm
APPENDIX
B.3 – Storm Sewers
Storm A - 100yr
Storm A - 100yr
Storm A - 100yr
Storm A - 100yr
Storm B - 100yr
Storm B - 100yr
Storm B - 100yr
Storm B - 100yr
Storm C - 100yr
Storm C - 100yr
Storm C - 100yr
Storm C - 100yr
Willox Storm - West - 100yr
Willox Storm - West - 100yr
Willox Storm - West - 100yr
Willox Storm - West - 100yr
Willox Storm - East - 100yr
Willox Storm - East - 100yr
Willox Storm - East - 100yr
Willox Storm - East - 100yr
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FINAL DRAINAGE REPORT: Willox Farm
APPENDIX
B.4 – Inlets
Project:987-012
Calculations By:Jacob Obanion
Date:
Design
Point
Design Inlet
Label Q2 Q100 Q100 Total Q100
Intercepted
Q100
Unintercepted Inlet Type Inlet Size Notes
B2 INLET A5 0.90 4.15 4.15 4.15 0.00 Type 13 Combo Single -
B2 INLET A6 0.90 4.15 4.15 4.15 0.00 Type 13 Combo Single -
INLET CAPACITY SUMMARY
April 10, 2024
P:\987-012\Drainage\Inlets\Inlet Summary Table\inlet summary
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012
Height of Curb at Gutter Flow Line HCURB =4.74 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =2.58 ft
Street Transverse Slope SX =0.002 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.7 12.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm
MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Willox Farm
Inlet A5
987-012_MHFD-Inlet_v5.03, Inlet A5 4/10/2024, 9:12 AM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =4.7 12.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Warning 1 Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat Theta =0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.58 2.58 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.43 1.04 ft
Depth for Curb Opening Weir Equation dCurb =0.18 0.79 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.73 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.73 1.00
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =2.3 9.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.9 4.2 cfs
Warning 1: Dimension entered is not a typical dimension for inlet type specified.
CDOT/Denver 13 Combination
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.03 (August 2023)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT/Denver 13 Combination
Override Depths
987-012_MHFD-Inlet_v5.03, Inlet A5 4/10/2024, 9:12 AM
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012
Height of Curb at Gutter Flow Line HCURB =4.74 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =2.58 ft
Street Transverse Slope SX =0.000 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.7 12.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm
MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.03 (August 2023)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Willox Farm
Inlet A6
987-012_MHFD-Inlet_v5.03, Inlet A6 4/10/2024, 9:12 AM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =4.7 12.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Warning 1 Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat Theta =0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.58 2.58 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.43 1.04 ft
Depth for Curb Opening Weir Equation dCurb =0.18 0.79 ft
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.73 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.73 1.00
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =2.3 9.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.9 4.2 cfs
Warning 1: Dimension entered is not a typical dimension for inlet type specified.
CDOT/Denver 13 Combination
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.03 (August 2023)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT/Denver 13 Combination
Override Depths
987-012_MHFD-Inlet_v5.03, Inlet A6 4/10/2024, 9:12 AM
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FINAL DRAINAGE REPORT: Willox Farm
APPENDIX
B.5 – Overflow Weirs
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Apr 11 2024
SECTION A1
User-defined
Invert Elev (ft) = 4989.82
Slope (%) = 0.50
N-Value = 0.030
Calculations
Compute by: Known Q
Known Q (cfs) = 10.77
(Sta, El, n)-(Sta, El, n)...
( 26.67, 4990.51)-(31.44, 4989.86, 0.035)-(32.44, 4989.82, 0.013)-(33.44, 4989.86, 0.013)-(48.15, 4990.40, 0.035)-(60.10, 4990.51, 0.013)
Highlighted
Depth (ft) = 0.63
Q (cfs) = 10.77
Area (sqft) = 7.36
Velocity (ft/s) = 1.46
Wetted Perim (ft) = 26.46
Crit Depth, Yc (ft) = 0.46
Top Width (ft) = 26.41
EGL (ft) = 0.66
15 20 25 30 35 40 45 50 55 60 65 70
Elev (ft) Depth (ft)Section
4989.00 -0.82
4989.50 -0.32
4990.00 0.18
4990.50 0.68
4991.00 1.18
Sta (ft)
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Apr 11 2024
SECTION A2
User-defined
Invert Elev (ft) = 4985.15
Slope (%) = 0.50
N-Value = 0.030
Calculations
Compute by: Known Q
Known Q (cfs) = 51.87
(Sta, El, n)-(Sta, El, n)...
( 38.69, 4987.02)-(50.59, 4985.65, 0.035)-(51.09, 4985.15, 0.013)-(55.12, 4985.15, 0.013)-(55.63, 4985.65, 0.013)-(63.02, 4986.83, 0.035)-(74.73, 4986.90, 0.013)
-(86.94, 4987.02, 0.035)
Highlighted
Depth (ft) = 1.64
Q (cfs) = 51.87
Area (sqft) = 17.74
Velocity (ft/s) = 2.92
Wetted Perim (ft) = 22.68
Crit Depth, Yc (ft) = 1.32
Top Width (ft) = 22.11
EGL (ft) = 1.77
25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Elev (ft) Depth (ft)Section
4984.50 -0.65
4985.00 -0.15
4985.50 0.35
4986.00 0.85
4986.50 1.35
4987.00 1.85
4987.50 2.35
4988.00 2.85
Sta (ft)
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Apr 11 2024
SECTION A3
User-defined
Invert Elev (ft) = 4986.93
Slope (%) = 0.50
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 10.37
(Sta, El, n)-(Sta, El, n)...
( 43.93, 4987.68)-(121.45, 4987.51, 0.035)-(121.95, 4986.93, 0.013)-(125.95, 4986.93, 0.013)-(126.45, 4987.51, 0.013)-(127.64, 4987.68, 0.035)
Highlighted
Depth (ft) = 0.52
Q (cfs) = 10.37
Area (sqft) = 2.31
Velocity (ft/s) = 4.48
Wetted Perim (ft) = 5.37
Crit Depth, Yc (ft) = 0.57
Top Width (ft) = 4.90
EGL (ft) = 0.83
20 30 40 50 60 70 80 90 100 110 120 130 140
Elev (ft) Depth (ft)Section
4986.00 -0.93
4986.50 -0.43
4987.00 0.07
4987.50 0.57
4988.00 1.07
Sta (ft)
Weir Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Apr 11 2024
Pond Emergency Overflow
Trapezoidal Weir
Crest = Sharp
Bottom Length (ft) = 75.00
Total Depth (ft) = 1.00
Side Slope (z:1) = 4.00
Calculations
Weir Coeff. Cw = 3.10
Compute by: Known Q
Known Q (cfs) = 83.30
Highlighted
Depth (ft) = 0.50
Q (cfs) = 83.30
Area (sqft) = 38.50
Velocity (ft/s) = 2.16
Top Width (ft) = 79.00
0 10 20 30 40 50 60 70 80 90 100 110
Depth (ft) Depth (ft)Pond Emergency Overflow
-0.50 -0.50
0.00 0.00
0.50 0.50
1.00 1.00
1.50 1.50
2.00 2.00
Length (ft)Weir W.S.
NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: Willox Farm
FORT COLLINS | GREELEY APPENDIX
APPENDIX C
LID DESIGN INFORMATION
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =45.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.450
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.15 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 477,783 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =6,146 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)DWQCV =12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin =4300 sq ft
D) Actual Flat Surface Area AActual =5380 sq ft
E) Area at Design Depth (Top Surface Area)ATop =8369 sq ft
F) Rain Garden Total Volume VT=6,875 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?1
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y =50.0 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 =6,146 cu ft
iii) Orifice Diameter, 3/8" Minimum DO =15/16 in
Design Procedure Form: Rain Garden (RG)
C. Ungerman
Northern Engineering
April 10, 2024
Willox - Rain Garden A
Fort Collins, CO
UD-BMP (Version 3.07, March 2018)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
UD-BMP_v3.07_RAIN GARDEN A, RG 4/10/2024, 2:33 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
C. Ungerman
Northern Engineering
April 10, 2024
Willox - Rain Garden A
Fort Collins, CO
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
UD-BMP_v3.07_RAIN GARDEN A, RG 4/10/2024, 2:33 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =30.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.300
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.12 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 183,537 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =1,853 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)DWQCV =12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin =1101 sq ft
D) Actual Flat Surface Area AActual =3021 sq ft
E) Area at Design Depth (Top Surface Area)ATop =4155 sq ft
F) Rain Garden Total Volume VT=3,588 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?1
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y =50.0 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 =1,853 cu ft
iii) Orifice Diameter, 3/8" Minimum DO =1/2 in
Design Procedure Form: Rain Garden (RG)
C. Ungerman
Northern Engineering
April 10, 2024
Willox - Rain Garden B
Fort Collins, CO
UD-BMP (Version 3.07, March 2018)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
UD-BMP_v3.07_RAIN GARDEN B, RG 4/10/2024, 2:55 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
C. Ungerman
Northern Engineering
April 10, 2024
Willox - Rain Garden B
Fort Collins, CO
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
UD-BMP_v3.07_RAIN GARDEN B, RG 4/10/2024, 2:55 PM
Project Number:Project:Willox Farm
Project Location:
Calculations By:Date:4/9/2024
Sq. Ft. Acres
A1 30,999 0.71 50%n/a n/a 15,499
A2 101,385 2.33 58%Rain Garden A Rain Garden 58,796
A3 26,072 0.60 38% Rain Garden A Rain Garden 9,837
A4 8,511 0.20 32% Rain Garden A Rain Garden 2,684
A5 74,509 1.71 23% Rain Garden A Rain Garden 16,814
A6 51,455 1.18 29% Rain Garden A Rain Garden 14,676
A7 153,479 3.52 59% Rain Garden A Rain Garden 91,277
A8 37,663 0.86 13% Rain Garden A Rain Garden 4,984
A9 24,409 0.56 71% Rain Garden A Rain Garden 17,286
B1 102,794 2.36 13% Rain Garden B Rain Garden 13,281
B2 47,959 1.10 64% Rain Garden B Rain Garden 30,779
B3 32,784 0.75 36% Rain Garden B Rain Garden 11,801
OS1 170,794 3.92 2% n/a n/a 3,416
OS2 23,162 0.53 46% n/a n/a 10,668
OS3 3,156 0.07 77% n/a n/a 2,439
OS4 7,250 0.17 50% n/a n/a 3,646
OS5 21,136 0.49 2% n/a n/a 423
OS6 8,307 0.19 6% n/a n/a 539
OS7 58,559 1.34 2%n/a n/a 1,171
Total 925,824 21.25 308,843
Project Number: Project:
Project Location:
Calculations By: Date:
Sq. Ft. Acres
Rain Garden A 477,483 10.96 45%
A2,A3,A4,A5,A6,A
7,A8,A9 Rain Garden 6,875 216,353
Rain Garden B 183,537 4.21 30%B1,B2,B3 Rain Garden 3,588 55,860
Total 661,020 15.17 272,214
Total Area of Current Development 692,019 ft2
Total Impervious Area 287,713 ft2
Total Impervious Area without LID Treatment 15,499 ft2
A1
75% Requried Minimum Area to be Treated 215,785 ft2
Total Treated Area 272,214 ft2
Percent Impervious Treated by LID 94.61%
LID Summary
AreaBasin ID Treatment TypePercent
Impervious LID ID
987-012
Fort Collins, Colorado
C. Ungerman
Total
Impervious
Area (ft2)
LID Summary per Basin
Area
987-012
Fort Collins, Colorado
C. Ungerman
Subbasin ID Treatment Type
LID Site Summary - New Impervious Area
LID Summary per LID Structure
LID Summary
Willox Farm
4/9/2024
Weighted %
Impervious
Impervious
Area (ft2)
Volume per
UD-BMP (ft3)LID ID
UD
T
S
S
T
T
T
T
E
E
E
W W W W W W W W
SOFT GOLD PARK
DETENTION POND
RAIN GARDEN A
REQUIRED VOLUME: 6,146 CU. FT.
MINIMUM FLAT AREA: 4,300 SF
PROVIDED VOLUME: 6,875 CU. FT.
PROVIDED FLAT AREA: 5,380 SF
IMPERVIOUS AREA TREATED: 216,353 SF
RAIN GARDEN B
REQUIRED VOLUME: 1,853 CU. FT.
MINIMUM FLAT AREA: 1,101 SF
PROVIDED VOLUME: 3,588 CU. FT.
PROVIDED FLAT AREA: 4,155 SF
IMPERVIOUS AREA TREATED: 55,860 SF
2.31 ac.
A
0.71 ac.
A1
2.33 ac.
A2
0.61 ac.
A3
1.10 ac.
B2
3.51
A7
1.74 ac.
A5
0.86 ac.
A8
0.56 ac.
A9
2.36 ac.
B1
3.92 ac.
OS1
0.53 ac.
Os2
0.07 ac.
OS3
0.17 ac.
OS4
1.17 ac.
A6
0.77 ac.
B3
0.20 ac.
A4
0.19 ac.
OS6
WILLOX LN
1.34 ac.
OS7
0.33 ac.
OS5
WILLOX FARM
SHEET NO:
P:
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9
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7
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0
1
2
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W
G
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D
R
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9
8
7
-
0
1
2
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L
I
D
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D
W
G
301 N. Howes Street, Suite 100
Fort Collins, Colorado 80521
E N G I N E E R N GI
EHTRON R N
PHONE: 970.221.4158
www.northernengineering.com
DRAWING REFERENCE:
LID TREATMENT EXHIBIT J. OBANION
1"=150'
APRIL 2024
LID-1
DRAWN BY:
SCALE:
ISSUED:
NOTES
1.FOR LID RAIN GARDEN CALCULATIONS PLEASE REFER TO THE
FINAL DRAINAGE REPORT DATED APRIL 12, 2024.
2.REFER TO UTILITY PLANS FOR WILLOX FARM FOR ADDITIONAL
GRADING AND UTILITY INFORMATION.
3.REFER TO LANDSCAPE PLANS FOR ADDITIONAL INFORMATION ON
HARDSCAPES.
LEGEND
PROPOSED CONTOUR
PROPOSED STORM SEWER
PROPOSED SWALE
EXISTING CONTOUR
PROPOSED CURB & GUTTER
PROPERTY BOUNDARY
PROPOSED INLET
AREA TREATED BY RAIN GARDEN B
AREA TREATED BY RAIN GARDEN A
NORTH
( IN FEET )
0
1 INCH = 150 FEET
150 150
LID Site Summary - New Impervious Area
Total Area of Current Development 692,019 ft2
Total Impervious Area 287,713 ft2
Total Impervious Area without LID Treatment: Basin A1 15,499 ft2
75% Requried Minimum Area to be Treated 215,785 ft2
Total Treated Area 272,214 ft2
Percent Impervious Treated by LID 94.61%ft2
NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: Willox Farm
FORT COLLINS | GREELEY APPENDIX
APPENDIX D
USDA SOILS REPORT
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Larimer County
Area, ColoradoNatural
Resources
Conservation
Service
March 9, 2022
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
Soil Map..................................................................................................................8
Soil Map................................................................................................................9
Legend................................................................................................................10
Map Unit Legend................................................................................................11
Map Unit Descriptions.........................................................................................11
Larimer County Area, Colorado......................................................................13
22—Caruso clay loam, 0 to 1 percent slope...............................................13
105—Table Mountain loam, 0 to 1 percent slopes......................................14
References............................................................................................................16
4
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
Custom Soil Resource Report
6
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
Custom Soil Resource Report
7
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8
9
Custom Soil Resource Report
Soil Map
44
9
5
1
5
0
44
9
5
2
0
0
44
9
5
2
5
0
44
9
5
3
0
0
44
9
5
3
5
0
44
9
5
4
0
0
44
9
5
4
5
0
44
9
5
5
0
0
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9
5
5
5
0
44
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5
1
5
0
44
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5
2
0
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492450 492500 492550 492600 492650 492700 492750
492450 492500 492550 492600 492650 492700 492750
40° 36' 39'' N
10
5
°
5
'
2
1
'
'
W
40° 36' 39'' N
10
5
°
5
'
7
'
'
W
40° 36' 24'' N
10
5
°
5
'
2
1
'
'
W
40° 36' 24'' N
10
5
°
5
'
7
'
'
W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 100 200 400 600
Feet
0 30 60 120 180
Meters
Map Scale: 1:2,200 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 Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 16, Sep 2, 2021
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 11, 2018—Aug
12, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
10
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
22 Caruso clay loam, 0 to 1
percent slope
14.2 78.9%
105 Table Mountain loam, 0 to 1
percent slopes
3.8 21.1%
Totals for Area of Interest 17.9 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
Custom Soil Resource Report
11
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
Custom Soil Resource Report
12
Larimer County Area, Colorado
22—Caruso clay loam, 0 to 1 percent slope
Map Unit Setting
National map unit symbol: jpvt
Elevation: 4,800 to 5,500 feet
Mean annual precipitation: 13 to 15 inches
Mean annual air temperature: 48 to 50 degrees F
Frost-free period: 135 to 150 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Caruso and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Caruso
Setting
Landform:Flood-plain steps, stream terraces
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Mixed alluvium
Typical profile
H1 - 0 to 35 inches: clay loam
H2 - 35 to 44 inches: fine sandy loam
H3 - 44 to 60 inches: gravelly sand
Properties and qualities
Slope:0 to 1 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Somewhat poorly drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat):Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table:About 24 to 48 inches
Frequency of flooding:NoneOccasional
Frequency of ponding:None
Calcium carbonate, maximum content:5 percent
Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water supply, 0 to 60 inches: Moderate (about 8.4 inches)
Interpretive groups
Land capability classification (irrigated): 3w
Land capability classification (nonirrigated): 5w
Hydrologic Soil Group: D
Ecological site: R067BY036CO - Overflow
Hydric soil rating: No
Minor Components
Loveland
Percent of map unit:9 percent
Custom Soil Resource Report
13
Landform:Terraces
Ecological site:R067BY036CO - Overflow
Hydric soil rating: Yes
Fluvaquents
Percent of map unit:6 percent
Landform:Terraces
Hydric soil rating: Yes
105—Table Mountain loam, 0 to 1 percent slopes
Map Unit Setting
National map unit symbol: jpty
Elevation: 4,800 to 5,600 feet
Mean annual precipitation: 13 to 15 inches
Mean annual air temperature: 48 to 50 degrees F
Frost-free period: 135 to 150 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Table mountain and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Table Mountain
Setting
Landform:Stream terraces, flood plains
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Alluvium
Typical profile
H1 - 0 to 36 inches: loam
H2 - 36 to 60 inches: clay loam
Properties and qualities
Slope:0 to 1 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high
(0.60 to 2.00 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:15 percent
Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Sodium adsorption ratio, maximum:5.0
Available water supply, 0 to 60 inches: High (about 9.8 inches)
Custom Soil Resource Report
14
Interpretive groups
Land capability classification (irrigated): 1
Land capability classification (nonirrigated): 3c
Hydrologic Soil Group: B
Ecological site: R049XY036CO - Overflow
Hydric soil rating: No
Minor Components
Caruso
Percent of map unit:7 percent
Hydric soil rating: No
Fluvaquentic haplustolls
Percent of map unit:4 percent
Landform:Terraces
Hydric soil rating: Yes
Paoli
Percent of map unit:4 percent
Hydric soil rating: No
Custom Soil Resource Report
15
References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
16
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
Custom Soil Resource Report
17
NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: Willox Farm
FORT COLLINS | GREELEY APPENDIX
MAP POCKET
EXHIBITS AS LISTED ON TABLE OF CONTENTS
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h1
h1
WEST WILLOW LANE
EXISTING 20' SANITARY SEWER EASEMENT TO BE VACATED WITH PLAT (ENCROACHES ON PROPERTY. SEE PLAT FOR NOTES)
EXISTING 10' UTILITY EASEMENT
EXISTING 6' CITY OF
FORT COLLINS EASEMENT
EXISTING 10'
MOUNTAIN STATES UTILITY
EASEMENT
EXISTING 30'
NCWA EASEMENT
EXISTING 6' CITY OF
FORT COLLINS EASEMENT 100' UNION PACIFIC
RAILROAD ROW
PROPERTY
BOUNDARY
PROPERTY
BOUNDARY
PROPERTY
BOUNDARY
PROPERTY
BOUNDARY
EXISTING 20' PUBLIC
DRAINAGE EASEMENT
TO BE CONVERTED TO
PUBLIC EASEMENT
ACKELSON CONNIE A. 603
W WILLOX LANE,
KAFKA, AMY
709 W WILLOX LANE,
PITT, JEAN
1522 WOOD LANE,
GBP LLC
1434 WOOD LANE,
PEREZ DANIEL A.
400 HICKORY STREET 149
PEREZ DANIEL A.
400 HICKORY STREET 149
3.90 ac.
h2
1.35 ac.
h3
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PROPOSED CONTOUR
PROPOSED STORM SEWER
PROPOSED SWALE
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PROPOSED CURB & GUTTER
PROPERTY BOUNDARY
PROPOSED INLET
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DESIGN POINT
FLOW ARROW
DRAINAGE BASIN LABEL
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11
NOTES:
A
LEGEND:
1.REFER TO THE FINAL DRAINAGE REPORT DATED APRIL 12, 2024 BY NORTHERN
ENGINEERING FOR ADDITIONAL INFORMATION.
DR1
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
Historic Drainage Summary
Design Point Up stream Basin
Total Area
(acres)C2 C10 C100
Q2
(cfs)
Q10
(cfs)
Q100
(cfs)
h1 h1 19.014 0.20 0.20 0.25 6.46 11.03 28.14
h2 h2 3.902 0.20 0.20 0.25 1.55 2.65 6.75
h3 h3 1.349 0.25 0.25 0.30 0.70 1.20 2.95
h4 h4 0.546 0.50 0.50 0.55 0.53 0.91 2.05
total Total 24.812 0.21 0.21 0.26 8.60 14.69 37.09
/ / / / / / / /
/ / / / / / / /
/ / / / / / / /
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2.24
A6
1.74 ac.
A4
0.86 ac.
A7
0.56 ac.
A8
2.36 ac.
B1
3.92 ac.
OS1
0.53 ac.
OS2
0.07 ac.
OS3 0.17 ac.
OS4
1.17 ac.
A5
PROPOSED 2-2'
SIDEWALK CHASES
PROPOSED 4'
SIDEWALK CULVERT
PROPOSED 4'
CONCRETE
PAN w/ CURB
PROPOSED 2'
SIDEWALK CHASE
PROPOSED 2'
CONCRETE PAN
PROPOSED 4'
SIDEWALK CULVERT
PROPOSED 2'
CONCRETE PAN
0.33 ac.
OS5
WILLOX STORM DRAIN
SEE SHEET ST3
WILLOX EAST STORM DRAIN
SEE SHEET ST4
1.34 ac.
OS7
KEYMAP
T
C.O.
WEST WILLOX LANE
SOFT
GOLD PARK
HICKORY STREET
Sheet
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59
NORTH
( IN FEET )
1 inch = ft.
Feet04040
40
80 120
1.REFER TO THE "FINAL DRAINAGE REPORT DATED APRIL 12, 2024" BY NORTHERN
ENGINEERING DATED FOR ADDITIONAL INFORMATION.
2.THE WILLOX FARM PROJECT WILL BE DETAINING THE DIFFERENCE BETWEEN THE
HISTORIC 2-YEAR EVENT AND THE DEVELOPED 100-YEAR EVENT.
3.LID MEASURES IS PROVIDED VIA RAIN GARDEN.
4.ALL PROPOSED STORM SEWER ARE TO BE PRIVATELY OWNED AND MAINTAINED.
SWALE SECTIONS
PROPOSED CONTOUR
PROPOSED STORM SEWER
PROPOSED SWALE
EXISTING CONTOUR
PROPOSED CURB & GUTTER
PROPERTY BOUNDARY
PROPOSED INLET
A
DESIGN POINT
FLOW ARROW
DRAINAGE BASIN LABEL
DRAINAGE BASIN BOUNDARY
PROPOSED SWALE SECTION
11
NOTES:
A
LEGEND:
MATCH LINE - SEE SHEET DR3
DR2
DR3
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
DEVELOPED DRAINAGE SUMMARY
Design
Point
Basin
ID
Total
Area
(acres)
C2 C100 2-Yr Tc
(min)
100-Yr
Tc
(min)
Q2
(cfs)
Q100
(cfs)
A
a1 A1 0.71 0.55 0.69 5.00 5.00 1.12 4.87
a2 A2 1.58 0.64 0.80 11.14 11.14 2.16 10.00
a3 A3 2.89 0.62 0.78 9.59 9.59 4.05 19.31
a4 A4 1.71 0.35 0.44 11.39 11.39 1.28 5.66
a5 A5 1.18 0.39 0.49 12.52 12.52 0.94 4.31
a6 A6 2.24 0.68 0.85 13.59 13.59 2.98 13.03
a7 A7 0.86 0.28 0.35 9.33 9.33 0.56 2.50
a8 A8 0.56 0.73 0.91 6.10 6.10 1.09 5.06
b1 B1 2.36 0.28 0.35 13.49 13.49 1.31 5.71
b2 B2 1.05 0.69 0.87 7.92 7.92 1.78 8.44
b3 B3 0.75 0.45 0.56 8.51 8.51 0.79 3.62
Offsite Basins
os1 OS1 3.92 0.20 0.20 13.06 13.06 1.55 5.43
os2 OS2 0.53 0.54 0.54 12.27 12.27 0.59 2.05
os3 OS3 0.07 0.78 0.78 5.00 5.00 0.16 0.56
os4 OS4 0.17 0.58 0.58 5.00 5.00 0.27 0.96
os5 OS5 0.33 0.20 0.20 6.87 6.87 0.17 0.60
os6 OS6 0.19 0.23 0.23 5.28 5.28 0.13 0.44
os7 OS7 1.34 0.20 0.20 11.39 11.39 0.58 2.03
SWALE SUMMARY TABLE
SWALE
ID MIN D
MIN
TW S1 (n:1)BW S2 (n:1)Q Q*1.33
A1 - A1 0.63 26.41 13.0 2.0 27.0 8.1 10.77
A2 - A2 0.96 22.11 10.7 4.0 16.7 39.0 51.87
A3 - A3 0.78 4.90 144.0 4.0 6.0 7.8 10.37
POND SUMMARY TABLE
Pond ID Tributary
Area (ac)
Avg. Percent
Imperviousness
(%)
Extended
Detention
WQCV (ac-ft)
100-Yr
Detention
Vol. (ac-ft)
100-Yr
Detention
WSEL (ft)
Peak
Release
(cfs)
Detention Pond 15.89 42 0.01 1.92 4,986.12 6.60
W
W
T
W
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X
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X
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X
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X
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XXX X
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MOLLER STREET
SAINT GRACE STREET
PITT, JEAN
GBP LLC
PEREZ DANIEL A.
PEREZ DANIEL A.
SOFT GOLD PARK
PROPOSED DETENTION POND
100-YR DETENTION VOLUME = 1.91 AC-FT
100-YR WSEL= 4989.11
PROPERTY
BOUNDARY
PROPERTY
BOUNDARY
2.31 ac.
A
0.71 ac.
A1
1.58 ac.
A2
2.89 ac.
A3
1.05 ac.
B2
1.74 ac.
A4
0.77 ac.
B3
PROPOSED POND
OUTLET STRUCTURE
PROPOSED 2'
CONCRETE PAN
PROPOSED 2'
CONCRETE PAN
PROPOSED 4'
SIDEWALK CULVERT
PROPOSED 2'
CONCRETE PAN
RAIN GARDEN B
BIOMEDIA AREA
RAIN GARDEN A
BIOMEDIA AREA
0.19 ac.
OS6
INLET A6
INLET A5
STORM DRAIN A
SEE SHEET ST1
STORM DRAIN C
SEE SHEET
STORM DRAIN B
SEE SHEETST2
RG B UNDERDRAIN
RG A UNDERDRAIN
STORM DRAIN C
SEE SHEETST2
KEYMAP
T
C.O.
WEST WILLOX LANE
SOFT
GOLD PARK
HICKORY STREET
Sheet
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60
NORTH
( IN FEET )
1 inch = ft.
Feet04040
40
80 120
1.REFER TO THE "FINAL DRAINAGE REPORT DATED APRIL 12, 2024" BY NORTHERN
ENGINEERING FOR ADDITIONAL INFORMATION.
2.THE WILLOX FARM PROJECT WILL BE DETAINING THE DIFFERENCE BETWEEN THE
HISTORIC 2-YEAR EVENT AND THE DEVELOPED 100-YEAR EVENT.
3.LID MEASURES IS PROVIDED VIA RAIN GARDEN.
4.ALL PROPOSED STORM SEWER ARE TO BE PRIVATELY OWNED AND MAINTAINED.
PROPOSED CONTOUR
PROPOSED STORM SEWER
PROPOSED SWALE
EXISTING CONTOUR
PROPOSED CURB & GUTTER
PROPERTY BOUNDARY
PROPOSED INLET
A
DESIGN POINT
FLOW ARROW
DRAINAGE BASIN LABEL
DRAINAGE BASIN BOUNDARY
PROPOSED SWALE SECTION
11
NOTES:
A
LEGEND:
MATCH LINE - SEE SHEET DR2
DR3
DR2
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
SWALE SECTIONS
SWALE SUMMARY TABLE
SWALE
ID MIN D
MIN
TW S1 (n:1)BW S2 (n:1)Q Q*1.33
A1 - A1 0.63 26.41 13.0 2.0 27.0 8.1 10.77
A2 - A2 0.96 22.11 10.7 4.0 16.7 39.0 51.87
A3 - A3 0.78 4.90 144.0 4.0 6.0 7.8 10.37
POND SUMMARY TABLE
Pond ID Tributary
Area (ac)
Avg. Percent
Imperviousness
(%)
Extended
Detention
WQCV (ac-ft)
100-Yr
Detention
Vol. (ac-ft)
100-Yr
Detention
WSEL (ft)
Peak
Release
(cfs)
Detention Pond 15.89 42 0.01 1.92 4,986.12 6.60
DEVELOPED DRAINAGE SUMMARY
Design
Point
Basin
ID
Total
Area
(acres)
C2 C100 2-Yr Tc
(min)
100-Yr
Tc
(min)
Q2
(cfs)
Q100
(cfs)
A
a1 A1 0.71 0.55 0.69 5.00 5.00 1.12 4.87
a2 A2 1.58 0.64 0.80 11.14 11.14 2.16 10.00
a3 A3 2.89 0.62 0.78 9.59 9.59 4.05 19.31
a4 A4 1.71 0.35 0.44 11.39 11.39 1.28 5.66
a5 A5 1.18 0.39 0.49 12.52 12.52 0.94 4.31
a6 A6 2.24 0.68 0.85 13.59 13.59 2.98 13.03
a7 A7 0.86 0.28 0.35 9.33 9.33 0.56 2.50
a8 A8 0.56 0.73 0.91 6.10 6.10 1.09 5.06
b1 B1 2.36 0.28 0.35 13.49 13.49 1.31 5.71
b2 B2 1.05 0.69 0.87 7.92 7.92 1.78 8.44
b3 B3 0.75 0.45 0.56 8.51 8.51 0.79 3.62
Offsite Basins
os1 OS1 3.92 0.20 0.20 13.06 13.06 1.55 5.43
os2 OS2 0.53 0.54 0.54 12.27 12.27 0.59 2.05
os3 OS3 0.07 0.78 0.78 5.00 5.00 0.16 0.56
os4 OS4 0.17 0.58 0.58 5.00 5.00 0.27 0.96
os5 OS5 0.33 0.20 0.20 6.87 6.87 0.17 0.60
os6 OS6 0.19 0.23 0.23 5.28 5.28 0.13 0.44
os7 OS7 1.34 0.20 0.20 11.39 11.39 0.58 2.03