HomeMy WebLinkAboutDrainage Reports - 10/08/2021PREPARED FOR:
Alpine Bank
220 Grand Avenue
Glenwood Springs, CO 81601
Phone: (970) 384-3209
PREPARED BY:
Galloway � Company, Inc.
6162 S. Willow Drive, Suite 320
Greenwood Village, CO 80111
Phone: (303) 770-8884
DATE:
July 8t", 2021
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City of Fort Collins Approved Plans
Approved by: Wes Lamarque
Date: 10/8/2021
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6162 S. Willow Drive, Suite 32D
Greenwood Village, CO 80111
303.770.8884 • GallowayUS.com
FINAL DRAINAGE REPORT
Alpine Bank Subdivision
Alpine Bank
Legal Description
Alpine Bank Subdivision: A portion of Lots 1, 2, 3, 4, 5, and 6, I.C. Bradley's Addition to the City of
Fort Collins; Part of the Northwest %4 of Section 24, Township 7 North, Range 69 West, of the 6t"
P.M., City of Fort Collins, County of Larimar, State of Colorado.
Preparation Date
April 8, 2021
Prepared for
Alpine Bank
220 Grand Avenue
Glenwood Springs, CO 81601
Phone: (970) 384-3209
Galloway & Company, Inc. Page 2 of 17
Alpine Bank Subdivision
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ENGINEER'S STATEMENT
1 hereby attest that this report and plan ior the final drainage design for fhe Alpine Bank Subdivision was
prepared by me or under my direct supervision, in accordance with the provisions of the Fort Collins
Stormwater Criteria Manual. 1 undersfand that the City ot Fort Collins does not and will not assume
liability for drainage facilifies designed by others.
� I��C� .�-'. �o�p,D 0 l
Michael Alan Shaw, PE # 53656 ��
For and on behalf of Galloway & Company, Inc. . _�_5
DEVELOPER'S CERTIFICATION
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'Alpine Bank hereby certifies that the drainage facilities for The Alpine Bank Subdivision shall be
consfructed according to fhe design presented in fhis report. ! understand thaf the City of Fort CoNins
does not and will not assume liability for the drainage facilities designed and/or certified by my engineer
and that the City of Fort Collins review))s drainage plans pursuant to the Municipal Code; but cannot, on
behalf of The Alpine Bank Subdivision, guarantee fhat i►na! drainage design review will absolve Alpine
Bank and/or their successors and/or assigns of future liabilify for improper design."
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Date
Galloway & Company, Inc. Page 3 of 17
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I. General Location and Existing Information ....................................
Location................................................................................
Description of Property .........................................................
II. Master Drainage Basin Description ..............................................
Major Basin Description .......................................................
Sub- Basin Description .........................................................
III. Floodplain Information ..................................................................
IV. Project Description .......................................................................
V. Drainage Design Criteria ..............................................................
Regulations..........................................................................
The Four Step Process (Low Impact Development)............
Development Criteria Reference and Constraints ...............
Hydrologic Criteria ................................................................
Hydraulic Criteria ..................................................................
VI. Proposed Drainage Facilities .......................................................
GeneralConcept ..................................................................
SpecificDetails .....................................................................
VII. Variance Requests .....................................................................
VIII. Erosion Control ..........................................................................
Construction Material & Equipment .....................................
Maintenance.........................................................................
IX. Conclusions .................................................................................
Compliance with Standards .................................................
Variances.............................................................................
Drainage Concept ................................................................
VI. References ..................................................................................
VII. Appendices .................................................................................
A. Exhibits & Figures .....................................................
B. Hydrologic Computations ..........................................
C. Hydraulic Computations ............................................
D. Drainage Maps ..........................................................
E. Remington Street Drainage Report References .......
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I. General Location and Existing Information
Location
The Alpine Bank Subdivision (hereafter referred to as "the site" or "project site") will be located at the
southwest corner of South College Avenue and East Prospect Road. It is bounded on north by an
East Prospect Road; on the east by an alley shared with the neighboring residences; on the south by
an existing commercial site; and on the west by South College Avenue. Spring Creek is located south
of the site. More specifically, the site is located in the Northwest Quarter of Section 24, Township 7
North, Range 69 West of the 6'h Principal Meridian, in the City of Fort Collins, County of Larimer and
State of Colorado. Refer to Appendix A for a Vicinity Map.
Description of Property
The project site is approximately 0.9 acres (after replatting with additional right of way dedicated to
the City of Fort Collins for the proposed lane widening), and consists of two existing commercial
buildings that will be removed, an existing historic home (currently designated for commercial use)
that wi�l be relocated within the site to preserve it, and associated parking, drive aisles, and
landscaping. Existing grades on the site range from approximately one to eight percent, with historic
runoff generally draining across the site and to the existing inlet in the alley along the east side of the
site. There are no major drainage ways passing through the project site.
According to the USDA NRCS Web Soil Survey, `Fort Collins loam, 0 to 3 percent slopes' covers the
entire project site. This soil is associated with Hydrologic Soil Group (HSG) `C'. HSG 'C' soils have a
slow infiltration rate when thoroughly wet and consist chiefly of soils having a layer that impedes the
downward movement of water or soils of moderately fine texture or fine texture. These soils have a
slow rate of water transmission. Refer to Appendix A for additional soils information.
During the water quality storm event, surface runoff will be collected into an underground storm drain
system through a series of roof drain downspouts and inlets throughout the site through which it will
be conveyed to an underground water quality facility located at the southeast corner of the site.
During the minor (i.e., 2-year) and major (i.e., 100-year) storm events, runoff volume in excess of the
water quality event will be released into the existing 30" storm drain main in the alley at or below the
current 100-year developed flow rate for the site. Since the proposed development provides a net
reduction in impervious area, the proposed outflow rate will be less than the existing site.
Also, per ongoing coordination with the City of Fort Collins and the As-Built Design Report for the
Remington Street Storm Sewer Outfall Improvement Project, prepared by Anderson Consulting
Engineers on December 7, 2020 (Remington Outfall Drainage Repot) it is understood that local
flooding in the adjacent intersection enters the site in the 100-year storm event and that
approximately 8.7 cfs of runoff enters the site via the existing South College Avenue entry and 13.1
cfs enters the site via the existing East Prospect Road entry (See Appendix E Report References).
This runoff is directed to the existing inlet in the alley which is not sized to handle these flows,
creating a loca� flooding condition. This runoff contributes to a pre-existing flooding issue in this al�ey
due to the existing storm drain infrastructure being undersized. This project will not be required to
provide detention or to resolve these flooding issues, but will help improve this condition by reducing
net impervious area across the site, providing water quality capture volume storage, and by
redirecting a significant amount of runoff away from the existing inlet (which flows into a 12" storm
drain pipe) and shifting the project outfall just south of this where the existing storm drain increases to
a 30" pipe.
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II. Master Drainage Basin Description
Major Basin Description
The project site is located in the Spring Creek drainage basin. According to the City of Fort Collins
website (http://www.fcgov.com/utilities/what-we-do/stormwater/drainage-basins/spring-creek-basin),
this basin "is a major watercourse that flows from Spring Canyon Dam at Horsetooth Reservoir to its
confluence with the Poudre River. The basin is dominated by residential development, but also
includes open space, parks, and isolated areas of commercial and industrial development."
On-site detention storage is not required for the site because it is a redevelopment of an existing site
that does not have detention storage and will be reducing the overall impervious area of the site.
Water quality for the site has been provided in accordance with the City of Fort Collins LID
requirements for the redeveloped portions of the site. An underground water quality facility has been
sized for the redeveloped portions of the site in the form of an underground water quality filtration
system, herein referred to as UG A. Final calculations for the underground basin have been provided
in Appendix C. Due to grading constraints and the existing alley being incorporated into the project
site, only about 75% of the onsite runoff can be captured and treated by the underground water
quality facility, which is similar to the existing condition The current site does not have any LID
features so this is a significant improvement from the existing condition. Also, the water quality
volume has been sized for the entire site as if were all being captured and treated by the under water
quality facility.
Sub- Basin Description
The site historically drains south and east towards the adjacent alley. Also, portions of the north side
of the site drain into East Prospect Road and the sidewalk and tree lawn along the western frontage
currently drains into South College Avenue. An existing combination inlet on the north side of the site
also captures a small amount of runoff and ties into the existing East Prospect Road combination inlet
directly north of the site. Runoff conveyed to South College Avenue is captured by the existing curb
inlet in the curbline directly west of the project. This inlet will be impacted by the project and relocated
directly west to provide a right turn lane with the development. This inlet will function in the same
manner in the new location and existing flow patterns have been maintained. See the Inlet
Calculation section of this report for further details.
In order to redirect water out of the alley and into the project site, existing drainage patterns were
modified wherever feasible to maximize onsite runoff capture. However, several locations could not
be modified, such as the following. First, the existing tree lawn on the north side of the site has been
preserved at the request of Fort Collins and directs this onsite runoff into East Prospect Avenue.
Second, the new proposed sidewalk along South College Avenue associated with the lane widening
is part of the project site area but must be directed into the public right-of-way per Larimer County
Standards. This is consistent with the existing drainage pattern. The east side of the site has been
graded to attempt to direct additional runoff back into the site and away from the alley, however the
steep slopes on this site have made some areas infeasible to capture runoff onsite. Wherever it is
infeasible to capture this runoff, the existing drainage pattern is being maintained and overall, the
runoff entering the alley is significantly reduced. In the 2-year event the project runoff entering the
alley inlet has been reduced from approximately 2.0 cfs to 0.2 cfs and in the 100-year event this has
been reduced from approximately 8.2 cfs to 1.0 cfs (not including the flood bypass from College and
Prospect).
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There are a few proposed storm inlets within the site which collect runoff and direct it to the
underground water quality facility at the southeast corner of the site before it is released into the
existing storm drain infrastructure in the alley and uitimately drains to Spring Creek. This outfall is
consistent with the existing drainage pattern for the site.
At the sub-basin level, no offsite runoff is anticipated to enter the site, with the exception of 19 cfs of
local flooding from South College Avenue that currently enters the site and sheet flows into the alley
inlet.
A description of each basin and their characteristics can be found later in the report.
There are no known irrigation, reservoir, or other facilities that influence, or are influenced by, the
local drainage.
III. Floodplain Information
The project site is shown on FEMA Map Number 08069C0979H (refer to Appendix A for FEMA
Firmette). This map shows that the project is not impacted by an existing floodplain/floodway. Refer to
Appendix A for a copy of the Firmette.
IV. Project Description
The Alpine Bank Subdivision will be developed in one phase and is approximately 9.0 acres. The two
existing commercial buildings will be removed, and the existing historic home (currently designated
for commercial use) will be relocated to the south side of the site to preserve it. The existing parking
lot and drive aisles will be removed and a proposed bank building will be built in the northwest corner
of the lot
V. Drainage Design Criteria
Regulations
This final drainage design presented herein is prepared in accordance with the Fort Collins
Stormwater Criteria Manual, November 2017 (FCSCM), the Mile High Flood District (MHFD) Urban
Storm Drainage Criteria Manual, January 2016 (USDCM), and Chapter 10, Flood Prevention and
Protection, of the Fort Collins City Code. No other drainage reports could be provided for the site by
the City of Fort Collins.
The Four Step Process (Low Impact Development)
At the final stage in the design process, we developed a commensurate implementation of the 'The
Four-Step Process' for stormwater quality management. Ordinance No. 007, 2016 requires that no
less than seventy-five percent (75%) of any newly developed or redeveloped area be treated using
one or a combination of LID techniques. As previously mentioned, the runoff for the modified areas
collected onsite will be treated using and underground LID water quality system. This LID system will
address 100% of the captured volume rather than using a combination of LID and standard methods.
Consistent with the ordinance referenced above, 75% of the new or modified impervious area is
captured and treated by the underground water quality facility. And it has also been sized assuming a
100% capture rate to provide additional water quality storage volume for larger storm events.
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Step 1- Employ runoff reduction practices
The attached drainage map (see Appendix D) delineates the proposed drainage basins, each of
which drains to the proposed underground water quality system, UG A wherever feasible.
Underground systems are an accepted LID method when surface BMPs are infeasible, which consist
of an underground chamber that provide stormwater quality treatment via sedimentation, screening,
filtration, and other physical and chemical processes.
Step 2- Implement BMPs that provide a Water Quality Capture Volume (WQCV)
Due to site constraints, an underground storage system will provide the necessary Water Quality
Capture Volume (WQCV). This has been sized for the entire project area, although only 75°/o of the
project impervious area is directed to the facility due to reasons described earlier in the report.
Step 3 - Stabilize drainageways
The developed runoff generated by the proposed redevelopment will drain to an existing storm drain
system located within the existing alley directly east of the project site. This system drains north and
outfalls into Spring Creek. Our work assumes that an appropriate level of stabilization exists at the
outfall into Spring Creek.
Step 4- Implement site specific and other source control BMPs
Site specific considerations such as material handling/storage and other site operations will be
addressed in the Stormwater Management Plan (SWMP).
Development Criteria Reference and Constraints
This final drainage design presented herein is prepared in accordance with the Fort Collins
Stormwater Criteria Manual, November 2017 (FCSCM) and the Mile High Flood District (MHFD)
Urban Storm Drainage Criteria Manual, January 2016 (USDCM). No other drainage reports could be
provided for the site by the City of Fort Collins.
Existing runoff for the proposed site generally drains to the south and east across the site. The
majority of the on-site runoff is captured by an existing storm sewer inlet in the adjacent alley which
directs runoff south via a 12" storm pipe, which increases to a 30" pipe at the next manhole in the
alignment. Capacity calculations for the proposed and existing portions of the storm sewer system will
be provided with a subsequent submittal once an updated drainage study for this area has been
provided by the City. This is anticipated to be received and reviewed shortly after this submittal.
However, at this time it is known by the City that there are existing flooding issues in this alley due to
the existing infrastructure being undersized and due to localized flooding in South College Avenue, as
described earlier in the report. Therefore, it is known that the existing system does not have capacity,
however, the proposed project will be matching or improving the existing conditions and release rates
thereby improving the system overall.
Also, the City noted that a future Capital Improvement Project is planned for this alley to upsize the
existing infrastructure and mitigate these pre-existing flooding issues. Per conversations with the City,
a timeframe is not known yet for this project at this time.
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Hydrologic Criteria
For urban catchments that are not complex and are generally 160 acres or less in size, it is
acceptable that the design storm runoff be analyzed using the Rational Method. The Rational Method
is often used when oniy the peak flow rate or total volume of runoff is needed (e.g., storm sewer
sizing or simple detention basin sizing). The Rational Method was used to estimate the peak flow at
each design point. Routing calculations (i.e., time attenuation) that aggregate the basins draining to a
specific design point are include in the Rational Method calculations in Appendix B.
The Rational Method is based on the Rational Formula:
Q = CiA
Where:
Q= the maximum rate of runoff, cfs
C= a runoff coefficient that is the ratio between the runoff volume from an area and the average
rate of rainfall depth over a given duration for that area
i= average intensity of rainfall in inches per hour for a duration equal to the Time of
Concentration (Tc)
A = area, acres
Runoff Coefficients were determined based on Tables 3.2-1, 3.2-2, and 3.2-3 of the the FCSCM. The
one-hour rainfall Intensity-Duration-Frequency tables for use with the Rational Method of runoff
analysis are provided in Table 3.4-1 of the FCSCM.
The 2-year and 100-year storm events serve as the basis for the drainage system design. The 2-year
storm is considered the minor storm event. It has a fifty percent probability of exceedance during any
given year. The 100-year storm is considered the major storm event. It has a one percent probability
of exceedance during any given year.
The 2-year drainage system, at a minimum, must be designed to transport runoff from the 2-year
recurrence interval storm event with minimal disruption to the urban environment. The 100-year
drainage system, as a minimum, must be designed to convey runoff from the 100-year recurrence
interval flood to minimize life hazards and health, damage to structures, and interruption to traffic and
services.
Hydraulic Criteria
There are three on-site basins which drain to the proposed storm sewer system, which are identified
in the proposed drainage map (Appendix D) as Basins A, B, and C. Runoff from each basin will be
collected by storm sewer inlets and pipes and conveyed onsite to the proposed underground water
quality facility before entering the existing storm drain system in the adjacent alley. Basin A is
collected by a storm sewer system at the northeast corner of the site. Basin B is collected by a storm
drain inlet in the bank drive through area, and Basin C is collected by an inlet at the southeast corner
of the site adjacent to the alley. Additional areas for the site not collected by the proposed storm drain
system are designated as Off-Site Basins (OS) and will drain offsite to existing storm drain
infrastructure, consistent with the existing drainage pattern. Runoff from these offsite basins will be
released untreated and undetained toward existing inlets in East Prospect Road and South College
Avenue as described in more detail earlier in this report.
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Inlet Capacity Analysis
A 10' CDOT Type R(College Avenue), Type C, Type 13 Area Inlet and NDS 24" Area Inlet are
proposed throughout the project for removing excess developed runoff from the site. In general, the
inlet capacities for the minor and major storm event were estimated using Figure 7-7 (for area inlets)
from Volume 1 of the USDCM (included in Appendix C), along with the MHFD spreadsheet UD-
Inlet_v4.05 (for curb inlets). Appendix C includes capacity calculations for the proposed inlets. All
inlets on the site are in a sump condition.
The existing 10' CDOT Type R Inlet in College Avenue will be relocated as part of the proposed lane
widening improvements with no changes in size or configuration proposed. This inlet is located in
existing basin OS-E1 which corresponds to Subbasin 9 in the Remington Outfall Drainage Report
(See Appendix E). In the proposed condition the tributary area for this basin has increased by
approximately 0.01 acres and will have a negligible impact on the inlet (approximately a 0.1 cfs
increase). Therefore, no additional inlet calculations have been provided for this inlet. Appendix E
includes the original inlet calculation for this inlet (COLLG_IN-1) for reference. Per the Remington
Outfall Drainage Report, this inlet has approximately 44.9 cfs of runoff directed to it in the 100-year
storm event due to localized flooding overtopping the College Avenue median directly west. This
inundates the inlet and it is only able to capture about 17.9 cfs of this runoff before the remainder is
directed into Prospect Avenue (which ultimately ends up in the existing alley east of the project site)
and directly into the project site via College. This is outlined on the Existing and Proposed Drainage
Maps in Appendix D of this report.
The existing inlet in the alley directly east of the project site is known to have significant local flooding
issues per the Remington Outfall Drainage Report and discussions with the City. In the 10-year event
the report shows 1.3' of ponding and 2.2' of ponding in the 100-year event. This is a known issue with
the City of Fort Collins and this report also modeis a future scenario that proposes a City Capital
Improvement Project to upsize the existing storm sewer infrastructure in the alley. This project is
anticipated to eliminate ponding altogether during the 10-year event and the reduce the 100-year
ponding elevation to 1.1' (0.2' below the current 10-year event ponding elevation). The City does not
have a timeframe for completing this work at the time of writing this report and has not confirmed the
feasibility of the anticipated design. However, it has been indicated that this work could be completed
as soon as 2022. All the above referenced ponding exhibits have been included in Appendix E of this
report. This inlet has not been modeled with this report, as the amount of runoff intercepted by the
project site with the proposed design with reduce the amount of runoff entering this inlet. However, it
is described in detail with this report to clarify that the local flooding within this alley east of the project
site is an existing, known issue that the City is aware of and seeking opportunities to mitigate.
The chart provided in Appendix C for Inlet 4A show that it has sufficient capacity for anticipated runoff
associated with the project improvements. However, any additional flow above this will result in
ponding that spills above the highest point between this inlet and the alley. In a 100-year storm event
it is anticipated that the bypass flooding from College Avenue entering the site via College will initia�ly
bypass this inlet. However, per the Remington Outfall Drainage Report the 2.2 feet of ponding in the
alley in the 100-yr event will translate to approximately 1.8' of ponding above this proposed inlet.
Once the ponding height in the alley reaches approximately 9" it will begin to spill back over into this
inlet which will have an inlet capacity of about 16 cfs with 12" of ponding, thereby reducing the
amount of runoff that needs to be captured by the existing alley inlet. This could potentially reducing
the flooding depth in the alley by redirecting a portion of this localized flooding through the project
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storm sewer system. Please review the Storm Drain Capacity Analysis section below for more details
related to this.
Storm Drain Capacity Analysis
The storm drain system has been sized with the Bentley StormCAD v8i hydraulic modeling software
package to convey the routed 100-year developed runoff at each design point draining into the
system. The pipes are sized to convey this runoff without surcharging (full-flow capacity) for the non-
flooded alley scenario, and to be partially surcharged at the low ends of the system (due to elevation
head) with some ponding in the flooded alley scenario. This is explained in more detail in the
paragraphs that follow.
Although the existing storm drain system in the alley is undersized, it is currently used at the outfall
for the existing development and will be able to continue to serve as the outfall for the proposed
development. Also, the larger, 30" RCP section in they alley has been selected as the project outfall
to provide better capacity and reduced likelihood of clogging (which is a common issue noted by the
City for the 12" RCP section directly north). Regardless of this outfall location, when water ponds up
to 2.2' at the existing alley inlet it will eventually overtop into the project site and be captured by the
proposed CDOT Type D area inlet. This has not been modeled in the base 100-year storm event
scenario in StormCAD to ensure the site is initially designed for the required 100-year storm event
without attempting to accommodate existing flooding issues. However, this has been approximately
modeled as an alternative scenario to depict how this may affect the site when flows bypass the alley
inlet and enter the site. Since the ponding assumed in the alley is part of a much larger, regional
model within the Remington Outfall Drainage Report this scenario is only an approximation, as the
ponding in the alley is anticipated to be reduced once this project is constructed, but to still be
present. This scenario assumes that the alley inlet is clogged, and all runoff is entering the project
site, with a free outfall into the alley (since all flow is assumed to be directed through the project site).
Modeling a free outfall into the alley is not likely, but the intent is to show the maximum amount of
runoff that could enter the project site due to localized flooding if the alley inlet were clogged. It is
beyond the scope of this project and report to revise this regional analysis to determine to new
ponding depths in the alley and model the interaction between the alley and the project site
accurately so this additional scenario is for reference only and to depict the fast that the localized
flooding in the alley will impact the proposed drainage infrastructure being built with the project,
causing backups and additional ponding within the project site until the localized flooding issue in the
alley is mitigated by the City of Fort Collins.
The proposed development is not required to provide detention to reduce the site release rate,
however it will ultimately be reducing the impact on this system by Iowering the release rate and
reducing the overall impervious area of the site.
All pipe sizing calculation StormCAD hydraulic analysis output has been included in Appendix C.
VI. Proposed Drainage Facilities
General Concept
This final design presents the detailed design of the proposed system for collecting and conveying
developed runoff from current and proposed development at the Aipine Bank Subdivision site to the
Stormwater quality and detention features and offsite systems. The existing site runoff drains to
existing storm sewer inlets within the alley and adjacent streets as described in more detail earlier on
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in this report. The proposed design generally matches this existing drainage pattern and includes the
implementation of and underground StormTech system to provide water quality and detention for the
site. Drainage patterns have only been modified to maximize the amount of runoff directed to the
water quality treatment facility.
Specific Details
The site has been broken into three basins, each with their own set of sub-basins. A description of
each basin and their characteristics can be found below. The intent of the drainage design is to have
the runoff from the majority of the site collected and drain through a water quality facility prior to
entering the existing storm sewer system offsite. UG A has been sized based on the City of Fort
Collins LID requirements for the necessary portions of the site, which will be located at the
downstream connection point to the existing storm drain system at the southeast corner of the site.
The released stormwater from the site will travel in the existing storm sewer system in the adjacent
alley, and ultimately reach Spring Creek.
Basin A
Basin A consists of the north side of the site and is comprised of 4 sub-basins. The basin includes a
portion of the bank roof (connected via downspouts), the landscape area at the northeast corner of
the site, and a portion of the large raised planter wrapped around the building on the north side and a
portion of the west side. Runoff from Basin A will be collected by the proposed storm sewer system
and conveyed to the southeast corner of the site to the proposed underground water quality facility,
and ultimately discharge into the existing storm sewer system in College Ave.
Basin B
Basin B consists of the drive through banking area east of the bank building and is comprised of 7
sub-basins. The basin includes the drive through banking areas, additional portions of the bank roof,
and a portion of the bank entry area. Runoff from Basin B will be collected by the proposed storm
sewer system and conveyed south to the southeast corner of the site to the proposed underground
water quality facility, and ultimately discharge into the existing storm sewer system in College Ave.
Basin C
Basin C consists of the southern portion of the site and is comprised of 3 sub-basins. The basin
includes the main drive aisle, parking, the historic building, and portions of the bank roof. Runoff from
Basin C will be collected by the proposed storm sewer system and conveyed south to the southeast
corner of the site to the proposed underground water quality facility, and ultimately discharge into the
existing storm sewer system in College Ave.
Offsite Basins
The remainder of the site consists of basins that flow offsite, as is current with the existing drainage
pattern. These basins are located along East Prospect Road (OS-1), South College Avenue (OS-2)
and the existing alley to the east (OS-3). These basins include sidewalk, tree lawn, and landscape
areas between the sidewalk and proposed bank building. They also include portions of the alley that
are located on the project site where the existing drainage pattern cannot be modified to redirect
additional runoff into the site. The characteristics of the tributary areas draining to these inlets will
remain virtually the same, so anticipated flow rates generated should be the same and not negatively
impact the existing storm sewer system. Once in the existing storm sewer inlets, the stormwater from
this basin is conveyed through the existing storm sewer system and ultimately reaches Spring Creek.
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Basin OS-E1 has also been delineated to represent the area in College contributing to the existing
inlet in College. For consistency, the basin values in the existing condition have been set to match
Subbasin 9 in the Remington Outfall Drainage Report (See Appendix E). In the proposed condition
the additional lane in College proposed with this project. As stated in the Inlet Calculation section of
the report, this change in overall basin area will have a negligible impact on this inlet.
Water Quality Enhancement
The site has been divided into multiple drainage basins as described above. Runoff from each basin
will be collected and conveyed to UG A, which provides water quality treatment in the form of an
underground LID system. The LID Summary Table below identifies the on-site impervious areas of
the proposed improvements.
In the proposed condition, there is approximately 0.70 acres of on-site new or modified impervious
area. Of that area, 0.17 acres of impervious area are infeasible to be captured by the on-site drainage
system due to grading constraints where the proposed improvements match existing grades. Thus,
the system can capture 0.53 acres of the total on-site new and modified impervious area (76%). In
lieu of the uncaptured area, the underground water quality facility has been sized for 100% of the
project site area. Based on coordination with the City, a reduced capture volume is acceptable for this
site due to significant grading constraints and existing drainage patterns that cannot be modified.
Also, a significant portion of the impervious area that cannot be captured consists of public sidewalk
that drains into College (0.08 acres). When this portion of the impervious area is removed from the
calculation this reduces the on-site new or modified impervious area to 0.62 acres (since the sidewalk
is not technically "on-site" despite being within the property �ines. In this case, the actua� capture rate
is 85%. These impervious areas are summarized in the table below.
LID — Impervious Area Summary Table
Proposed Impervious Area (ac) (ac)
On-Site New and Modified Impervious Area 0.70 100%
Impervious Area Infeasible to Capture 0.17 24%
Total Impervious Area Captured 0.53 76%
Public Sidewalk Impervious Area (Onsite) 0.08 11%
Actual On-Site New and Modified Impervious Area 0.62 100°/o
Actual Total Impervious Area Captured 0.53 85%
In conformance with the requirement identified under the Four Step Process to treat at least 75% of
impervious areas through LID methods, 100% of the captured on-site proposed impervious areas will
be treated through the proposed underground water quality system. A delineation of the on-site area
boundaries for the existing and proposed conditions can be found in the Impervious Area Exhibit in
Appendix D. More information for the calculation and sizing of the water quality system is provide in
Appendix B.
Water Quality treatment wil� be provided in the isolator rows of the StormTech detention system. The
total volume of water quality has been calculated based on a release rate of 0.35 gpm/sf of storage
area. Structures within the StormTech system will divert flows in excess of the water quality event to
bypass the system and leave the site at the system outfall point. In addition to the bypass that
naturally occurs along the isolator row manifold within the system, an additional 24" bypass pipe has
been incorporated per coordination with ADS and the City to provide an unimpeded path of travel
Galloway & Company, Inc. Page 13 of 17
Alpine Bank Subdivision
7/8/2021
directly between the inlet and outlet structure of the system (with no manifolds in-between). In order
to ensure the full WQCV is contained within the system, an outlet structure weir has also been
incorporated with the top of weir elevation set at the top of the WQCV elevation within the system.
Once the system is full with the WQCV, all excess flows will bypass the system to enter the outfall
point, which is how the StormCAD analysis has been modeled as well. The detailed ADS StormTech
system and weir design details are provided in Appendix C. A summary of the water quality system
calculations can be found in Appendix B.
Storm Water Detention
The City has confirmed that Storm Water Detention will not be required for this project.
VII. Variance Requests
No variances are being requested with the proposed improvements described herein.
VIII. Erosion Control
A General Permit for Stormwater Discharge Associated with Construction Activities issued by the
Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division
(WQCD), will be acquired for the site. A Stormwater Management Plan (SWMP) should be prepared
to identity the Best Management Practices (BMPs) which, when implemented, will meet the
requirements of said General Permit. Below is a summary of SWMP requirements which may be
implemented on-site.
The following temporary BMPs may be installed and maintained to control on-site erosion and
prevent sediment from traveling off-site during construction:
• Silt Fence — a woven synthetic fabric that filters runoff. The silt fence is a temporary barrier that is
placed at the base of a disturbed area.
• Vehicle Tracking Control — a stabilized stone pad located at points of ingress and egress on a
construction site. The stone pad is designed to reduce the amount of mud transported onto public
roads by construction traffic.
• Straw Wattles — wattles act as a sediment filter. They are a temporary BMP and require proper
installation and maintenance to ensure their performance.
• Iniet protection — Inlet protection will be used on all existing and proposed storm inlets to help
prevent debris from entering the storm sewer system. Inlet protection generally consists of straw
wattles or block and gravel filters.
Compliance with Erosion Control Criteria and all Erosion Control Materials have been provided with
the project Stormwater Management Plan Report and Erosion Control Plan, prepared as a separate
document.
Construction Material � Equipment
The contractor shall store all construction materials and equipment and shall provide maintenance
and fueling of equipment in confined areas on-site from which runoff will be contained and filtered.
Galloway & Company, Inc. Page 14 of 17
Alpine Bank Subdivision
7/8/2021
Maintenance
The temporary BMPs will be inspected by the contractor at a minimum of once every two weeks and
after each significant storm event. The property owner will be responsible for routine and non-routine
maintenance of the temporary BMPs. Routine maintenance includes:
• Remove sediment from the bottom of the temporary sediment basin when accumulated sediment
occupies about 20% of the design volume or when sediment accumulation results in poor
drainage.
• Debris and litter removal-remove debris and litter to minimize outiet clogging and improve
aesthetics as necessary.
• Inspection of the facility-inspect the facility annually to ensure that it functions as initially intended.
• Cleaning and repair of BMP's is required when sediment has built up or the BMP is not working
properly.
IX. Conclusions
Compliance with Standards
The design presented in this final drainage report for the Alpine Bank Subdivision has been prepared
in accordance with the design standards and guidelines presented in the Fort Collins Stormwater
Criteria Manual and the MHFD Urban Storm Drainage Criteria Manual.
Variances
No variances are being requested with the proposed improvements described herein.
Drainage Concept
The proposed Alpine Bank Subdivision storm drainage improvements should provide adequate
collection and Water Quality protection for the developed site. The proposed drainage design will
sufficiently drain the proposed development and should not negatively impact the existing condition of
the overall storm drainage system.
Galloway & Company, Inc. Page 15 of 17
Alpine Bank Subdivision
7/8/2021
VI. References
1. Fort Collins Stormwater Criteria Manual, November 2017
2. Urban Storm Drainage Criteria Manual, Mile High Flood District, January 2016 (with current
revisions).
3. Flood Insurance Rate Map — Larimer County, Colorado and Incorporated Areas Community
Panel No. 08069C0979H, Effective May 2, 2012.
4. Soil Map — Larimer County Area, Colorado as available through the Natural Resources
Conservation Service National Cooperative Soil Survey web site via Web Soil Survey 2.0.
5. As-Built Design Report for the Remington Street Storm Sewer Outfall Improvement Project,
prepared by Anderson Consulting Engineers on December 7, 2020
Galloway & Company, Inc. Page 16 of 17
Alpine Bank Subdivision
7/8/2021
VII. Appendices
A. Exhibits & Figures
• Vicinity Map
• USGS Soil Survey Data
• FEMA Flood Insurance Rate Map
B. Hydrologic Computations
• Existing Condition Basin Summary
• Existing Condition Rational Method Computations
• Existing Minor and Major Storm Runoff Computations
• Proposed Condition Basin Summary
• Proposed Condition Rational Method Computations
• Proposed Minor and Major Storm Runoff Computations
• Modified FAA Calculations - Water Quality
• Modified FAA Calculations —100-Year Routing
• Water Quality System Calculation Summary
C. Hydraulic Computations
• StormCAD Results & Outputs
• Inlet Calculations
• ADS StormTech Detailed Design
• ADS StormTech Stage Storage Summary
• ADS StormTech Water Quality Weir Layout
D. Drainage Maps
• Impervious Area Exhibit
• Existing Drainage Map
• Proposed Drainage Map
E. Remington Street Drainage Report References
• Existing College Avenue Inlet Calculation
• Appendix B.2 — Hydrologic Parameters (Basin OS-E1 Reference)
• Appendix D.3 — As-Built Conditions with Existing Facilities SWMMM Input and Results
o Hydrologic Basemap
o College Avenue Inlet Node Details
o Overtopping Weirs into Alley Summary Table
0 10-Year Storm Event Runoff Map (Existing Condition)
0 100-Year Storm Event Runoff Map (Existing Condition)
0 10-Year Storm Event Runoff Map (Future Condition)
0 100-Year Storm Event Runoff Map (Future Condition)
Galloway & Company, Inc. Page 17 of 17
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USDA United States
= Department of
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Natural
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A product of the National
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a joint effort of the United
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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
Soil Map (Alpine Bank Project) .............................................................................9
Legend................................................................................................................10
Map Unit Legend (Alpine Bank Project) ..............................................................11
Map Unit Descriptions (Alpine Bank Project) ......................................................11
Larimer County Area, Colorado ...................................................................... 13
35—Fort Collins loam, 0 to 3 percent slopes .............................................. 13
References............................................................................................................15
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 (Alpine Bank Project)
Map Unit Symbol � Map Unit Name � Acres in AOI � Percent of AOI
35 Fort Collins loam, 0 to 3 percent 1.1 100.0%
slopes
Totals for Area of Interest
1.1 I 100.0%
Map Unit Descriptions (Alpine Bank
Project)
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
35—Fort Collins loam, 0 to 3 percent slopes
Map Unit Setting
National map unit symbol: 2tlnc
Elevation: 4,020 to 6,730 feet
Mean annual precipitation: 14 to 16 inches
Mean annual air temperature: 46 to 48 degrees F
Frost-free period.� 135 to 160 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Fort collins and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Fort Collins
Setting
Landform: Stream terraces, interfluves
Landform position (three-dimensional): Interfluve, tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Pleistocene or older al�uvium and/or eolian deposits
Typical profile
Ap - 0 to 4 inches: loam
Bt1 - 4 to 9 inches: clay loam
Bt2 - 9 to 16 inches: clay loam
Bk1 - 16 to 29 inches: loam
Bk2 - 29 to 80 inches: loam
Properties and qualities
Slope: 0 to 3 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
(0.20 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: 12 percent
Maximum salinity: Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm)
Available water capacity: High (about 9.1 inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Ecological site: R067BY002C0 - Loamy Plains
Hydric soil rating.� No
13
Custom Soil Resource Report
Minor Components
Nunn
Percent of map unit: 10 percent
Landform: Stream terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Ecological site: R067BY002C0 - Loamy Plains
Hydric soil rating: No
Vona
Percent of map unit: 5 percent
Landform: Interfluves
Landform position (three-dimensional): Side slope, interfluve
Down-slope shape: Linear
Across-slope shape: Linear
Ecological site: R0676Y024C0 - Sandy Plains
Hydric soil rating.� No
14
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
15
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
iL
Alpine Bank Subdivision
APPENDIX B
Hydrologic Computations
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Once the WQN m watershed �nches islound 1rom Figure 3.2-12 or using Eq�a[ion 3.2-1. Ne
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A= tnbutary ca[[hment area uoscream, acres
WQCV = Wa[rr Quallty Capturr Volume, watershrd inches
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WQCV Required Page 1
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am er w nsta e n
Chamber Chamber Aggregate Flow Rate / Cap Volume
Dimensions Width (in) Length (in) Height (in) Floor Area (sf) Volume (cf) Volume (cf) Chamber (cfs) (cf)
SC-160 25.0 85.4 12.0 14.8 6.85 15.0 0.01156 n/a
SC-310 34.0 85.4 16.0 202 14.70 31.0 0.01572 n/a
SC-740 51.0 85.4 30.0 30.2 45.90 74.9 0.02359 n/a
DC-780 51.0 85.4 30.0 30.2 46.20 78.4 0.02359 n/a
MC-3500 77.0 86.0 45.0 46.0 109.90 178.9 0.03586 46.0
MC-4500 100.0 48.3 60.0 33.5 106.50 162.6 0.02616 115.3
Chamber Flow Rate Conversion (gpm/sf to cfs)
Fiow Rate' 0.35 gpm / sf
1 cf = 7.4805 gal
1 gal = 0.1337 cf
1 gpm = 0.0022 cfs
*Flow rate based on 1/2 of Nov 07 Qmax in Figure 17 of UNH Testing Report
Chamber Data
Alpine Bank Subdivision
APPENDIX C
Hydraulic Computations
Bentley StormCAD V8i (SELECTseries 4)
Alpine Bank- StormCAD Model - Onsite.s�sw Bentley Systems, Inc. Haestad Methotls Solulion Cenler [08.11.04.54]
4/5/2021 27 Siemon Company Drive Suile 200 W Watertown, CT 06795 USA +�-Zp3-755
-t666
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WE PUT WATER IN ITS PLACE
24" CATCH BASIN
Part #: 2400, 2404
24" Catch Basin
Grate Number(s) Description Flow Rate with 1/2" Head
2411, 2412 24" x 24" Square Grate 708.77 GPM
2413 24" x 24" S uare Cast Iron Grate 602.65 GPM
2415 24" x 24" Square Galvanized Steel 1292.33 GPM
Grate (3.45 cfs)
OUTLET FLOW CAPACITIES
Part # Flow Rate per Outlet
1242, 1243 120.63 GPM
(with reducer ring)
1245 Top: 116.75 GPM
(with reducer ring) Middle: 12L80 GPM
Bottom: 124.40 GPM
1266 419.01 GPM
(with reducer ring) (1.12 cfs)
1888 532.62 GPM
2410 Inner Most Ring: 1147.01 GPM
211a Ring: 1457.67 GPM
3r�' Ring: 1542.18 GPM
Outer Rin : 1940.08 GPM
2
n /1 3/�� ��
L
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4"
85� N. Harvard Avenue P. 0. Box 339 Lindsay, CA 93z47
cSo.t6z.o88A nhone Roo.00zooyq toll (ree www.ndspro.com
24" NDS Inlet (Inlet 21)
- Q100 � 0.1 cfs (Surface Flow)
- Q100 � 0.7 cfs (Outlet Flow)
2��
14 %"
�of�
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Project:
InIetID:
T T , �
T. Twx
se�_cx � 7.
m 9I v I STREEf
p„ I.`p; CROWN
_=.
� _/
mum Allowable Width for Spread Behind Curb
Slope Behind Curb (leave blank for no conveyance credit behind curb)
iing's Roughness Behind Curb (rypically between 0.012 and OA20)
of Curb at Gutter Flow Line
ce from Curb Face to Street Crown
Wid[h
Transverse Slope
Cross Slope (typically 2 inches over 24 inches or 0.083 fVft)
Longitudinal Slope - Enter 0 for sump wndition
ig's Roughness for Street Section (typically behveen 0.012 and 0.020)
Tencrc = 0.0 ft
Sencrc = fUft
�encrc =
Hcuree = 6.00 inches
TcaowN = 14.0 ft
W = 4.00 ft
Sx - 0.026 ftlft
Sw - 0.083 fVk
So - 0.000 klk
�sraEEr = 0.012
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor & Major Storm
k boxes are not applicable in SUMP conditions
STORM Allowable Capacity is based on Depth Criterion
STORM Allowable Capaci[y is based on Depth Criterion
Minor Storm Major Storm
TMAx - 4.0 14.0 n
dMAK - 6.0 6.0 inches
Minor Storm Major Storm
Qanow= SUMP SUMP cfs
Inlet Calcs - UD-Inlet v4.05.xism, Inlet 2D 4/6/2021, 3:49 PM
I INLET IN A SUMP OR SAG LOCATION �
Version 4.05 Released March 2017
�Lo (C)�
H-Curb
H-Vert
Wo
Wp
W
Lo (G)
oi Inlet � CDOT/Denver 13 Valiey Grate
I Depression (additional to continuous gutter depression'a' from above)
ber of Unit Inlets (Grate or Curb Opening)
�r Depth at Flowline (ou[side of local depression)
e Information
th of a Unit Grale
i of a Unit Grate
Opening Ratio for a Gra[e (typical values 0.15-0.90)
3ing Factor for a Single Grate (rypical value 0.50 - 0.70)
: Weir Coefficient (typical value 2.15 - 3.60)
_. Orifice Coefficient (typical value 0.60 - 0.80)
� Opening ioformation
th of a Unit Curb Opening
�t of Vertical Curb Opening in Inches
�t of Curb Orifice Throat in Inches
a of Throal (see USDCM Figure ST-5)
Width for Depression Pan (lypically [he gutter width of 2 feet)
3ing Fac[orfor a Single Curb Opening (typicalvalue 0.10)
Opening Weir Coeffcient (typical value 2.33.7)
Opening Orifice Coefficient Qypical value 0.60 - 0.70)
i for Grale Midwidlh
i for Curb Opening Weir Equation
�ination Inlet Pertormance Reduction Factor for Long Inlets
Opening Performance Reduction Factor for Long Inlets
:d Inlet Performance Reduction Factor for long Inlets
Inlet Interception Capacity (assumes clogged condition)
Type = CDOT/Denver 13 Valley Grate
aiaai = 2.00 inches
No = 1
Ponding Depth = 4.0 6.0 inches
MINOR MAJOR � Override Dep[hs
�o (C+) = 3.00 � .
Wo = 7.73 � feet
A�ano = 0.43 ..
C�(G)= 0.50 0.50
Cw (G)= 3.30 � �
Co(G)= 0.60 � .
MINOR MAJOR
�o(�)= N/A . feet
H�en = N/A inches
Hm,oa� = N/A inches
Theta = N/A degrees
Wp = N/A feet
C�(C)= N/A N/A
�wi�)= N/A
�oi�)= N/A
MINOR MAJOR
dc,a�e = 0.391 0.559 ft
dc�m = N/A N/A fl
RFcome;,,a�;o„= N/A N/A
RFc,,,e = N/A NIA
RFc,a�e = 0.62 0.94
MINOR MAJOR
Qa = �•� 2.e cfs
Q PCAK REOUIREO - O.3 'I.2 CFS
Inlet Calcs - UD-Inlet v4.05.xism, Inlet 2D 4/6/2021, 3:49 PM
STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA
Fiqure 8.1. Allowable Inlet Capacitv- Sump Conditions
Note: See Section 8.3.2 for assumptions.
Type 16 and Type 14 Inlets for Sump Conditions
30.0
28.0
26.0
24.0
22.0
20.0
� 18.0
�
'� 16.0
m
m 14.0
U
d 12.0
c
10.0
$.� �
6.0 �
/
�
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r '
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� � ,.�---. �--- - -
� _ ,
X'' _
INLETS
a.o Once ponding in alley exceeds approximately 9" runoff
�.,
Z.o will begin to enter this inlet due to ponding height.
o.o Maximum ponding height of alley flooding is
o.o �.o Z.o s.o a.o s.o approximately 1.8' in this location, which will allow for
wat a significant amount of the 21.8 cfs bypass flooding
-k-Single No.16 Combination �Double flows in the alley to be captured by this inlet which will
-�*--s-r�n,o.�a -F -s-ft"°. likely reduce total ponding depth in the alley.
Q100 > 15 cfs
with bypass flows
from College
Avenue flooding ao.o -
alley captured by 35.0 -
this inlet.
30.0
�
-�- 25.0
�
Q o.o -
�
U .
d 15.0
� �o.o
Q100=3.4cfs -
Allowable Inlet Capacity for Type C and D Inlets for Sump Conc�itions
Type C Inlet (Inlet 4A)
- Q2 - 1 inch depth
- Q100 � 3 inch depth
,�---�---�---r-
.�, ,
�
QZ-D.BCfS 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0
Water Depth (inches)
gj/paSS f�OWS fl"011l CO��eg@ ----Type C Type D
entering alley can be
captured until ponding is
approximately 3.5" - at which
point these flows will begin to
spill over into the alley.
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Project: REV1 - Alpine Bank (S215409) °
StormT ch�
Chamber Model - SC-160 �«��o�.r���n�.��������o����a
Units - Imperial ciick Here ror nnetric a�,=,_,�n ��{ f(Ilillff��' ■
uuur�-1J�.7.
Number of chambers -
Voids in the stane (porosity) -
Base of Stone Elevation -
Amount of Stone Above Chambers -
Amount of Stone Below Chambers -
Area of system -
StormTech S�-160 Cumulative Sto
68
40 %
4983.88 ft
6 in
6 in
❑� Include Perimeter Stone in Calculations
1396 sf Min. Area - 1008 sf min. area
e Volur�es
ieight of Incremental Single Incremental Total Incremental Incremental Ch Cumulative
System Chamber Chamber Stone & St Chamber Elevation
24 0.00 0.00 46.53 46.53 1396.43 4985.88
23 0.00 0.00 46.53 46.53 1349.89 4985.80
22 0.00 0.00 46.53 46.53 1303.36 4985.71 Top of Weir
21 0.00 0.00 46.53 46.53 1256.83 4985.63 = 4985.7
20 0.00 0.00 46.53 46.53 1210.29 4985.55
19 0.00 0.00 46.53 46.53 1163.76 4985.46
18 0.05 3.48 45.14 48.62 1117.23 4985.38
17 0.13 9.14 42.88 52.02 1068.60 4985.30
16 0.29 19.76 38.63 58.39 1016.59 4985.21
15 0.44 30.05 34.51 64.56 958.20 4985.13
14 0.54 36.66 31.87 68.53 893.63 4985.05
13 0.62 41.91 29.77 71.68 825.10 4984.96
12 0.68 46.29 28.02 74.31 753.42 4984.88
11 0.74 50.04 26.52 76.56 679.11 4984.80
10 0.78 53.27 25.22 78.50 602.56 4984.71
9 0.82 56.09 24.10 80.19 524.06 4984.63
8 0.86 58.50 23.13 81.64 443.87 4984.55
7 0.89 60.84 22.20 83.04 362.24 4984.46
6 0.00 0.00 46.53 46.53 279.20 4984.38 Toq of 6��
0.00 0.00 46.53 46.53 186.13 4984.21
0.00 0.00 46.53 46.53 139.60 4984.13
0.00 0.00 46.53 46.53 93.07 4984.05
0.00 0.00 46.53 46.53 46.53 4983.96
- WQCV Required = 976 CF
- 6" of Base Stone Below
Chambers is below outlet
invert, therefore 279.2 CF of
additional WQCV is required
= 1255.2 CF � 1256 CF
- WQCV at Elevation 4985.63
= 1256.83 CF >1256 CF
- Set Top of WQCV Weir
Elevation = 4985.7
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APPENDIX E
Remington Street Drainage Report References
Project:
InletiD:
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
City of Fort Collins - Remington Street Storm Outfall Improvements Final Design (2019-2020)
�
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num Allowable Width tor Spread Behind Curb
Slope Behind Curb (leave blank for no conveyance cretlit behintl curb)
�ing's Roughness Behintl Curb (typically between 0.012 antl OA20)
ri of Curb at Gutter Flow Line
nce from Curb Face to Street Crown
r Width
t Transverse Slope
r Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)
t Longltudinal Slope - Enter 0 for sump conditlon
�ing's Roughness for Street Section (typically between 0.072 antl 0.020)
Allowable Spread for Minor 8 Major Siorm
Allowable Depth at Gutter Flowline for Minor & Major Storm
k boxes are not applicable in SUMP contlitions
er Dep[h without Gutter Depression (Eq. SL2)
ical Depth between Gutter Lip and Gutter Rowline (usually 2")
er Depression (tl� - (W ` 5„ ' 12))
er Depth at Gutter Flowline
rvable Spread for Discharge outsitle the Gutter Sec6on W(T- W)
.er Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7)
:harge outside the Gutter Section W, carrietl in Section Tx
:harge within the Gutter Section W(4r- Qx)
:harge Behintl the Curb (e.q., sitlewalk. tlriveways, & lawns)
:imum Flow Based On Allowable Spread
u Velocity within the Gutter Section
Product�. Flow Velocity times Gutter Flowline Depth
oretical Water Spread
oretical Spreatl for Discharge outside the Gutter Section W(T - V�
er Flow to Design Flow Ratio by FHWA HEC-22 methotl (Eq. ST-7)
oretical Discharge outside the Gutter Section W, carrietl in Sectlon Tx rH
ial Discharqe outsitle the Gutter Section W. Qimitetl by tlistance TcaowN)
:harge within the Gutter Section W(Q,i- G1x)
:harge Behind the Curb (e.g., sidewalk, driveways, & lawns)
d Discharge for Major & Minor Storm (Pre-Safeiy Factor)
rage Flow Velocity Within the Gutler Section
Product�. Flow Velocily Times Gutter Flowline Depth
�e-Based Depth Safety Reduction Factor for Major 8 Minor (d > 6") Storm
; Flow Basetl on Allowable Depth (Safety Factor Applied)
uttant Flow Depth at Gutter Flowlfne (Safery Factor Applied)
uttant Flow Depth at Street Crown (Safety Factor Applied)
OR STORM Allowable Capacity is based on Depth Crfterion
lOR STORM Allowable Capacity is based on Depth Criterion
T[[i
TencK= t0A fl
Ssncu = 0.020 PUft
�encrc = 0.015
Hcuae = 6.00 inches
TeF� 45�,� tt
W = 2.00 ft
Sx = 0.024 ftlft
Sw = 0.083 fVft
So = 0.000 ft/ft
�sraeEr= 0.076
MinorStorm ��SjQ&f_o,�Rl,
Tma<' 45.0 G� ft
dmr� = 6A � inches
Y=
dc'
a=
d=
Tx =
Eo =
qx =
Qw'
Qencrc =
Qr'
V=
V'd =
iorStorm
12.96
2.0
1.42
14.38
43.0
0.124
0.0
0.0
0.0
SUMP
0.0
72.96
2.0
1.42
74.38
43.0
0.124
0.0
0.0
0.0
SUMP
0.0
TrH =
Tx rH =
Eo'
Qx rn =
Qx=
Qw`
QencK =
�_
V=
V'd =
R=
na'
d=
dcRown =
MinarStorm
7 5.9
13.9
0.358
0.0
o.a
0.0
0.0
0.0
0.0
jor Storm
24.3
22.3
0.234
o.a
0.0
0.0
0.0
0.0
0.0
0.0
MinorStorm MajorStorm
Q,na.= SUMP SUMP cfs
Inlet Calculations for Remington Street Storm Sewer Design.xism, COLLG_IN-1 10/8/2020, 8�.15 AM
INLET IN A SUMP OR SAG LOCATION
Version 4.05 Released March 2017
�Lo (C)�
H-Curb H-Vert
Wo
Wp
W
Lo (G)
Design Information Ilnputt CDOT Type R Curb Opening MINOR MAJOR
Type of Inlet � Type = CDOT Type R Curb Opening
Local Depression (adtlitional to continuous gutter tlepression'a' from above) a�o�ai = 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 8.4 inches
Grate Information MINOR MAJOR r Override Depihs
Lenqth of a Unit Grate i� (G) = N/A feet
Width of a Unit Grate Wo = N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) A,si;o = N/A
Clogging Factor far a Single Grate (typical value 0.50 - 070) C� (G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) C,,, (G) = N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A �
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening i.o (C) = 10.00 feet
Height of Vertical Curb Opening in Inches H�a,� = 6.00 inches
Height of Curb Orifice Throat in Inches H,moa, = 6.00 inches
Angle of Thmat (see USDCM Figure ST-5) Thefa = 63.40 ��� degrees
Sitle Witl[h for Oepression Pan (typically the gutterwitlth of 2 feet) Wp = 2.00 feet
Cloggin9 Pactor for a Single Curb Opening (typical value 0.10) C� (C) = 0.70 0.70
Curd Opening Weir Coefficienf (typical value 233.7) C,,, (�) = 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 070) C„ (C) = 0.67
Grate Flow Analvsis ICalculatedl MINOR MAJOR
Gogging CoeFficient for Multiple Units Coef = N/A NIA
Clogging Factor for Multiple Units Clog = NIA NIA
Grate Capacity as a Weir (based on Modified HEC22 Method) MINOR MAJOR
Interception without Clogging Qu,� = N/A N/A tfs
Interception with Clogging Q,.,, = N/A N/A cfs
Grate Capacity as a Orifice (based on Madified HEC22 Method) MINOR MAJOR
Interception wRhout Clogging Qa; = N/A N/A cfs
Interception with Clogging �o, = N!A NfA cfs
Grate Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Qm; = N/A N/A cfs
Interception with Clogging Q,,,, = N/A N/A cfs
Resulting Grate Ca acit assumes cloggetl condition 4�,,,e = N/A NIA cfs
Curb Openinq Flow Analvsis (Calculatedl MINOR MAJOR
Cloqging Coefficient for MWtiple Units Coef = 1.25 1.25
Clogging Factor far Multiple Units Clog = 0.06 0.06
Curb Opening as a Weir (based on Modified HEC22 Method� MINOR MAJOR
MlerceptionwithoutClogging QN,�= 8.8 79.1 cfs
Interception with Clagging Q,.� = 8.3 17.9 cfs
Curb Opening as an Orifice (based on Motlified HEC22 Method) MINOR MAJOR
Interception without Clogging Qo; = 79.5 22.9 cfs
Interception with Clogging Qo, = 78.3 21.5 cfs
Curb Opening Capacity as Mixed Flow MINOR MAJOR
Interception without Clogging Q,,,; = 122 79.5 cfs
Interception with Clogging ��,a = 11.4 182 cfs
Resulting Curb Opening Capacity (assumes clogged condition) nc�ro = 8.3 17.9 cfs
Resultant Street Conditions MINOR MAJOR
Totallnlet Length L= 10.00 10.00 feet
Resultant Street Flow Spreatl (basetl on street geometry from above) T= 15.9 24.3 ft
Resultant Flow Depth at Street Crown dcaowN = 0.0 0.0 inches
Low Heatl Performance Reduction ICalculated) MINOR MAJOR
Dep[h for Grate Midwitlth tic,a�e = N/A N/A ft
Depth for Curb Opening Weir Equation dc�ro = 0.33 0.53 ft
Comhination Inlet Pertormance Reduction Factor for Long Inlets RFc�me;�a�;,,,, = 0.57 0.79
Curb Openlnq Pertormance Retluction Factor for Long Inlets RFc,,,e = 0.93 1.00
Gratetl Inlet Pertormance Retluction Factor for Long Inlets RF�„�a = N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) (l, = s•s 17.9 cfs
WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAKRE�UIREO - Z�A 44.9 cfs
Inlet Calculations for Remington Street Storm Sewer Design.xism, COLLG_IN-1 10/8/2020, 8�.15 AM
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