HomeMy WebLinkAboutDrainage Reports - 05/30/2022 (2)ENGINEER CERTIFICATION
"This report (plan) for the Final Drainage and Erosion Control Report for the "Foothills
Unitarian Church," was prepared by me (or under my direct supervision) in accordance with
the provisions of the Fort Collins Stormwater Criteria Manual and was designed to comply with
the provisions thereof. I understand that the City of Fort Collins does not and will not assume
liability for drainage facilities designed by others."
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Jordan Piaskowy
Registered Professional Engineer
State of Colorado No. 53301
OWNER CERTIFICATION
"(Owner/Applicant) hereby certifies that the drainage facilities for the "Foothills Unitarian
Church," will be constructed according to the design presented in this report. I understand that
the City of Fort Collins does not and will not assume liability for drainage facilities designed or
reviewed by my engineer. I also understand that the City of Fort Collins relies on the
representations of others to establish that drainage facilities are designed and built-in
compliance with applicable guidelines, standards or specifications. Review by the City of Fort
Collins can therefore in no way limit or diminish any liability which I or any other party may have
with respect to the design or construction of such facilities."
(Owner/Applicant) /l�� �G�����
gy: Katie Watkins, Director of Finance and Operations
Date: 4/8/2022
Table of Contents
I. General Location and Description .........................................................................................................4
A. Location .............................................................................................................................................4
B. Description of Property .....................................................................................................................4
II. Drainage Basin and Sub-Basins .............................................................................................................5
A. Major Basin Description ....................................................................................................................5
B. Sub-Basin Description ....................................................................................................................... 5
III. Drainage Design Criteria ...................................................................................................................6
A. Regulations ........................................................................................................................................6
B. Hydrological Criteria .........................................................................................................................6
C. Hydraulic Criteria ..............................................................................................................................7
0. Waivers from Criteria ........................................................................................................................7
IV. Drainage Facility Design ....................................................................................................................8
A. General Concepts ..............................................................................................................................8
B. Specific Details ..................................................................................................................................8
C. Stormwater Storage Facility .............................................................................................................. 9
V. Erosion and Sediment Control ............................................................................................................10
VI. Conclusions .....................................................................................................................................13
A. Compliance with Standards ............................................................................................................13
B. Drainage Concept ............................................................................................................................14
VII. References ......................................................................................................................................14
VIII. APPENDIX ........................................................................................................................................15
VICINTIY, FIRM & SOILS MAP
HYDROLOGICAL COMPUTATIONS
HYDRAULIC COMPUTATIONS
CURB HYDROLOGICAL COMPUTATIONS
DRAINAGE DETAILS & PLANS
3
I. General Location and Description
A. Location
1. Township, Range, Section, % Section: The subject property is located in Section
22, Township 7 North, Range 69 West of the 6th Principal Meridian, Larimer
County, State of Colorado.
2. Local streets within and adjacent to the development with ROW width shown:
The parcel is bordered by W. Drake Road to the south, Yorktown Drive to the
west, Yorktown Avenue to the north and Constitution Avenue to the east, see
Appendix A for Vicinity Map.
3. Major drainageways, facilities and easements within and adjacent to the site:
The site lies in the Spring Creek Drainage basin and crosses Drake Road
approximately 800 feet East of the Foothills Unitarian Church expansion (Site).
4. Names of surrounding developments: The existing church is located within a
residential area. There are existing single-family residences located to the north,
west and east. The Georgetown Townhouse/Condos are located to the south.
�, ����ra����r� �i P����rty�
1. Area in Acres: Property Area = 3.02 Acres
Tributary Pond Limits = 0.88 Acres
2. Ground cover: Ground cover on site currently consists of mature landscaping
which includes trees and shrubs along with established lawns.
3. National Resources Conversation Service (NRCS) soils classification: According
to the Natural Resources Conservation Service (NRCS) Soils Survey in Appendix A,
the project area is comprised mostly of soils in Hydrologic Soil Group B, which
consists of Altvan-Satanta loam complex soil.
4. Major Drainageways: The Site lies within the Spring Creek Drainage Basin in the
reach East of Taft Hill Road as identified by the Spring Creek Drainageway
Planning Study.
5. Floodplain: According to the Flood Insurance Rate Map Panel No. 08069C0986G
dated 5/2/2012, the site is located with Zone X, an area of minimal flood hazard
(see Appendix)
6. General Project Description: The proposed Foothills Unitarian Church expansion
includes a new two-story addition at the southwest edge of the existing building.
There will also be new pedestrian connection to the existing parking lot located
on the west, and to the existing sidewalk along Drake. In addition to the proposed
expansion; there will also be ROW improvements along Yorktown Drive and
Yorktown Avenue which consists of new curb, gutter and sidewalk.
7. Irrigation facilities: There are no known irrigation facilities within 200 feet of the
4
site.
8. Proposed Land Use: Place of worship
II. Drainage Basin and Sub-Basins
A. Major Basin Description
1. On-site and off-site major drainage basin characteristic and flow patterns and
path: Historically the site drains into the surrounding road ROW and is tributary
to Drake Road.
2. Existing and proposed land uses within the basins if known: The existing
Foothills Unitarian Church will remain as a place of worship.
3. Discussion of all drainageway planning or floodplain delineation studies that
affect the major drainageways, such as FHAD Studies and Outfall System
Planning studies: There are no known drainageway planning or floodplain
delineation studies associated with the property.
4. Discussion of the condition of any channel within or adjacent to the
development, including existing conditions, need for improvements can impact
on the proposed development: Spring Creek is directly east of the proposed
development.
5. Discussion of the impacts of the off-site flow patterns and paths, under fully
developed conditions: Currently flow from off-site are captured with curb and
gutter and conveyed into the existing public storm sewer system within Drake
Road.
6. Identification of all irrigation facilities within the basin which will influence or
be influenced by the local drainage: There are no known irrigation facilities
within the basin which will influence or be influenced with the developed
drainage patterns.
�. Sub-Basin Description
1. On-site and off-site minor drainage basin characteristics and flow patterns
under historic and developed conditions: Based on the Final Drainage Study &
Erosion Control Report — Foothills Unitarian Church Expansion dated April 3,
1996; the property contains 4 basins (A1—A4). The proposed expansion
completely encompasses basin A3. Historic Basin A3 flows are currently
conveyed via surface flow into Drake Road and will outfall into the public storm
sewer system in the existing inlet directly south of the proposed expansion area.
Basin A1 flows will remain unchanged with the proposed ROW improvements
along Yorktown Avenue, and outfall into the existing curb and gutter as it
currently does today. Basin A2 flow patterns will mimic historic and continue into
Drake Road. Basin A4 flow patterns will also remain unchanged and be captured
�
within the western parking lot detention area prior to outfalling into Drake Road
and ultimately Spring Creek via the public storm sewer system, see Appendix for
drainage map.
With the pr�posed building expansion, developed basin P1 will analyze the
historic basin A3 to determine the required detention volumes based on the
added imperviousness to the site.
Basin P1 is approximately 0.88 acres with an imperviousness of 39%. This basin
consists of the area contained within historic Basin A3 and also includes additional
pervious areas that include the proposed detention pond. The 2-yr runoff
coefficient is 0.48 and the 100-yr runoff coefficient is 0.60.
2. Existing and proposed land uses within the basins: The site currently is a place
of worship with mature landscaping and associated parking and walkways. The
proposed development will consist of a building expansion, and the primary use
will remain the same.
3. Discussion of irrigation facilities that will influence or impacted by the site
drainage: There are no known existing irrigation facilities that will be impacted
by the proposed development.
4. Discussion of the impacts of the off-site flow patterns and paths under fully
developed conditions: Under the fully developed conditions flows from within
the surrounding roadways will be captured with curb and gutter and ultimately
into Drake Road.
III. Drainage Design Criteria
A. Ftegulati�ns
1. Discussion of the optional provisions selected or the deviation from the Criteria,
if any, and its justification: Calculation methods used follow the provisions set
forth in the Fort Collins Stormwater Criteria Manual.
6. HydrologicaY Crite�o�
1. Identifydesign rainfall: Storm incremental precipitation determined by using IDF
Table 3.4-1 from the Fort Collins Stormwater Criteria Manual.
2. Identify runoff calculation method: The Rational Method was used to determine
developed flow volumes for historic and developed conditions. The Rational
Formula is Q= CiA, where Q, the maximum rate of runoff is equal to the runoff
coefficient C, times the rainfall intensity (I), times the area (A).
3. Identify detention discharge and storage calculation method: Water quality is
to be provided by a proposed rain garden. Stormwater detention in excess of the
WQCV and up to the 100-yr storm is proposed to be provided within a newly
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proposed detention pond. The proposed pond was evaluated using the FAA
method and designed to hold the required 100-yr storage volume excluding the
WQCV for the project, which is captured by the rain garden. The required volume
is based on the additional impervious area. The existing impervious areas have
been "grandfathered" in and this runoff can be passed through the pond. The
required WQCV is 541 cubic feet. The total required 100-yr detention volume is
1379 cubic feet which includes the required WQCV.
4. Identify design storm recurrence intervals: Design storm recurrence intervals of
2 and 100-year events were examined in this study
5. Discussion and justification or other criteria or calculation method used that are
not presented in or referenced by these the CRITERIA: All criteria and calculation
methods used are presented in or referenced by the Fort Collins Stormwater
Criteria Manual.
The allowable release rate and required volume for a minor redevelopment of an
existing site that has no detention, will be based on the following;
a) Calculation for allowable release rate
a. 100-yr flows from existing impervious areas are grandfathered.
b. New impervious are require flows to be detained to the 2-yr historic
flow rate.
c. Calculate the 100-yr flow rate from all existing impervious areas onsite.
d. Calculate the 100-yr flow rate for pervious areas that will remain as
pervious.
e. Calculate the 2-yr release rate, for pervious areas to convert to
impervious. Assuming C-factor = 0.15 for 0% impervious (historic).
f. Sum the flow rates calculated. This will be the max allowable release
rate for site.
b) Calculation for detention.
a. Calculate the free releases from site (100yr). Subtract from max
allowable release. This will be the maximum allowable release rate.
b. Perform FAA detention calculation using the "required detention
release rate" which will determine the required detention volume,
based on the mass balance method.
c. Use area and C factor for everything draining to the pond location.
Ca &�yc�r�,��Me �u�it��i�
1. Identify various capacity references: The Fort Collins Stormwater Criteria
Manual were utilized in the storm drainage design for the proposed
development. See Appendix C for hydraulics calculations of the storm sewer
system for sizing details.
D. Ul/amve�s frorn Criter�a
1. Provide justification for each waiver: No waivers are requested for the proposed
development.
7
IV. Drainage Facility Design
A. General Concepts
1. Discussion of concept and typical drainage patterns: The proposed Foothills
Unitarian Church expansion includes an addition at the southwest edge of the
existing building. There are no known drainage issues on the site with the
proposed expansion. Historically the drainage flows for the disturbed area based
on basin A3 flows across the property in West Drake Road right of way.
The pre-development flows for the site are approximately 0.69 CFS for the minor
event and 2.94 CFS for the major event. In the developed condition flows mimic
the historic flow patterns into the proposed water quality rain garden and 100-yr
detention pond at the southeast portion of the site. The rain garden and pond
will be fitted with 100-yr orifice plates in order to have flows released at the
allowable rate.
Post-development flows were determined to be 0.87 CFS and 3.79 CFS for the
minor and major event.
All drainage that occurs within the disturbance limits of basin P1 will be directed
into the rain garden by overland flow. Once in the rain garden, water will infiltrate
into the ground and be collected by the underdrain system. For storm events
where the accumulated volume exceeds the WQCV, a spillway will direct water
into the detention pond. In the detention pond, water will be conveyed through
the outlet structure at the allowable release rate, while an emergency spillway
accounts for events greater than the 1-hour, 100-yr storm.
2. Discussion of anticipated and proposed drainage patterns. Discuss how runoff
is conveyed off-site to nearest adequate drainage facility. Discuss flow path and
downstream capacity: The flows from the proposed expansion will be conveyed
overland to the rain garden. Water that remains in the rain garden will drain
through the filtration media to the underdrain system and will be released into
the onsite storm system. Any volumes exceeding the WQCV will overflow into a
proposed detention pond. The outlet structure of the pond includes a 12-inch
reinforced concrete pipe with a restrictor plate that feeds into the onsite
stormwater system. The emergency spillway will include a riprap lined cutoff wall.
A 12-inch outlet pipe will tie the onsite storm system into an existing storm inlet
within West Drake Road right of way.
B, Sp��ific I����iNs
1. Discussion of drainage problems encountered and solutions at specific design
points: There are no known drainage problems encountered and any design
points for the proposed development.
2. Discussion of detention storage and outlet design: The pond is designed per the
mass balance method in order to determine the required detention for
developments adding over 1000 sf of impervious areas. The pond outlets is fitted
with a restrictor plate. Flows from the two detention areas meet at a manhole
onsite that connects to a pipe to the back of an existing storm inlet within West
Drake Road right of way.
E3
�. S�or�v����� ������� �����6°��
1. Discuss detention pond designs, including release rates, storage volumes and
water surface elevations for the WQCV and emergency overflow conditions,
outlet structure design, emergency spillway design, etc: The proposed storm
drainage design for the expansion consists of a rain garden and detention pond.
The following table highlights the important design parameters of the storm
water storage facilities.
Stormwater Detention Facilities Design Parameters
Total Property Area 3.02 Acres
Tributary Area of Detention 0.88 Acres
Existing Imperviousness of Tributary 28%
Proposed Imperviousness of Tributary 39%
Change in Imperviousness +11%
Allowable 100 Year Release Rate 2.81 CFS
Volume of 100 Year Storm Event 1379 Cubic Feet
WQCV 541 Cubic Feet
Rain Garden Facility Design Parameters
Detention Volume (WQCV) 541 Cubic Feet
WSEL WQCV 5066.95'
Bottom of Pond 5066.36'
Spillway Elevation 5066.95'
Top of Pond 5067.50'
Freeboard 0.55'
Detention Pond Facility Design Parameters
Detention Volume (100yr-WQCV) 1379 Cubic Feet
WSEL 100yr 5066.85'
Bottom of Pond 5065.25'
Spillway Elevation 5066.85'
Top of Pond 5067.50'
Freeboard 0.65'
Please refer to the appendix for the detailed design for the rain garden and
detention pond.
There will no off-site flows that will not be detained in the detention pond,
therefore there will be no reduction in the allowable release rate. The location
of the pond is ideal for events greater than the 100-year event due to its close
proximity to the existing storm inlet within West Drake Road.
2. Discuss pond outfall locations and design, including method of energy
dissipation: The pond outfall is located at the south end property where it ties
into the back of an existing inlet within West Drake Road right of way. A 7-foot
emergency spillway line which incorporates a 23-foot headwall with soiled rip rap
are to be part of the spillway design.
E
3. Discuss how runoff is conveyed from all pond outfalls and emergency spillways
to the nearest major drainageway, including a discussion of the flow path and
capacity downstream of the outfall to the nearest major drainageway: Runoff
from the proposed expansion will be conveyed into an existing storm inlet within
West Drake Road right of way, where it ultimately outfalls into Spring Creek,
directly east of the site. Based on the current historic flows and the allowable
release rate into the creek, there is no negative impacts of the flows from the
development into the creek.
V. Erosion and Sediment Control
A. Co�s�����p�� Ac�ovati�s;
1. Total Area of Disturbance: 27,400 sf (0.63 acres)
2. Total areas of staging and storage: A 830 sf stabilized staging area and a�100 cy
stockpile for material has been provided as a part of the project. See erosion
control plan for locations.
3. Total volume of imported and exported material: Earthwork onsite is expected
to be balanced, with less than 100 cy of material needed to be imported/exported
for completion.
4. General: The construction activities described in this document will have no
impact on wetlands, streams or threatened species on the parent or adjacent
properties. No additional State or Federal permits will be required in order to
complete the proposed construction.
�. Potenti�i Polluilan� Sources
1. Disturbed and stored soils: Soils exposed by grading activities as well as those that
are temporarily stockpiled on site have the potential to contribute to runoff of
sediment when storm events occur prior to final stabilization. Silt fence shall be
installed along the downslope side of all grading activities and stockpile locations to
limit the sediment that is transported offsite. Additionally, the existing adjacent
roadway inlets and the proposed drainage facility inlets will be protected to prevent
sediment from being introduced to the local stormwater system.
2. Vehicle tracking of sediments: Vehicles that encounter exposed soils onsite have
the potential to transport those soils offsite. Once offsite, the sediment can be
introduced to the local storm system during storm events. A manufactured vehicle
tracking control mat will be used at the construction entrance/exit to the site to
remove sediment on vehicles as they leave the site. The stabilized staging area (SSA)
and route between the construction entrance and the SSA will be free of loose soil,
which will limit the amount of sediment that builds up on construction vehicles. Any
track-out that occurs shall be scraped and swept.
3. Management of contaminated soils: There is no expectation of encountering
contaminated soils onsite.
4. Loading and unloading operations: Loading and unloading of construction materials
and equipment shall be done only in stabilized areas via the VTC access. Care shall
be taken to only expose equipment that is directly related to grading operations to
loose soils and that all equipment is cleaned before leaving the site.
10
5. Outdoor storage of construction materials: Construction materials shall be stored
in stabilized areas, and frequently inspected to ensure that storage is sufficient to
avoid unwanted runoff of weathered material. Chemicals and easily weathered
materials will not be stored onsite when not in use, unless properly contained in a
dry location. Spill kits shall be readily accessible in locations where chemical
materials are stored.
6. Bulk storage of materials: Due to the scope of the project, bulk storage of materials
beyond those described above is not expected for this site.
7. Vehicle and equipment maintenance and fueling: Low amounts of onsite fueling
and maintenance are anticipated, due to the scope of the project. In the case where
onsite fueling and maintenance is done, activities will be done as far away from
stormwater features as possible on a stabilized area and done with spill kits on
hand.
8. Significant dust or particulate generating processes: Grading activities are potential
sources of atmospheric pollution, and therefore reasonable precautions must be
made to limit dust generation. This includes slowing site speeds on loose soil as well
as watering loose soils if necessary.
9. Routine maintenance activities involving fertilizers, pesticides, detergents, fuels,
etc.: Fertilizers and pesticides will be utilized during the final stabilization of the site,
and it is expected to have various solvents and petroleum products onsite during
the construction of the addition to the building. These items will be stored in dry
areas in order to minimize their potential exposure to runoff. Inspection of storage
areas will be required regularly. During application, proper application rates and
timing will ensure that runoff is limited. Any bodies of water exhibiting rainbow
sheen, sudsy or discoloration that are observed shall be inspected to determine
source and cleaned appropriately.
10. On-site waste management practices: Waste generated from activities on site will
be neat piles, or within a job dumpster when applicable. The dumpster and other
wastes shall be removed from the site on intervals as needed to provide a clean,
neat working area. Waste piles and dumpsters shall be stored at least 50 ft away
from drainage features.
11. Concrete truck/equipment washing: Concrete work will be performed during the
project, with material being provided by premixed concrete trucks. Cleaning
operations of the chute and pumps will be performed withing the dedicated
concrete washout area (CWA). The CWA shall be constructed as detailed in the
plans, with the intent that it provides a singular location for concrete waste to
accumulate so that it will not infiltrate into the soil, or become tracked by the
equipment to other locations within the job site.
12. Dedicated asphalt and concrete batch plants: No dedicated plants will be onsite. All
asphalt and concrete will come from offsite plants that have their own CDPS permit
coverage.
13. Non-industrial waste sources such as worker trash and portable toilets: Worker
trash will be managed with access to trash cans which shall be emptied into the
dumpster as needed. Sanitary facilities on site shall be cleaned regularly and
securely fastened at least 50 feet away from drainage facilities when installed.
14. Saw cutting and grinding: Saw cutting is planned as a part of the improvements to
the sidewalks. The dust generated as a result of cutting operations will need to be
controlled by using water on the saw blade. The slurry that is produced as a result
11
will need to be vacuumed, or allowed to dry and swept and scraped from the
remaining surface.
15. Other non-stormwater discharges: No dewatering is anticipated to be required due
to the depth of cut and water table elevation.
16. Other: None.
�� C�ns�ru�ti�n C��m���@ I�i����iiir�su
1. VTC: Vehicle Tracking Control Pads are to be used at the exit of the site to control
sediments being tracked offsite by vehicles. Due to the existing nature of the
construction area (an asphalt parking lot), a typical aggregate VTC cannot be used. A
high-strength HDPE manufactured pad will be used in lieu. See erosion control plan
for location of VTC.
2. R5: Rock socks will be placed along the existing curb and gutter around the site to
slow runoff flows so that sediment can settle and collect. See erosion control plan
for location of rock socks.
3. SF: Silt fence shall be installed along the south side of the property, which is down
slope of the proposed grading and construction. See erosion control plan for
locations and quantities of silt fence.
4. IP: Inlet protection will be initially placed at the two storm sewer inlets on West
Drake Road to stop sediment from being introduced to the storm sewer system.
When the inlet for the detention pond is constructed, this inlet will be protected as
well.
5. CWA: The concrete washout area shall be the only location that concrete trucks and
equipment is washed out. See erosion control plan for location and details.
6. SP: Topsoil and cut material from grading shall be stored in the stockpile area on a
temporary basis. See erosion control plan for location and details.
7. SSA: The stabilized staging area onsite is the area where materials and equipment
shall be stored when not in use. See erosion control plan for location and details.
8. CD: Check dams are to be placed within the proposed swales to slow down flows.
See erosion control plan for location and details.
9. SM: Seeding and mulching to be used for permanent stabilization. Seed mixes for
the disturbed areas and rain garden can be found in the landscaping plan for the
site.
10. ECB: Erosion control blankets to be used in high slope areas around the rain garden
and detention pond to limit erosion and provide a stable surface for permanent
seeding.
D. im�s������%c�� ���1 R����a� ���c����� �f ��a�trol Measures
The sequencing of control measures are as follows:
Initial — Prior to any earth disturbing work commencing: VTC, R5, SF, IP
Interim — To be established at the earliest reasonable point in the construction of the
site. IE: Inlet protection for the drainage pond shall be placed after construction of the
inlet is completed: IP, CWA, SP, SSA, CD
Final — Construction BMPs to remain after the completion of the project: PS, ECB
12
�a i�/I�in������� ��d I��sp��ti�� R���mir���nts
All BMPs to be regularly inspected to ensure that they are functioning properly and are
undamaged. In addition to regular inspection, BMPs are to be inspected after each rain
event. See the erosion control details for specific maintenance requirements for
individual BMPs.
F. Fin�l'J���t��ion aa�c� S�;abilizati�n
Final vegetation for the site will consist of two main zones. The rain garden, and the rest
of the exposed soil. Both areas will be stabilized with seeding at the completion of site
grading. See the landscape plans for details on the seed mix, planting methods and
schedule.
C�. �er����nt �IVf�s:
1. General: The City of Fort Collins requires a four-step process for receiving
water protection that focuses on reducing runoff volumes, treating WQCV,
stabilizing streams and implementing long-term source controls. The Four Step
Process pertains to management of smaller, frequently occurring events, as
opposed to larger storms for which drainage and flood control infrastructure
are sized. Implementation of these four steps helps to achieve compliance with
stormwater permit requirements (i.e. City's MS4 permit). Added benefits of
implementing the complete process can include improved site aesthetics
through functional landscaping amenities that also provide stormwater quality
benefits.
In addition, the City of Fort Collins requires that 75% of all newly added or
modified impervious area be treated by LID techniques. LID techniques are a
distributed stormwater runoff control that simulates natural processes and
relies on filtration and infiltration to locally treat and manage stormwater
runoff. The area of new or modified impervious area for this site is 5,700
square feet.
2. Site BMPs: 100% of the runoff from added and modified impervious areas will
be conveyed overland into the proposed rain garden prior to overflowing into
the detention pond once WQCV is reached. The raingarden is designed to
infiltrate and filter the water contained within it. The water volume exceeding
the WQCV storm event collects in the detention basin. This further allows
sediment an opportunity to settle out of storm flows prior to entering the
stormwater system.
VI. Conclusions
A. Complia��e ��t� ���nc��rd�
1. Criteria: To the best of my knowledge, the drainage design set forth in the plans
and specifications complies with the Fort Collins Stormwater Criteria Manual.
13
2. Major Drainageway Planning Studies: To the best of my knowledge, the drainage
design set forth in the plans and specifications complies with any Planning
Studies.
3. Manual: To the best of my knowledge, the drainage design set forth in the plans
and specifications complies with the Fort Collins Stormwater Criteria Manual.
�4 Dr°�i�a�� C����p�
1. Effectiveness of drainage design to control damage from storm runoff: The
proposed design provides two permanent BMPs by means of a rain garden and
detention basin to promote infiltration for the proposed development will
provide the required volumes set forth by Fort Collins standards.
2. Influence of proposed development of the Major Drainageway Planning Studies
recommendations(s): Current historic drainage patterns will be maintained and
an emergency overflow route from water quality/detention pond will convey
flows into West Drake Road right of way as it currently does today. There will be
no negative impacts downstream due to the runoff from the proposed
development.
VII. References
1. Fort Collins Stormwater Criteria Manual, City of Fort Collins, December, 2018.
2. Final Drainaqe Study and Erosion Control Report- Foothills Unitarian Church
Expansion, Landmark Engineering, Loveland, CO, April 3, 1996.
14
VIII. APPENDIX
A. VICINTIY, FIRM & SOILS MAP
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USDA United States
= Department of
Agriculture
I� RCS
Natural
Resources
Conservation
Service
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, Colorado
FOOTHILLS UNITARIAN CHURCH
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Preface
Soil surveys contain information that affects land use planning in survey areas.
They highiight 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.nres.usda.gov/wps/
portal/nres/main/soils/health/) and certain conservation and engineering
appiications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nres142p2_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 app�icable, 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
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
SoilMap .................................................................................................................. 8
SoilMap ................................................................................................................9
Legend................................................................................................................10
MapUnit Legend ................................................................................................ 11
MapUnit Descriptions .........................................................................................11
Larimer County Area, Colorado ...................................................................... 13
3—Altvan-Satanta loams, 0 to 3 percent slopes ......................................... 13
4—Altvan-Satanta loams, 3 to 9 percent slopes ......................................... 15
References............................................................................................................18
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
Custom Soil Resource Report
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 ineasurements 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
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
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.
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Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol � Map Unit Name � Acres in AOI � Percent of AOI
Altvan-Satanta loams, 0 to 3 0.4 97.8%
percent slopes
Altvan-Satanta loams, 3 to 9 0.0 2.2%
percent slopes
Totals for Area of Interest I 0.4 I 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,
11
Custom Soil Resource Report
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.
12
Custom Soil Resource Report
Larimer County Area, Colorado
3—Altvan-Satanta loams, 0 to 3 percent slopes
Map Unit Setting
National map unit symbol.� jpw2
Elevation: 5,200 to 6,200 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
Altvan and similar soils: 45 percent
Satanta and similar soils: 30 percent
Minor components: 25 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Altvan
Setting
Landform: Benches, terraces
Landform position (three-dimensional): Side slope, tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Mixed alluvium
Typical profile
H1 - 0 to 10 inches: loam
H2 - 10 to 18 inches: clay loam, loam, sandy clay loam
H2 - 10 to 18 inches: loam, fine sandy loam, silt loam
H2 - 10 to 18 inches: gravelly sand, gravelly coarse sand, coarse sand
H3 - 18 to 30 inches:
H3 - 18 to 30 inches:
H3 - 18 to 30 inches:
H4 - 30 to 60 inches:
H4 - 30 to 60 inches:
H4 - 30 to 60 inches:
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage c/ass: Well drained
Runoff class: Low
Capacity of the most limifing layer to transmit water (Ksat)
(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: 10 percent
Available water capacity: Very high (about 13.2 inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated): 3e
Moderately high to high
13
Custom Soil Resource Report
Hydrologic Soil Group: B
Hydric soil rating: No
Description of Satanta
Setting
Landform: Terraces, structural benches
Landform position (three-dimensional): Side slope, tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Mixed alluvium and/or eolian deposits
Typical profile
H1 - 0 to 9 inches: loam
H2 - 9 to 18 inches: loam, clay loam, sandy clay loam
H2 - 9 to 18 inches: loam, clay loam, fine sandy loam
H2 - 9 to 18 inches:
H3 - 18 to 60 inches:
H3 - 18 to 60 inches:
H3 - 18 to 60 inches:
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: 10 percent
Available water capacity: Very high (about 27.4 inches)
Interpretive groups
Land capability classification (irrigated): 1
Land capability classification (nonirrigated): 3c
Hydrologic Soil Group: B
Hydric soil rating: No
Minor Components
Nunn
Percent of map unit: 10 percent
Hydric soil rating: No
Larim
Percent of map unit: 10 percent
Hydric soil rating: No
Stoneham
Percent of map unit: 5 percent
Hydric soil rating: No
14
Custom Soil Resource Report
4�Altvan-Satanta loams, 3 to 9 percent slopes
Map Unit Setting
National map unit symbol: jpwf
Elevation: 5,200 to 6,200 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: Farmland of statewide importance
Map Unit Composition
Altvan and similar soils: 55 percent
Satanta and similar soils: 35 percent
Minor components: 10 percent
Estimates are based on observations, descripfions, and transects of the mapunit.
Description of Altvan
Setting
Landform: Fans, benches, terraces
Landform position (three-dimensional): Base slope, side slope, tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Mixed alluvium
Typical profile
H1 - 0 to 9 inches: loam
H2 - 9 to 16 inches: clay loam, loam, sandy clay loam
H2 - 9 to 16 inches: loam, fine sandy loam, silt loam
H2 - 9 to 16 inches: gravelly sand, gravelly coarse sand, coarse sand
H3 - 16 to 31 inches:
H3 - 16 to 31 inches:
H3 - 16 to 31 inches:
H4 - 31 to 60 inches:
H4 - 31 to 60 inches:
H4 - 31 to 60 inches:
Properties and qualities
Slope: 6 to 9 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to fransmit 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: 10 percent
15
Custom Soil Resource Report
Available water capacity: Very high (about 13.7 inches)
Interpretive groups
Land capability classification (irrigated): 4e
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Hydric soil rating: No
Description of Satanta
Setting
Landform: Structural benches, terraces
Landform position (three-dimensional): Side slope, tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Mixed alluvium and/or eolian deposits
Typical profile
H1 - 0 to 9 inches: loam
H2 - 9 to 14 inches: loam, clay loam, sandy clay loam
H2 - 9 to 14 inches: loam, clay loam, fine sandy loam
H2 - 9 to 14 inches:
H3 - 14 to 60 inches:
H3 - 14 to 60 inches:
H3 - 14 to 60 inches:
Properties and qualities
Slope: 3 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
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: 10 percent
Available water capacity: Very high (about 27.4 inches)
Interpretive groups
Land capability classification (irrigated): 2e
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Hydric soil rating: No
Minor Components
Nunn
Percent of map unit: 6 percent
Hydric soil rating.� No
Larimer
Percent of map unit: 4 percent
Hydric soil rating: No
iL
Custom Soil Resource Report
17
Refe re n ces
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.nres.usda.gov/wps/portal/
nres/detail/national/soils/?cid=nres142p2_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. nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www. nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_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.nres.usda.gov/wps/portal/nres/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
18
Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
nres/detail/soils/scientists/?cid=nres142p2_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.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=nres142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www. nres. usda.gov/I nternet/FSE_DOCUMENTS/nres142p2_052290. pdf
19
B. HYDROLOGICAL COMPUTATIONS
FORT COLLINS STORMWATER CRITERIA MANUAL
Hydrology Standards (Ch. 5)
3.0 Rational Method
Table 3.4-1. IDF Table for Rational Method
Duration
Intensity Intensity Intensity
2-year 10-year 100-year
(min) ��n/hr) (in/hr) (in/hr)
5 2.85 4.87 9.95
6 2.67 4.56 9.31
7 2.52 4.31 8.80
8 2.40 4.10 8.38
9 2.30 3.93 8.03
10 2.21 3.78 7.72
11 2.13 3.63 7.42
12 2.05 3.50 7.16
13 1.98 3.39 6.92
14 1.92 3.29 6.71
15 1.87 3.19 6.52
16 1.81 3.08 6.30
17 1.75 2.99 6.10
18 1.70 2.90 5.92
19 1.65 2.82 5.75
20 1.61 2.74 5.60
21 1.56 2.67 5.46
22 1.53 2.61 5.32
23 1.49 2.55 5.20
24 1.46 2.49 5.09
25 1.43 2.44 4.98
26 1.4 2.39 4.87
27 1.37 2.34 4.78
28 1.34 2.29 4.69
29 1.32 2.25 4.60
30 1.30 2.21 4.52
31 1.27 2.16 4.42
32 1.24 2.12 4.33
33 1.22 2.08 4.24
34 1.19 2.04 4.16
35 1.17 2.00 4.08
36 1.15 1.96 4.01
37 1.16 1.93 3.93
38 1.11 1.89 3.87
: °�� :>�
r,�rt�
Duration
Intensity Intensity Intensity
2-year 10-year 100-year
(min) ��n/hr) (in/hr) (in/hr)
39 1.09 1.86 3.8
40 1.07 1.83 3.74
41 1.05 1.80 3.68
42 1.04 1.77 3.62
43 1.02 1.74 3.56
44 1.01 1.72 3.51
45 0.99 1.69 3.46
46 0.98 1.67 3.41
47 0.96 1.64 3.36
48 0.95 1.62 3.31
49 0.94 1.6 3.27
50 0.92 1.58 3.23
51 0.91 1.56 3.18
52 0.9 1.54 3.14
53 0.89 1.52 3.10
54 0.88 1.50 3.07
55 0.87 1.48 3.03
56 0.86 1.47 2.99
57 0.85 1.45 2.96
58 0.84 1.43 2.92
59 0.83 1.42 2.89
60 0.82 1.4 2.86
65 0.78 1.32 2.71
70 0.73 1.25 2.59
75 0.70 1.19 2.48
80 0.66 1.14 2.38
85 0.64 1.09 2.29
90 0.61 1.05 2.21
95 0.58 1.01 2.13
100 0.56 0.97 2.06
105 0.54 0.94 2.00
110 0.52 0.91 1.94
115 0.51 0.88 1.88
120 0.49 0.86 1.84
3.4 Intensity-Duration-Frequency Curves for Rational Method
Page 8
FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5)
3.0 Rational Method
Table 3.2-2. Surface Type - Runoff Coefficients
Surface Type Runoff Coefficients
Hardscape or Hard Surface
Asphalt, Concrete 0.95
Rooftop 0.95
Recycled Asphalt 0.80
Gravel 0.50
Pavers 0.50
Landscape or Pervious Surface
Lawns, Sandy Soil, Flat Slope < 2% 0.10
Lawns, Sandy Soil, Avg Slope 2-7% 0.15
Lawns, Sandy Soil, Steep Slope >7% 0.20
Lawns, Clayey Soil, Flat Slope < 2% 0.20
Lawns, Clayey Soil, Avg Slope 2-7% 0.25
Lawns, Clayey Soil, Steep Slope >7% 0.35
3.2.1 Composite Runoff Coefficients
Drainage sub-basins are frequently composed of land that has multiple surface types or zoning
classifications. In such cases a composite runoff coefficient must be calculated for any given drainage
sub-basin.
The composite runoff coefficient is obtained using the following formula:
n
� �C;xA� �
C = ;-�
Ar
Where: C= Composite Runoff Coefficient
C; = Runoff Coefficient for Specific Area (A;), dimensionless
A; = Area of Surface with Runoff Coefficient of C;, acres or square feet
n= Number of different surfaces to be considered
At= Total Area over which C is applicable, acres or square feet
3.2.2 Runoff Coefficient Frequency Adjustment Factor
Equation 5-2
The runoff coefficients provided in Table 3.2-1 and Table 3.2-2 are appropriate for use with the 2-year
storm event. For any analysis of storms with higher intensities, an adjustment of the runoff coefficient is
required due to the lessening amount of infiltration, depression retention, evapotranspiration and other
losses that have a proportionally smaller effect on high-intensity storm runoff. This adjustment is
� �� 3.2 Runoff Coefficients
r~�rt� Page 5
�r�1►5 E L I I\I E
e E�4�� ` �'�9 ` ��9
PROJECT: Foothills Unitarian Church
JOB NO.: C03355
CALC. BY: LTV
DATE: 8/3/2021
= FORMULA CELLS
= USER INPUT CELLS
Project Location
User In ut
IDF Rainfall Data
P�: 1-hour Rainfall Depths (inches)
Minor Storm Major Storm
Td 2-Year 100-Year I
Minutes 0.82 2.86
5 2.85 9.95
10 2.21 7.72
20 1.61 5.60
30 1.30 4.52
40 1.07 3.74
50 0.92 3.23
60 0.82 2.86
120 0.49 1.84
Equation 5-1 1=(28.5*P�)/(10+Td)"o.�as
I= rainfall intensity (inches per hour)
P� = 1-hour point rainfall depth (inches)
Td = storm duration (minutes)
Reference:
1) Fort Collins Stormwater Criteria Manual, December 2018
Baseline Engineering, 8/3/2021
Planning and Surveying C03355_SF2 SF3-Revised 2017 Standards - Site
PROJECT: Foothills Unitarian Church
JOB NO.: C03355
CALC.BY:LTV
DATE: 8/3/2021
Runoff Coefficients -from FCSCM Table 3.2-2
Asphali, Concrete 0.95
Rooftop 0.95
Lawns, sandy soil, Avg Slope 0.15
Land Use 0
SOIL TYPE: �B
Land Use 0
Land Use 0
land Use 0
Land Use 0
�ASELI(VE
�.�w ?�i Lau�
= FORMULA CELLS
= USER INPUT CELLS
EXISTING IMPERVIOUS AREAS
EXISTING PERVIOUS AREAS TO CHANGE TO IMPERVIOUS AREAS
Weighted C Values Areas (ac)
Asnca�� ;Lawns,sandy;
Basln Afea (aC) Cp CS C�o C�pp Co rete Rooftop soil, Avg Land Use ; Land Use ; Land Use ; Land Use ; Land Use
Slope
A3-3 0.'123 0.15 0.'IS 0.15 0.99 0.923
-------'---'-------------------------------'-------- -------'------'----+---'------------T-'--------------}----------------'�------------�-------------'�-------------�----------'-----
DEVELOPED CONDITIONS
Weighted C Values Areas (ac)
Basin Area (ac) Cz Cs C�o C�po Asphait, Rooflop ' LaWoii, AvgaY � �a�d use � Land Use ; �a�a use ; �a�a use i �a�a use
Concrete SSlope
P1 0.882 0.48 0.48 0.48 0.60 0.027 0.337 0.518
---------------------------------------------------- -------------------+----------------+----------------}----------------�-------------�-------------+-------------+----------------
Baseline Engineering, 8/3/2021
Planning and Surveying COMPOSITE C VALUES - PROP C03355_SF2 SF3-Revised 2017 Standards - Site
EXISTING PERVIOUS AREAS TO REMAIN PERVIOUS AREAS
Weighted C Values Areas (ac)
Asn�halt, � �awns, sandY �
Baslfl A�ee (aC) Cz CS C�p C�op Go rete Rooftop soii, Avg Land Use I Land lJse I Land Use I Land Use I Lantl Use
Slope
A3-2 0.518 0.15 0.15 0.15 0.19 � � 0.518 � � � , ,
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C. HYDRAULIC COMPUTATIONS
�A�ELIIVE Flow Summary
ea�4-�.rq-s.r+�y Project: Foothills Unitarian Church
Job No.: C03355
Calculated By: LTV Checked By: b00000ccoc
Date: 8/3/2021
EXISTING CONDITIONS
Used to determine max allowable re/ease rate for the site
Max Allowable Release Rate = 2.806
DEVELOPED CONDITIONS
Q2YR Q100YR
BASIN DESCRIPTION (CFS) (CFS)
P1 Flow rate from develo ed conditions 0.868 3.788
- Free release flows off-site 0 0
Required Detention Release Rate= 2.806 CFS
Baseline Engineering, 8/3/2021
Planning and Surveying Flow Summary C03355_SF2 SF3Revised 2017 Standards - Site
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�A�ELINE REQUIRED VOLUME SUMMARY
� �,�:y, ,�,�„ Prqect: Foothilis Unitarian Church
Job No.: C03355
Calculated 8y: LTV Checked By: zn000naw�
Date: 8/2/2021
RE�UIRED REQUIRED
TOTALAREA PERCENT VOLUME VOLUME
DESIGN EVENT (ACRES) IMPERVIOUS (FT3) (ACRE-FT)
WQCV 0.88 39 % 541 0.012
100 YR DETENTION 0.88 39% 1379 0.032
Baseline Engineering, 8/11/2021
Pianning and Surveying VOLUME SUMMARY C03355_Fort Collins Rationai Method Spreadsheet - Site
Extended Detention Basin
Outlet Structure Orifice Sizing
1. 100-yr Orifice at EDB for 40-hour drain time (using orifice equation)
a. Use Orifice Equation to solve for orifice diamter
4 = CoAd2gh
Where:
Q= flow rate or allowable discharge, cfs
Co = orifice coefficient, typically 0.61
A = cross-sectional area, ft2
g= gravitational constant, 32.2 ft/secz
h= water surface elevation minus elevation of centroid of orifice, ft
Spillway Overflow Depth Check
2. Flow over a horizontal spillway can be calculated using the following equation for a horizontal broadcrested
weir:
Q= CB�WLH1'S Equation 6-5, FCSCM
Where:
Q = Discharge, cfs
CeCW = Broad-crested weir coeff. dimensionless (ranges from 2.6 to 3.0)
L= Length of weir, ft
H= Head above weir crest, ft
Q = 6.58 cfs
CeCW = 2.63 dimensionless
L = 7 ft
H= 0.50 <= 0.50 ft. OK
Rain Garden Volume Calculation
PROJECT : Foothills Unitarian PROJECT LOCATION: Fort Collins DATE : 8/11/2021
PROJECT NO. : C03355 BY : LN
Provided Volume
Contour Area 1/3 (A1 + A2 + Total Volume Total Volume (ac
Stage (ft) Elevation �ft2) (A1A2)'�2) D (ft3) ft)
(ft)
0.00 5066.36 699 0.0 0.000
0.59 5066.95 1,155 541 541 0.012
Area Volume Volume
WSEL Depth (ft)
(ftZ) (ft3) (ac-ft)
WQCV = 5066.95 0.59 1,154.99 541.32 0.012
EURV =
2-yr =
5-yr =
10-yr =
100-yr =
= FORMULA CELLS
= USER INPUT CELLS
Detention Basin Volume Calculation
PROJECT : Foothills Unitarian PROJECT LOCATION: Fort Collins DATE : 8/11/2021
PROJECT NO. : C03355 BY : LN
Provided Volume
Contour Area 1/3 (A1 + A2 + Total Volume Total Volume (ac
Stage (ft) Elevation �ft2) (A1A2)'�2) D (ft3) ft)
(ft)
0.00 5065.25 330 0.0 0.000
0.25 5065.50 472 100 100 0.002
0.75 5066.00 8 � 4 318 417 0.010
1.70 5066.95 1,509 1,087 1,504 0.035
Area Volume Volume
WSEL Depth (ft) Z 3
(ft � (ft ) (ac-ft)
WQCV =
EURV =
2-yr =
5-yr =
10-yr =
100-yr = 5066.85 1.60 1,435.84 1,389.56 0.032
= FORMULA CELLS
= USER INPUT CELLS
Q = CoA�l2gh
Where:
Q= flow rate or allowable discharge, cfs
Co = orifice coefficient, typically 0.61
A = cross-sectional area, ftZ
g= gravitational constant, 32.2 ft/secZ
h= water surface elevation minus elevation of centroid of orifice, ft
rteurz i. rarnau}� ruu ripz no�c
Paraiueters (Less tl�au Half Full)
r = D h = c
0 = '_ arccos � �=.1i �
I
q = r'-(g-sing)
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P=rO
Rti= AP
ri2ure _. raroauy ruu ripe riow
Parameters (morz than half futl)
Stage (ft) Theta Area of Orifice (ft^2) Discharge (cfs)
0 0.00 0.000 0.00
0.1 1.50 0.035 0.05
0.2 2.17 0.095 0.20
0.3 2.74 0.165 0.44
0.4 3.01 0.240 0.74
0.5 2.46 0.313 1.08
0.6 1.85 0.379 1.43
0.7 1.04 0.429 1.75
0.8 N/A-Full flow 0.442 1.93
0.9 N/A-Full flow 0.442 2.05
1 N/A-Full flow 0.442 2.16
1.1 N/A-Full flow 0.442 2.26
1.2 N/A-Full flow 0.442 2.36
1.3 N/A-Full flow 0.442 2.46
1.4 N/A-Full flow 0.442 2.55
1.5 N/A-Full flow 0.442 2.64
1.6 N/A-Full flow 0.442 2.73
1.7 N/A-Full flow 0.442 2.81
r=D/3 h =?r-y
6 =?arccos(�-���
f .
.A = nr, _ �'�(6 -siu6)
,
P = ?nr - r6
R n = A/P
This table was used to fill out the Stage-Discharge table on the State SDI data worksheet
Stormwater Detention and Infiltration Design Data Sheet
Stormwater Facility Name: Foothills Unitarian Church Detention (WQ Provided by Upstream Rain Garden)
Facility Location & Jurisdiction: 1815 Yorktown Ave, Fort Collins, CO 80526, City of Fort Collins
User Input: Watershed Characteristics
Watershed Slope = 0.020 ft/ft
Watershed Length = 355 ft
Watershed Area = 0.88 acres
Watershed Imperviousness = 38.6% percent
Percentage Hydrologic Soil Group A= 0.0% percent
Percentage Hydrologic Soil Group B= 100.0% percent
Percentage Hydrologic Soil Groups C/D = 0.0% percent
Location for 1-hr Rainfall Depths (use dropdown):
Usrr inp�.i � •
WQCV Treatment Method = ��o«+e��t:,,�,
After completing and printing this worksheet to a pdf, go to:
https://maperture.disitaldataservices.com/avh/?viewer=cswdif
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
�
User Defined User Defined User Defined User Defined
Stage [ftj Area [ft^2] Stage [ft] Discharge [cfsJ
0.00 330 0.00 0.00
0.25 472 0.10 0.05
0.75 814 0.20 0.20
1.70 1,509 0.30 0.44
0.40 0.74
0.50 1.08
0.60 1.43
�.%� 1.�5
0.80 1.93
0.90 2.05
1.00 2.16
1.10 2.26
1.20 236
130 2.46
1.40 2.55
1.50 2.64
1.60 2.73
1.70 2.81
Design Storm Return Period
One-Hour Rainfall Depth
Calculated Runoff Volume
OPTIONAL Override Runoff Volume
Inflow Hydrograph Volume
Time to Drain 97% of Inflow Volume
Time to Drain 99%of Inflow Volume
Maximum Ponding Depth
Maximum Ponded Area
Maximum Volume Stored
Routed Hydrograph Results
WQCV 2 Year 5 Year
0.40 0.30 0.42
0.010 0.007 0.011
0.010 0.007 0.010
1.9 1.9 1.9
2.5 2.5 2.5
0.16 0.12 0.16
0.01 0.01 0.01
0.001 0.001 0.001
10 Year SO Year
0.52 0.67
0.017 0.031
0.016 0.031
1.8 1.7
2.5 2.5
0.21 030
0.01 0.01
0.002 0.003
100 Year
1.06 in
0.055 a<
0.054 acre-f
1.6 hours
2.5 hours
0.41 ft
0.01 acres
0.004 acre-f
SDI_Design_Data_v1.08, Design Data 1/10/2022, 4:52 PM
Stormwater Detention and Infiltration Design Data Sheet
0.9
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DRAIN TIME [hr]
SDI_Design_Data_v1.08, Design Data 1/10/2022, 4:52 PM
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D. CURB HYDROLOGICAL COMPUTATIONS
PROJECT: Foothills Unitarian Church
JOB NO.: C03355
CALC.BY:LTV
DATE: 8/3/2021
Runoff Coefficients -from FCSCM Table 3.2-2
Asphali, Concrete 0.95
Rooftop 0.95
Lawns, sandy soil, Avg Slope 0.15
Land Use 0
SOIL TYPE: �B
Land Use 0
Land Use 0
land Use 0
Land Use 0
�ASELI(VE
�.�w ?�i Lau�
= FORMULA CELLS
= USER INPUT CELLS
EXISTING AREAS
Weighted C Values Areas (ac)
I Lawns, sandy �
BB5111 AfeB (BC) Cp Cy C�p C�pp �o Ph e�fe RooTtop oii, Avg Lantl Use I Land Use I Lantl Use I Land Use Lantl Use
nc 5 Slope
C-1 3.039 0.5'I 0.5'I 0.51 0.63 0.767 0.591 1.66�
""""""""""""G2 """""""""""' 0.198 0.88 0.88 0.88 t00 0.'108 1 I 0.010
""'____""""""""""""""__""_' ; � 1 I { I
C-3 0.375 0.71 0.71 0.71 0.89 0.218 0.044 0.113
Baseline Engineering, 8/3/2021
Planning and Surveying COMPOSITE C VALUES - PROP C03355_SF2 SF3Revised 2017 Standards - Curb
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Channel Report
Hydraflow Express Extension for AutodeskOO AutoCAD RO Civil 3DOO by Autodesk, Inc.
C1 2YR GUTTER SPREAD
Gutter
Cross SI, Sx (ft/ft) = 0.020
Cross SI, Sw (ft/ft) = 0.083
Gutter Width (ft) = 2.00
Invert Elev (ft) = 100.00
Slope (%) = 2.27
N-Value = 0.015
Calculations
Compute by: Known Q
Known Q (cfs) = 2.88
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Spread Width (ft)
EGL (ft)
Wednesday, Aug 4 2021
= 0.28
= 2.880
= 0.72
= 4.01
= 7.99
= 0.36
= 7.70
= 0.53
Elev (ft) Section
101.00
100.75
100.50
100.25
100.00
99.75
v
Depth (ft)
1.00
0.75
0.50
0.25
� ��
■r.f.�
) 2 4 6 8 10 12 14 16 18 20 22 24 v v
Reach (ft)
Channel Report
Hydraflow Express Extension for AutodeskOO AutoCAD RO Civil 3DOO by Autodesk, Inc.
C1 100YR GUTTER SPREAD
Gutter
Cross SI, Sx (ft/ft) = 0.020
Cross SI, Sw (ft/ft) = 0.083
Gutter Width (ft) = 2.00
Invert Elev (ft) = 100.00
Slope (%) = 2.27
N-Value = 0.015
Calculations
Compute by: Known Q
Known Q (cfs) = 12.57
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Spread Width (ft)
EGL (ft)
Wednesday, Aug 4 2021
= 0.42
= 12.57
= 2.35
= 5.36
= 15.33
= 0.56
= 14.90
= 0.87
Elev (ft) Section
101.00
100.75
100.50
100.25
100.00
99.75
Depth (ft)
1.00
0.75
0.50
0.25
� ��
■r.f.�
) 2 4 6 8 10 12 14 16 18 20 22 24 v v
Reach (ft)
Channel Report
Hydraflow Express Extension for AutodeskOO AutoCAD RO Civil 3DOO by Autodesk, Inc.
C2 2YR FLOW AT 2 IN SIDEWALK
User-defined
Invert Elev (ft) = 100.26
Slope (%) = 1.00
N-Value = 0.015
Calculations
Compute by: Known Q
Known Q (cfs) = 0.24
(Sta, EI, n)-(Sta, EI, n)...
( 0.00, 100.50)-(5.00, 100.43, 0.015)-(5.01, 100.26, 0.015)-(25.00, 100.66, 0.015)
Elev (ft)
101.00
v
100.75
100.50
100.25
100.00
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Aug 4 2021
= 0.09
= 0.239
= 0.20
= 1.18
= 4.59
= 0.09
= 4.50
= 0.11
-5 0 5 10 15 20 25 30
Sta (ft)
Depth (ft)
0.74
0.49
0.24
-0.01
-0.26
Channel Report
Hydraflow Express Extension for AutodeskOO AutoCAD RO Civil 3DOO by Autodesk, Inc.
C2 100YR FLOW AT 2 IN SIDEWALK
User-defined
Invert Elev (ft) = 100.26
Slope (%) = 1.00
N-Value = 0.015
Calculations
Compute by: Known Q
Known Q (cfs) = 1.17
(Sta, EI, n)-(Sta, EI, n)...
( 0.00, 100.50)-(5.00, 100.43, 0.015)-(5.01, 100.26, 0.015)-(25.00, 100.66, 0.015)
Elev (ft)
101.00
v
100.75
100.50
100.25
100.00
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Aug 4 2021
= 0.17
= 1.174
= 0.72
= 1.62
= 8.67
= 0.17
= 8.51
= 0.21
-5 0 5 10 15 20 25 30
Sta (ft)
Depth (ft)
0.74
0.49
0.24
-0.01
-0.26
Channel Report
Hydraflow Express Extension for AutodeskOO AutoCAD RO Civil 3DOO by Autodesk, Inc.
C3 2YR FLOW AT 2 IN SIDEWALK
User-defined
Invert Elev (ft) = 100.26
Slope (%) = 2.10
N-Value = 0.015
Calculations
Compute by: Known Q
Known Q (cfs) = 0.53
(Sta, EI, n)-(Sta, EI, n)...
( 0.00, 100.50)-(5.00, 100.43, 0.015)-(5.01, 100.26, 0.015)-(25.00, 100.66, 0.015)
Elev (ft)
101.00
v
100.75
100.50
100.25
100.00
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Aug 4 2021
= 0.11
= 0.526
= 0.30
= 1.74
= 5.61
= 0.13
= 5.50
= 0.16
-5 0 5 10 15 20 25 30
Sta (ft)
Depth (ft)
0.74
0.49
0.24
-0.01
-0.26
Channel Report
Hydraflow Express Extension for AutodeskOO AutoCAD RO Civil 3DOO by Autodesk, Inc.
C3 100YR FLOW AT 2 IN SIDEWALK
User-defined
Invert Elev (ft) = 100.26
Slope (%) = 2.10
N-Value = 0.015
Calculations
Compute by: Known Q
Known Q (cfs) = 2.30
(Sta, EI, n)-(Sta, EI, n)...
( 0.00, 100.50)-(5.00, 100.43, 0.015)-(5.01, 100.26, 0.015)-(25.00, 100.66, 0.015)
Elev (ft)
101.00
v
100.75
100.50
100.25
100.00
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Aug 4 2021
= 0.19
= 2.300
= 0.92
= 2.51
= 11.10
= 0.23
= 10.93
= 0.29
-5 0 5 10 15 20 25 30
Sta (ft)
Depth (ft)
0.74
0.49
0.24
-0.01
-0.26
E. DRAINAGE DETAILS AND PLANS
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1is unofticial copy was downlo�ided on ,iun-18-2021 from tlie City of Foit Collins Public Records Websitc: http://citydocs.fcgov.com
�r addit�ional informafion or an ol7�icial copy, please contacl City of Port Collins Ulilities 700 Wood Sfreet Port Collins, CO 8052a USA
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