HomeMy WebLinkAboutHULL ORCHARDS - PDP230002 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT
PRELIMINARY
DRAINAGE AND EROSION CONTROL REPORT
Hull Orchards Subdivision
Prepared for:
The True Life Companies
1601 19th Street, Suite 550
Denver, CO 80202
Prepared by:
Wilson & Company
4065 St Cloud Drive, Suite 201
Loveland, Colorado 80538
970-834-6364
January 11, 2023
Job Number 22-100-449-00
4065 St. Cloud, Suite.201
Loveland, CO 80538
970-834-6364 phone
January 11, 2023
Mr. Stephen Agenbroad
City of Fort Collins Stormwater
700 Wood Street
Fort Collins, CO 80522-0580
RE: Preliminary Drainage and Erosion Control Report for Hull Orchards Subdivision
Dear Stephen,
I am pleased to submit for your review and approval, this Preliminary Drainage and Erosion
Control Report for Hull Orchards Subdivision. I certify that this report for the drainage design
was prepared in accordance with the criteria in the Fort Collins Stormwater Criteria Manual.
I appreciate your time and consideration in reviewing this submittal. Please call if you have any
questions.
Sincerely,
Erika Schneider Michael Oberlander, P.E.
Colorado Professional Engineer
No. 41777
Colorado Professional Engineer
No. 34288
4065 St. Cloud, Suite.201
Loveland, CO 80538
970-834-6364 phone
ENGINEER’S CERTIFICATION
“I hereby attest that this report for the final drainage design for the Hull Orchards Subdivision was
prepared by me or under my direct supervision, in accordance with the provisions of the Fort
Collins Stormwater Criteria Manual. I understand that the City of Fort Collins does not and will
not assume liability for drainage facilities designed by others.”
____________________________________________ _______________________
Registered Professional Engineer Date
Michael Oberlander, PE
Registered Professional Engineer
State of Colorado No. 34288
For and on behalf of Wilson & Company
HULL ORCHARDS SUBDIVISION
4065 Saint Cloud Drive; Suite 201, Loveland, CO 80538 phone: 970.834.6364 Page 1 of 17
Table of Contents
1. GENERAL LOCATION AND DESCRIPTION ................................................................. 2
1.1 Location ........................................................................................................................... 2
1.2 Description of Property ................................................................................................. 2
1.3 Floodplain Submittal Requirements ............................................................................ 2
2. DRAINAGE BASINS AND SUB-BASINS .......................................................................... 3
2.1 Major Basin Description ................................................................................................ 3
2.2 Sub-basin Description .................................................................................................... 3
3. DRAINAGE DESIGN CRITERIA ....................................................................................... 3
3.1 Regulations ...................................................................................................................... 3
3.2 Directly Connected Impervious Area (DCIA) Discussion .......................................... 3
3.3 Development Criteria Reference and Constraints ...................................................... 4
3.4 Hydrological Criteria ..................................................................................................... 5
3.5 Hydraulic Criteria .......................................................................................................... 7
3.6 Low Impact Development (LID) Conformance .......................................................... 7
3.7 Water Quality (WQ) Treatment Criteria .................................................................... 8
3.8 Detention Requirements ................................................................................................ 8
3.9 Floodplain Regulations Compliance ............................................................................. 8
3.10 Modifications of Criteria ............................................................................................... 8
4. DRAINAGE FACILITY DESIGN ....................................................................................... 8
4.1 General Concept ............................................................................................................. 8
4.2 Specific Details ................................................................................................................ 9
4.3 LID, WQ and Detention .............................................................................................. 13
5. SEDIMENT AND EROSION CONTROL ........................................................................ 15
6. CONCLUSIONS .................................................................................................................. 16
6.1 Compliance with Standards ........................................................................................ 16
6.2 Drainage Concept ......................................................................................................... 16
7. REFERENCES ..................................................................................................................... 17
APPENDIX A .............................................................................................................................................................. A
VICINITY MAP AND DRAINAGE PLAN ........................................................................................................ A
APPENDIX B .............................................................................................................................................................. B
HYDROLOGIC COMPUTATIONS .................................................................................................................... B
APPENDIX C .............................................................................................................................................................. C
HYDRAULIC CALCULATIONS ....................................................................................................................... C
APPENDIX D .............................................................................................................................................................. D
LID, WATER QUALITY AND DETENTION POND ........................................................................................ D
APPENDIX E .............................................................................................................................................................. E
SOILS AND FLOODPLAIN INFORMATION ................................................................................................... E
HULL ORCHARDS SUBDIVISION
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1. GENERAL LOCATION AND DESCRIPTION
1.1 Location
Hull Orchards Subdivision is located in the Northwest ¼ of Section 27, Township 7 North,
Range 69 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer,
State of Colorado. It is generally bound to the west/south by fields and single-family
homes, the north by Hull Street, and the east by Cedar Village 4th Filing and Silver Plume
Estates Subdivisions.
The Silver Plume Channel runs along the east edge of the site conveying water to a storm
main which drains to Spring Creek.
1.2 Description of Property
The site is approximately 12.7 acres and is mostly undeveloped with several buildings,
gravel yard areas, and vegetation. The existing ground generally slopes from southwest to
northeast at slopes of 0% to 3% towards the channel on the east of the site. The area is
zoned as Planned Residential District. The project will consist of single-family homes and
public streets with wet and dry utilities.
Offsite flow contributes to the site from the west (the master plan basin shows all the land
west of the site to Taft Hill Road drains to the Silver Plume Channel). The total offsite
flow is calculated to be a total of 46 cfs. This development is required to accept and pass
this existing offsite flow.
The soils onsite mostly consist of Altvan-Satanta loams, 0 to 3 percent slopes, Soil Group
B (95%). The remainder (5%) consists of Fort Collins loam, 3 to 5 percent slopes (Soil
Group Type C).
1.3 Floodplain Submittal Requirements
The area is designated as Zone X, Area of Minimal Flood Hazard, on FIRM Panel
08069C0986G, dated 5/02/2012 and is therefore not within any FEMA mapped floodplain.
A Floodplain Submittal is not required and has not been included with this report. Please
refer to Appendix E for the FEMA FIRMette.
HULL ORCHARDS SUBDIVISION
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2. DRAINAGE BASINS AND SUB-BASINS
2.1 Major Basin Description
The Hull Orchards Subdivision is part of the Spring Creek Drainage Basin. The basin is
mostly residential development and includes parks, open space, and isolated industrial and
commercial areas.
2.2 Sub-basin Description
The property is located on the western half of the Spring Creek Drainage Basin and drains
overland to the Silver Plume Channel that runs along the east edge of the site conveying
water to a storm main (box culvert) which drains to Spring Creek.
3. DRAINAGE DESIGN CRITERIA
3.1 Regulations
This report was prepared to meet or exceed the “Fort Collins Stormwater Criteria Manual”
(FCSCM) specifications. Where applicable, the criteria established in the Mile High Flood
District’s (MHFD) “Urban Storm Drainage Criteria Manual” (USDCM), developed by the
Denver Regional Council of Governments, has been used.
3.2 Directly Connected Impervious Area (DCIA) Discussion
The USDCM recommends a four-step process for receiving water protection that focuses
on reducing runoff volumes, treating the water quality capture volume (WQCV),
stabilizing drainageways and implementing long-term source controls. The Four Step
Process applies to the management of smaller, frequently occurring events.
Step 1: Employ Runoff Reduction Practices
To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement
Low Impact Development (LID) strategies, including Minimizing Directly Connected
Impervious Areas (MDCIA).
Runoff from the site shall be conveyed to water quality facilities which promote settlement
of particles and will slow the "first flush" from all storms entering the public street and
storm sewer system.
HULL ORCHARDS SUBDIVISION
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Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow
Release
Runoff from the site shall be conveyed to water quality facilities which reduce the rate of
runoff and promote settlement of particles.
Step 3: Stabilize Drainageways
Natural Drainageways are subject to bed and bank erosion due to increases in frequency,
duration, rate and volume of runoff during and following development. Because the site
will drain to an existing concrete lined drainage channel and storm system, bank
stabilization is unnecessary with this project.
Step 4: Implement Site Specific and Other Source Control BMPs
The proposed project will control pollutants by encouraging them to settle out in water
quality facilities before being released from the site. The proposed project will proactively
control pollutants at their source by preventing pollution rather than removing
contaminants once they have entered the stormwater system as compared to historic
conditions.
3.3 Development Criteria Reference and Constraints
The subject property is not part of any Overall Development Plan drainage study or similar
“development/project” drainage master plan. The site is in the Spring Creek Master
Drainage Basin. The only relevant previous study for this site is the City of Fort Collins’
Spring Creek Master Drainage Plan. The historic drainage for the site is based on this plan
and proposed designs will conform to this plan.
All basins in Fort Collins are required to provide LID water quality. This will be discussed
in subsequent sections of the report.
The stormwater outfall for this site is the Silver Plume Channel that runs along the east
edge of the site conveying water to a storm main which drains to Spring Creek.
HULL ORCHARDS SUBDIVISION
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3.4 Hydrological Criteria
The City of Fort Collins requires that all drainage system design and construction take into
consideration two design storms: the minor storm and the major storm. The “minor storm”
is the 2-year storm or the 50th percentile storm event. The “major storm” is the 100-year
storm or the one percentile storm event.
Runoff computations were prepared for the 2-year minor and 100-year major storm
frequencies utilizing the Rational Method. The study was divided into three offsite basins
and fourteen onsite basins that can be identified on the Drainage Plan in Appendix A.
Percentage impervious values were based on proposed land surface types and are specified
in the following table from the FCSCM.
Table 1. Recommended Percentage Imperviousness Values.
The runoff coefficients ae based on surface type and specified in the following table from
the FCSCM. The site is classified as NRCS Hydrologic Soil Group B.
HULL ORCHARDS SUBDIVISION
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Table 2. Surface Type – Runoff Coefficients.
The City of Fort Collins requires a Frequency Adjustment Factor for the 100-year Storm
Return Period. The following table lists this factor, Cf.
Table 3. Frequency Adjustment Factors.
The rainfall intensities used in the Rational Method computation of runoff were obtained
from the Fort Collins Rainfall IDF Curve contained in the figure below.
HULL ORCHARDS SUBDIVISION
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Figure 1. Rainfall IDF Curve – Fort Collins.
All hydrological calculations including a summary of the calculated minor and major
rainfall event flows are provided in Appendix B.
3.5 Hydraulic Criteria
All hydraulic calculations within this report have been prepared in accordance with the
FCSCM and/or the USDCM. Final hydraulic calculations will be included in future
submittals.
3.6 Low Impact Development (LID) Conformance
Integration of LID systems into the drainage design is required for all development
projects. The implementation of LID systems requires on of the following two options:
1. 50% of the newly added or modified impervious area must be treated by
LID techniques and 25% of new paved (vehicle use) areas must be pervious.
2. 75% of newly added or modified impervious area must be treated by LID
techniques.
HULL ORCHARDS SUBDIVISION
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The project does not have any surface parking, so the 50% LID requirement with pavers
was not available. Per discussions with City Staff, the 50% LID rule has been implemented
on single family residential projects (because of the lack of any vehicular parking lots).
This project will incorporate bioretention and Water Quality StormTech Chambers to
accomplish treatment of 50% of the project’s new impervious area with LID.
Please refer to the Existing vs Proposed Impervious Area Exhibit in Appendix D for
comparison of the impervious areas.
3.7 Water Quality (WQ) Treatment Criteria
Standard WQ treatment (40 hour drain time) is required for all portions of the development
site that is not treated through LID systems. This will be accomplished in the WQ and
Detention Pond located in the northeast portion of the subdivision.
3.8 Detention Requirements
Onsite detention is required for the runoff volume difference between the 100-year
developed inflow rate and the 2-year historic release rate. The SDI data spreadsheet will
be provided in the final submittal package.
3.9 Floodplain Regulations Compliance
The project is not within any FEMA mapped floodplain. Therefore, a Floodplain Submittal
is not required and has not been included with this report.
3.10 Modifications of Criteria
There are no Modifications of Criteria for this project.
4. DRAINAGE FACILITY DESIGN
4.1 General Concept
The storm runoff of the proposed development will be collected and conveyed via proposed
storm system to the proposed detention pond where it will be treated for water quality and
detained before being released into Silver Plume Channel. 50% of the impervious area of
the site will pass through either bioretention or underground water quality treatment
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system. Details for LID water quality will continue to be developed as the project design
progresses.
4.2 Specific Details
A summary of the drainage patterns within each basin is provided in the following
paragraphs. Please refer to Appendix A for the drainage plan.
Basin OS1 is 1.93 acres and an offsite basin located west of Lots 1 and 10 of Block 1. This
basin is analyzed to be 34% impervious and will produce 1.9 cfs and 8.8 cfs during the 2-
year and 100-year events, respectively. This flow will be passed through the site via the
curb and gutter of W. Swallow Road and Cherry Seed Lane to the inlets at Design Point E.
The proposed storm system will then convey the flow to the proposed WQ and Detention
Pond. The WQ and Detention Pond’s overflow spillway will pass this offsite flow to the
Silver Plume Channel.
Basin OS2 is 11.15 acres and an offsite basin located west of Attika Drive. This basin is
analyzed to be 16% impervious and will produce 7.0 cfs and 30.7 cfs during the 2-year and
100-year events, respectively. This flow will be collected in an offsite area inlet and passed
through the site via the proposed storm system to the proposed WQ and Detention Pond.
The WQ and Detention Pond’s overflow spillway will pass this offsite flow to the Silver
Plume Channel. The intent of the area inlet at Design Point OS2 is to serve as a future
detention pond outlet when the lands to the west develop.
Basin OS3 is 2.82 acres and an offsite basin located south of Hyline Drive and west of
Cherry Seed Lane. This basin is analyzed to be 5% impervious and will produce 1.5 cfs
and 6.5 cfs during the 2-year and 100-year events, respectively. This flow will sheet flow
to the curb and gutter of Hyline Drive and Cherry Seed Lane to the inlet at Design Point
C1. The proposed storm system will then convey the flow to the proposed WQ and
Detention Pond. The WQ and Detention Pond’s overflow spillway will pass this offsite
flow to the Silver Plume Channel.
HULL ORCHARDS SUBDIVISION
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Basin A is 0.25 acres and is the west half of Attika Drive and its ROW. This basin is
analyzed to be 75% impervious and will produce 0.6 cfs and 2.4 cfs during the 2-year and
100-year events, respectively. This flow will travel in the curb and gutter of Attika Drive
to the sump inlet at Design Point A.
Basin B is 0.23 acres and is the east half of Attika Drive and its ROW. This basin is
analyzed to be 78% impervious and will produce 0.5 cfs and 2.2 cfs during the 2-year and
100-year events, respectively. This flow will travel in the curb and gutter of Attika Drive
to the sump inlet at Design Point B.
Basin C1 is 2.23 acres and contains the single-family lots 1-11 of Block 2 and the west
half of the adjacent Cherry Seed Lane and all of Hyline Drive to the south. This basin is
analyzed to be 54% impervious and will produce 3.8 cfs and 17.8 cfs during the 2-year and
100-year events, respectively. This flow will be captured by the on-grade inlet at Design
Point C1 located at the southwest corner of the intersection of Cherry Seed Land and W.
Swallow Road. Overflow from this inlet will travel to the sump inlet at Design Point C4.
This basin will also accept the flow from offsite Basin OS3. Basin C1 includes a portion
of future Cherry Seed Lane that is not proposed to be built at this time (it is not on the
development parcel), but it will be impossible for future development to capture and treat
this future right of way. This section of street has been included in the treatment and
detention calculations.
Basin C2 is 1.05 acres and contains the east half of Cherry Seed Lane and the adjacent
single-family lots 1-8 of Block 3. This basin is analyzed to be 78% impervious and will
produce 2.4 cfs and 10.4 cfs during the 2-year and 100-year events, respectively. This flow
will be captured by the on-grade inlet at Design Point C2 located at the southeast corner of
the intersection of Cherry Seed Land and W. Swallow Road. Overflow from this inlet will
travel to the sump inlet at Design Point C4. Basin C2 includes a portion of future Cherry
Seed Lane that is not proposed to be built at this time (it is not on the development parcel),
but it will be impossible for future development to capture and treat this future right of
way. This section of street has been included in the treatment and detention calculations.
HULL ORCHARDS SUBDIVISION
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Basin C3 is 1.18 acres and contains the single-family lots 9-16 of Block 3 and the west
half of the adjacent Morello Drive. This basin is analyzed to be 48% impervious and will
produce 2.0 cfs and 8.8 cfs during the 2-year and 100-year events, respectively. This basin
will also accept the overflow from the on-grade inlet at Design Point C5. This flow will
be captured by the on-grade inlet at Design Point C3 located at the southwest corner of the
intersection of Morello Drive and W. Swallow Road. Overflow from this inlet will travel
to the sump inlet at Design Point C4.
Basin C4 is 2.27 acres and contains the entire single-family lots 1-8 of Block 4, the south
half of W. Swallow Road, the east half of adjacent Morello Drive as well as the back
portion of lots 9-13 of Block 4. This basin is analyzed to be 67% impervious and will
produce 4.7 cfs and 20.7 cfs during the 2-year and 100-year events, respectively. This flow
will be captured by the sump inlet at Design Point C4 located on W. Swallow Road to the
east of the intersection with Morello Drive. Overflow from the inlets at Design Points C1,
C2 and C3 will also travel to and be captured in this inlet. A shallow channel is proposed
in Tract E to convey flows north and to drainage facilities so that this flow is treated and
detained and does not flow directly into the Silver Plume Channel.
Basin C5 is 1.31 acres and contains the single-family Lots 1-11 of Block 2, Benton Lane,
Tulare Drive and the west half of the adjacent Morello Drive. This basin is analyzed to be
57% impervious and will produce 2.3 cfs and 10.7 cfs during the 2-year and 100-year
events, respectively. This flow will be captured by the on-grade inlet at Design Point C5
located on Morello Drive to the north of the intersection with Benton Lane. Overflow from
this inlet will travel to the on-grade inlet at Design Point C3.
Basin C6 is 0.34 acres and contains the front portion of the single-family Lots 9-13 of
Block 4 and the east half of adjacent Morello Drive. This basin is analyzed to be 54%
impervious and will produce 0.7 cfs and 3.2 cfs during the 2-year and 100-year events,
respectively. This flow will be captured by the on-grade inlet at Design Point C6 that is
located on Morello Drive east of the inlet at Design Point C5. Overflow from this inlet
will travel to the sump inlet at Design Point C4.
HULL ORCHARDS SUBDIVISION
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Basin D is 0.26 acres and contains the north half of W. Swallow Road from Cherry Seed
Lane. This basin is analyzed to be 79% impervious and will produce 0.6 cfs and 2.6 cfs
during the 2-year and 100-year events, respectively. This flow will be captured by the
sump inlet at Design Point D that is located on W. Swallow Road north of the inlet at
Design Point C4.
Basin E is 2.08 acres and contains the single-family lots 1-10 of Block 1, the north half of
adjacent W. Swallow Road, the south half of adjacent Hull Street and the west half of
adjacent Cherry Seed Lane. This basin is analyzed to be 55% impervious and will produce
3.3 cfs and 15.5 cfs during the 2-year and 100-year events, respectively. This flow will be
captured by the sump inlet at Design Point E. Overflow from this inlet will travel to the
sump inlet at Design Point C4. This basin will also accept the flow from offsite Basin
OS1.
Basin F is 0.19 acres and contains the east half the adjacent Cherry Seed Lane. This basin
is analyzed to be 75% impervious and will produce 0.4 cfs and 1.9 cfs during the 2-year
and 100-year events, respectively. This flow will be captured by the sump inlet at Design
Point F.
Basin G is 0.34 acres and contains the north half of Hull Street. This basin is analyzed to
be 74% impervious and will produce 0.7 cfs and 3.2 cfs during the 2-year and 100-year
events, respectively. This flow will be captured by the on-grade inlet at Design Point G.
There is no overflow at this inlet.
Basin H is 0.14 acres and contains the south half of Hull Street to the east of Cherry Seed
Lane. This basin is analyzed to be 73% impervious and will produce 0.3 cfs and 1.3 cfs
during the 2-year and 100-year events, respectively. This flow will be captured by the on-
grade inlet at Design Point H. There is no overflow at this inlet.
Basin I is 1.68 acres and contains the proposed park and pond area. This basin is analyzed
to be 6% impervious and will produce 1.0 cfs and 4.2 cfs during the 2-year and 100-year
events, respectively.
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All proposed inlets will drain to proposed storm systems that will convey flow to the
proposed WQ and Detention Pond located in the northeast portion of the subdivision.
4.3 LID, WQ and Detention
The project is required to treat 50% of new impervious area with LID. For this initial
submittal, locations for LID treatment have been identified, but specific design has not
been completed. The basins within the development (excluding the detention pond in basin
I) average 62% impervious. Appendix D includes preliminary calculations for LID
treatment. This was accomplished by multiplying the area flowing to the LID facility by
the average 62% impervious. The following five (5) LID areas have been identified:
Bioretention A - Block 1 (NW portion of project) – this area can be routed from the back
yard drainage of the homes and a curb chase / sidewalk culvert on the north side of Swallow
to a surface facility in Tract A. The bioretention underdrain will be piped to Design Point
E.
Bioretention B – Swallow and east portion of Morello Drive – this area can be routed
to the inlets at Design Points C4 and D and routed to a proposed LID area in the southeast
corner of the detention pond. A baffle or other method to only take initial flows to the LID
from the inlet at Design Point D will be designed with future efforts.
Bioretention C - Block 2 (SW portion of project) – this area can be routed from the back
yard drainage of the homes and a curb chase / sidewalk culvert on the south side of Swallow
to a surface facility in Tract C. The bioretention underdrain will be piped to Design Point
C1.
Bioretention D - Block 5 (southmost portion of project) – this area can be routed from
the back yard drainage of the homes and a curb chase / sidewalk culverts on the adjacent
streets to a small facility at the corner of Benton Lane and Morello Drive. The bioretention
underdrain will be piped to Design Point C5.
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Underground Water Quality System E - Block 4 and Tract E (east portion of project
and multi-use trail) – this area drains from south to north and Tract E can be used for
surface conveyance of flows. A Storm Tech facility can be placed at the north end of Tract
E with multiple small inlets near the trail to collect the minor flows. This dual purpose of
this land is ideal for both the trail and the underground facility since it will not ever have
any impediments to access for maintenance.
The above LID is estimated to treat 53% of the project’s new impervious area. An
Extended Detention outlet structure will still be placed on the detention pond outlet to treat
the remaining area that is not treated by LID. Currently the entire site’s water quality
capture volume has been accounted for in the pond (not reduced because of LID treatment).
This will be more finely designed with future submittals. Detention is also provided in
Basin I (Tract D) to reduce the developed project flows from the 100-year storm to the 2-
year historic release (6.7 cfs). The outlet structure will be tied to the invert of the Silver
Plume Channel at the northeast corner of the site. The concrete trail on the east side of the
pond has been sized for the entire 100-year project flow plus the 46 CFS of offsite flow.
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The following table is a summary of the preliminary WQ and Detention Pond:
5. SEDIMENT AND EROSION CONTROL
The disturbed area is greater than 1 acre and will require a State of Colorado Discharge
Permit and City of Fort Collins plan and report.
Temporary Sediment and Erosion Control
Erosion and sedimentation will be controlled on-site during construction by use of vehicle
tracking control pad, concrete washout area, silt fence, rock socks in adjacent existing curb
and gutter, inlet protection, sediment control logs in swales, and seeding and mulch. The
measures will be designed to limit the overall sediment yield increase due to construction
as required by the City of Fort Collins. During grading, the soil will be roughened and
furrowed perpendicular to the prevailing winds.
During the performance of the work required by these specifications or any operations
appurtenant thereto, whether on right-of-way provided by the City or elsewhere, the
contractor shall furnish all labor, equipment, materials, and means required to comply with
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applicable permits. The Contractor shall carry out proper efficient measures wherever and
as necessary to reduce dust nuisance, and to prevent dust nuisance that has originated from
his operations from damaging crops, orchards, cultivated fields, and dwellings, or causing
naissance to persons. The Contractor will be held liable for any damage resulting from
dust originating from his operations under these specifications on right-of-way or
elsewhere.
Wherever construction vehicles access routes or intersect paved public roads, provisions
must be made to minimize the transport of sediment by runoff or vehicles tracking onto the
paved surface. The contractor will be responsible for clearing mud tracked onto city streets
on a daily basis.
All temporary erosion and sediment control practices must be maintained and repaired as
needed to assure continued performance of their intended function.
An Erosion Control Report will be submitted during Final Compliance.
6. CONCLUSIONS
6.1 Compliance with Standards
All computations that have been completed within this report are in compliance with the
City of Fort Collins Storm Drainage Design Criteria Manual.
6.2 Drainage Concept
The proposed drainage concepts presented in this report and on the preliminary
construction plans adequately provide for stormwater quantity and quality treatment of
proposed impervious areas. Conveyance elements have been designed to pass required
flows and to minimize future maintenance.
If, at the time of construction, groundwater is encountered, a Colorado Department of
Health Construction Dewatering Permit will be required.
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7. REFERENCES
1. City of Fort Collins, “Fort Collins Stormwater Criteria Manual”, adopted
December 2018.
2. Mile High Flood District, “Urban Storm Drainage Criteria
Manual”, Volumes 1 and 2, updated January 2016, and Volume 3 updated
November 2010.
A
APPENDIX A
VICINITY MAP
DRAINAGE PLAN
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E
G
VAULT
F.O.
VAULT
F.O.
C C
VAULT
F.O.
VAULT
F.O.9'UE TYP.10' TYPE R INLET
Q100 C/O=3.3 CFS
TO DP C3
EX 4' X 11'
BOX CULVERT
EX 4' CONCRETE PAN
EX 4' CONCRETE PAN
Q100=8.8 CFS
AREA INLET
Q100=30.7 CFS
Q100=6.5 CFS
10' TYPE R INLET
5' TYPE R INLET
5' TYPE R INLET
15' TYPE R INLET
Q100 C/O=7.9 CFS
TO DP C4 10' TYPE R INLET
Q100 C/O=2.7 CFS
TO DP C4
5' TYPE R INLET
10' TYPE R INLET
5' TYPE R INLET
15' TYPE R INLET
10' TYPE R INLET
Q100 C/O=4.2 CFS
TO DP C4
PROP 4' X 11'
BOX CULVERT
PROP OUTLET
STRUCTURE
5' TYPE R INLET
10' TYPE R INLET
2' CONC PAN
2' CONC PAN
Q100
RELEASE
RATE=6.7 CFS
HYLINE DRIVE
LOT 1
BLOCK 1
LOT 2 LOT 3
LOT 4
LOT 9 LOT 8
LOT 7
LOT 6
LOT 5
LOT 1
LOT 2
LOT 3
LOT 4
LOT 5 LOT 6 LOT 7
LOT 8
LOT 9
LOT 10
LOT 11
BLOCK 2
LOT 1
LOT 2
LOT 3
LOT 4
LOT 5
LOT 6
LOT 7
LOT 8
LOT 9
LOT 10
LOT 11
LOT 12
LOT 13
LOT 14
LOT 15
LOT 16
LOT 1
LOT 2
LOT 3
LOT 4
LOT 5
LOT 6
LOT 7
LOT 8
LOT 9
LOT 10
LOT 11
LOT 12
LOT 13
LOT 1 LOT 2
LOT 3
LOT 5
LOT 4
TRACT F
(DE)
BLOCK 5
BLOCK 3 BLOCK 4
ATTIKA DRIVECHERRY SEED LANEMORELLO DRIVEBENTON LANE
TULARE DRIVECHERRY SEED LANEW SWALLOW RD
LOT 10
SILVER PLUME ESTATES
HYLINE DRIVE
HULL STREET
SOUTH TAFT RDW SWALLOW RD
HULL STREET
TRACT A
(AE, DE, UE)
WQ AND DETENTION
POND
TRACT C
(DE)
TRACT D
(DE)
TRACT E
(PE, DE)
TRACT E
(PE, DE)
TRACT E
(PE, DE)
CEDAR VILLAGE 4TH FILING
SILVER PLUME ESTATES
CRAWS RESUBDIVISION
1 2 3 4 5 6 7 8 9
FISCH DR.
PART OF LOTS 5 & 6
SUB. OF W 1
2 OF
NW 1
4 27-7N-29W
PART OF LOTS 9 & 7
SUB. OF W 1
2 OF
NW 1
4 27-7N-29W
PART OF LOT 10
SUB. OF W 1
2 OF
NW 1
4 27-7N-29W
PART OF LOTS 5 & 6
SUB. OF W 1
2 OF
NW 1
4 27-7N-29W
PART OF LOTS 5 & 6
SUB. OF W 1
2 OF
NW 1
4 27-7N-29W
HULL ST.TRACT A (CITY) LOT 3
SUB. OF W 1
2 OF
NW 1
4 27-7N-29W
LOT 2
SUB. OF W 1
2 OF
NW 1
4 27-7N-29W
LOT 1
SUB. OF W 1
2 OF
NW 1
4 27-7N-29W
10
SILVERPLUME ESTATES
SILVERPLUME ESTATES
CEDAR VILLAGE 4TH FILING
7
8
9
10
11
12
13
14
15
16
61
62
63
64
65KINNISON DR.
CRAWS RESUBDIVISION
PART OF LOTS 5 & 6
SUB. OF W 1
2 OF
NW 1
4 27-7N-29W
TRACT B
(PE, DE)5090508550805
0
7
5
5
0
9
05090 5085
508550905090
509550905
0
9
0
50955090509
0 508550905085
5
0
8
0
5080
5080
50855085509050905095509
5
509551005
0
9
55100
5100
5
1
0
5
50
9
5
50
9
0509550905
0
9
0
50
9
0
509550855085 50755075508050805
0
8
05080508550905095
50805080508550855090
50
9
5
51
0
0510551
1
0
20' CURB
RETURN (TYP)
20' CURB
RETURN (TYP)
EX SILVER PLUME CHANNEL
EX SILVER PLUME CHANNEL
SILVERPLUME ESTATESTRACT A (CITY)TRACT B100 YR
WSEL=5079.2
144 LF EMERGENCY
OVERFLOW
SPILLWAY=5079.5
57'
ROW
57'
ROW
57'
ROW
57'
ROW
57'ROW57'ROW69' ROWEX 60'ROW57' ROWEX30'ROWEX 40' AEEX 30' ROWEX 60' ROWEX 68' ROWEX 60' ROW
DRAINAGE PLAN
12
MPO
ES
ES
22-100-449-00
JANUARY 11, 20234065 SAINT CLOUD DRIVE, SUITE 201LOVELAND, CO 80538PHONE: 970-834-6364www.wilsonco.comDRAWN BY:
CHECKED BY:
DATE:DESCRIPTIONDATEPROPERTY OWNERSEALPROJECT NAMEPROJECT NO:
DESIGNED BY:
SHEET NO:
SHEET TITLE REV.BYPRE
LI
MI
N
A
R
Y
S
U
B
MI
T
T
A
L
NOT
F
O
R
CON
S
T
R
U
C
TI
O
N
HULL ORCHARDSSUBDIVISIONEXISTING MAJOR CONTOUR
BASIN COEFFICIENT (100-YR)
DRAINAGE BASIN AREA
DRAINAGE BASIN NUMBER
DESIGN POINT
PROPOSED DRAINAGE BASIN DIVIDE LINE
FLOW PATH
LEGEND
EXISTING MINOR CONTOUR
PROPOSED MINOR CONTOUR
PROPOSED MAJOR CONTOUR
THE TRUE LIFE COMPANIES1601 19TH ST. SUITE 550DENVER, CO 80202
B
APPENDIX B
HYDROLOGIC COMPUTATIONS
DRAINAGE SUMMARY TABLEDesign Tributary Area C (2) C (100) tc (2) tc (100) Q(2)tot Q(100)totSub-basinREMARKSPoint (ac)(min) (min) (cfs) (cfs)1 OS1 1.93 0.49 0.61 12.8 11.0 1.9 8.8 W. Swallow Road2 OS2 11.15 0.36 0.45 16.7 16.7 7.0 30.7 Type C Inlet3 OS3 2.82 0.27 0.34 13.9 13.9 1.5 6.5 Cherry Seed LaneA A 0.25 0.77 0.97 5.0 5.0 0.6 2.4 5' Type R Inlet (sump)B B 0.23 0.79 0.99 5.0 5.0 0.5 2.2 5' Type R Inlet (sump)C1 C1 2.23 0.64 0.80 5.8 5.0 5.3 24.3 15' Type R Inlet (on-grade)C2 C2 1.05 0.81 1.00 5.2 5.0 2.4 10.4 10' Type R Inlet (on-grade)C3 C3 1.18 0.60 0.75 5.1 5.0 2.0 12.1 10' Type R Inlet (on-grade)C4 C4 2.27 0.73 0.92 5.0 5.0 4.7 35.5 15' Type R Inlet (sump)C5 C5 1.31 0.66 0.82 5.7 5.0 2.3 10.7 10' Type R Inlet (on-grade)C6 C6 0.34 0.75 0.94 5.0 5.0 0.7 3.2 10' Type R Inlet (on-grade)D D 0.26 0.80 1.00 5.0 5.0 0.6 2.6 5' Type R Inlet (sump)E E 2.08 0.64 0.80 7.3 6.0 5.2 24.3 10' Type R Inlet (sump)F F 0.19 0.77 0.96 5.0 5.0 0.4 1.9 5' Type R Inlet (sump)G G 0.34 0.76 0.96 5.0 5.0 0.7 3.2 10' Type R Inlet (on-grade)H H 0.14 0.76 0.95 5.0 5.0 0.3 1.3 5' Type R Inlet (on-grade)I I 1.68 0.28 0.35 12.0 12.0 1.0 4.2 WQ and Detention Pond230109 COFC FLOW.xlsB01
RUNOFF COEFFICIENTS & % IMPERVIOUS
LOCATION:Hull Orchards Subdivision
PROJECT NO:22-100-449-00
COMPUTATIONS BY:es
DATE:12/14/2022
Recommended Runoff Coefficients from Table 3.2-2 of City of Fort Collins Stormwater Criteria Manual
Recommended % Impervious from Table 4.1-3 of City of Fort Collins Stormwater Criteria Manual
Type B soils Runoff %
coefficient Impervious
C
Asphalt, Concrete 0.95 100
Rooftop 0.95 90
Gravel or Pavers: 0.50 40
Lawns (clayey 2%-7%) : 0.25 2
SUBBASIN TOTAL TOTAL PAVED ROOF GRAVEL LANDSCAPE RUNOFF %
DESIGNATION AREA AREA AREA AREA AREA AREA COEFF. Impervious Remarks
(ac.) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (C)
OS1 1.93 84,095 10,032 13,668 13,336 47,058 0.49 34
OS2 11.15 485,834 17,264 44,078 35,565 388,928 0.36 16
OS3 2.82 122,846 0 0 10,882 111,964 0.27 5
A 0.25 10,932 8,175 0 0 2,757 0.77 75
B 0.23 9,879 7,667 0 0 2,212 0.79 78
C1 2.23 97,280 32,245 22,000 0 43,035 0.64 54
C2 1.05 45,704 20,861 16,000 0 8,843 0.81 78
C3 1.18 51,610 9,607 16,000 0 26,003 0.60 48
C4 2.27 98,780 40,934 26,000 3,230 28,616 0.73 67
C5 1.31 57,064 23,153 10,000 0 23,911 0.66 57
C6 0.34 15,003 10,805 0 0 4,199 0.75 73
D 0.26 11,338 8,943 0 0 2,395 0.80 79
E 2.08 90,396 30,590 20,000 0 39,806 0.64 55
F 0.19 8,447 6,273 0 0 2,174 0.77 75
G 0.34 14,608 10,738 0 0 3,870 0.76 74
H 0.14 6,130 4,465 0 0 1,665 0.76 73
I 1.68 73,064 2,799 0 1,249 69,016 0.28 6
A thru I 13.55 590,235 217,254 110,000 4,478 258,503 0.64 55
Historic A thru I 13.55 590,235 3,374 8,100 54,390 524,371 0.29 7
Equations
- Calculated C coefficients & % Impervious are area weighted
C = S (Ci Ai) / At Equation 5-2
Ci = runoff coefficient for specific area, Ai
Ai = areas of surface with runoff coefficient of Ci
n = number of different surfaces to consider
At = total area over which C is applicable; the sum of all Ai's
230109 COFC FLOW.xls
B02
STANDARD FORM SF-2
TIME OF CONCENTRATION - 2 and 10 YR
LOCATION: Hull Orchards Subdivision
PROJECT NO: 22-100-449-00
COMPUTATIONS BY: es
DATE: 12/14/2022
2 and 10-yr storm Cf = 1.00 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I
SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS
DATA TIME (ti) (tt)(URBANIZED BASIN) tc
DESIGN SUBBASIN(s) Area C Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10
PONIT (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min)
(1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14)
1 OS1 1.93 0.49 100 2.0 9.1 500 2.0 0.02 2.3 3.7 12.8 600 13.3 12.8
2 OS2 11.15 0.36 200 2.0 15.6 1000 2.0 0.02 2.3 7.3 22.9 1200 16.7 16.7
3 OS3 2.82 0.27 200 2.0 17.4 500 2.0 0.03 1.5 5.5 22.9 700 13.9 13.9
A A 0.25 0.77 29 2.0 2.6 179 3.2 0.012 4.8 0.6 3.2 208 11.2 5.0
B B 0.23 0.79 29 2.0 2.5 179 3.2 0.012 4.8 0.6 3.1 208 11.2 5.0
C1 C1 2.23 0.64 15 2.0 2.6 640 1.6 0.012 3.4 3.1 5.8 655 13.6 5.8
C2 C2 1.05 0.81 24 2.0 2.1 640 1.6 0.012 3.4 3.1 5.2 664 13.7 5.2
C3 C3 1.18 0.60 21 2.0 3.4 367 1.9 0.012 3.7 1.7 5.1 388 12.2 5.1
C4 C4 2.27 0.73 21 2.0 2.5 500 1.9 0.012 3.7 2.3 4.8 521 12.9 5.0
C5 C5 1.31 0.66 30 2.0 3.6 420 1.5 0.012 3.3 2.1 5.7 450 12.5 5.7
C6 C6 0.34 0.75 21 2.0 2.4 279 1.5 0.012 3.3 1.4 3.8 300 11.7 5.0
D D 0.26 0.80 33 2.0 2.5 199 1.3 0.012 3.1 1.1 3.6 232 11.3 5.0
E E 2.08 0.64 33 2.0 3.9 412 0.6 0.012 2.0 3.4 7.3 445 12.5 7.3
F F 0.19 0.77 31 2.0 2.7 163 0.6 0.012 2.0 1.4 4.1 194 11.1 5.0
G G 0.34 0.76 24 2.0 2.4 494 2.0 0.012 3.8 2.2 4.6 518 12.9 5.0
H H 0.14 0.76 31 2.0 2.8 193 2.0 0.012 3.8 0.8 3.7 224 11.2 5.0
I I 1.68 0.28 250 2.0 19.2 114 2.0 0.012 3.8 0.5 19.7 364 12.0 12.0
A thru I 13.55 0.64 15 2.0 2.6 1170 0.9 0.012 2.5 7.7 10.3 1185 16.6 10.3
Historic A thru I 13.55 0.29 200 2.0 17.1 1170 0.9 0.025 1.2 16.0 33.1 1370 17.6 17.6
EQUATIONS:Overland Flow Length
tc = ti + tt Equation 5-3 L=200' Max in developed areas
L=500' Max in undeveloped areas
ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3 Equation 3.3-2
tt = L/(V*60)Equation 5-5
V=1.49/n * R^2/3*S^1/2 Equation 5-4
final tc = minimum of ti + tt and urbanized basin check
min. tc = 5 min. due to limits of IDF curves
230109 COFC FLOW.xls
B03
STANDARD FORM SF-2
TIME OF CONCENTRATION - 100 YR
LOCATION: Hull Orchards Subdivision
PROJECT NO: 22-100-449-00
COMPUTATIONS BY: es
DATE: 12/14/2022
100-yr storm Cf = 1.25 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I
SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS
DATA TIME (ti)(tt)(URBANIZED BASIN) tc
DESIGN SUBBASIN(s) Area C C*Cf Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10
PONIT (ac)(ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min)
(1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14)
1 OS1 1.93 0.49 0.61 100 2.0 7.3 500 2.0 0.020 2.3 3.7 11.0 600 13.3 11.0
2 OS2 11.15 0.36 0.45 200 2.0 13.7 1000 2.0 0.020 2.3 7.3 21.1 1200 16.7 16.7
3 OS3 2.82 0.27 0.34 200 2.0 16.0 500 2.0 0.030 1.5 5.5 21.5 700 13.9 13.9
A A 0.25 0.77 0.97 29 2.0 1.1 179 3.2 0.012 4.8 0.6 1.7 208 11.2 5.0
B B 0.23 0.79 0.99 29 2.0 0.9 179 3.2 0.012 4.8 0.6 1.5 208 11.2 5.0
C1 C1 2.23 0.64 0.80 15 2.0 1.7 640 1.6 0.012 3.4 3.1 4.9 655 13.6 5.0
C2 C2 1.05 0.81 1.00 24 2.0 0.7 640 1.6 0.012 3.4 3.1 3.9 664 13.7 5.0
C3 C3 1.18 0.60 0.75 21 2.0 2.4 367 1.9 0.012 3.7 1.7 4.1 388 12.2 5.0
C4 C4 2.27 0.73 0.92 21 2.0 1.3 500 1.9 0.012 3.7 2.3 3.5 521 12.9 5.0
C5 C5 1.31 0.66 0.82 30 2.0 2.3 420 1.5 0.012 3.3 2.1 4.4 450 12.5 5.0
C6 C6 0.34 0.75 0.94 21 2.0 1.1 279 1.5 0.012 3.3 1.4 2.5 300 11.7 5.0
D D 0.26 0.80 1.00 33 2.0 0.9 199 1.3 0.012 3.1 1.1 1.9 232 11.3 5.0
E E 2.08 0.64 0.80 33 2.0 2.5 412 0.6 0.012 2.0 3.4 6.0 445 12.5 6.0
F F 0.19 0.77 0.96 31 2.0 1.1 163 0.6 0.012 2.0 1.4 2.5 194 11.1 5.0
G G 0.34 0.76 0.96 24 2.0 1.0 494 2.0 0.012 3.8 2.2 3.2 518 12.9 5.0
H H 0.14 0.76 0.95 31 2.0 1.2 193 2.0 0.012 3.8 0.8 2.1 224 11.2 5.0
I I 1.68 0.28 0.35 250 2.0 17.6 114 2.0 0.012 3.8 0.5 18.1 364 12.0 12.0
A thru I 13.55 0.64 0.80 15 2.0 1.7 1170 0.9 0.012 2.5 7.7 9.4 1185 16.6 9.4
Historic A thru I 13.55 0.29 0.36 200 2.0 15.6 1170 0.9 0.025 1.2 16.0 31.6 1370 17.6 17.6
EQUATIONS:Overland Flow Length
tc = ti + tt Equation 5-3 L=200' Max in developed areas
L=500' Max in undeveloped areas
ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3 Equation 3.3-2
tt = L/(V*60)Equation 5-5
V=1.49/n * R^2/3*S^1/2 Equation 5-4
final tc = minimum of ti + tt and urbanized basin check
min. tc = 5 min. due to limits of IDF curves
230109 COFC FLOW.xls
B04
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 2-Yr Storm)
LOCATION: Hull Orchards Subdivision
PROJECT NO: 22-100-449-00
COMPUTATIONS BY: es
DATE: 12/14/2022
2 yr storm, Cf = 1.00
DIRECT RUNOFF CARRY OVER TOTAL REMARKS
Design Tributary A C Cf tc i Q (2) from Q (2) Q(2)tot
Sub-basin Design
Point (ac) (min) (in/hr) (cfs) Point (cfs) (cfs)
1 OS1 1.93 0.49 12.8 2.01 1.9 1.9 W. Swallow Road
2 OS2 11.15 0.36 16.7 1.77 7.0 7.0 Type C Inlet
3 OS3 2.82 0.27 13.9 1.93 1.5 1.5 Cherry Seed Lane
A A 0.25 0.77 5.0 2.85 0.6 0.6 5' Type R Inlet (sump)
B B 0.23 0.79 5.0 2.85 0.5 0.5 5' Type R Inlet (sump)
C1 C1 2.23 0.64 5.8 2.69 3.8 OS3 1.5 5.3 15' Type R Inlet (on-grade)
C2 C2 1.05 0.81 5.2 2.77 2.4 2.4 10' Type R Inlet (on-grade)
C3 C3 1.18 0.60 5.1 2.79 2.0 2.0 10' Type R Inlet (on-grade)
C4 C4 2.27 0.73 5.0 2.85 4.7 4.7 15' Type R Inlet (sump)
C5 C5 1.31 0.66 5.7 2.69 2.3 2.3 10' Type R Inlet (on-grade)
C6 C6 0.34 0.75 5.0 2.85 0.7 0.7 10' Type R Inlet (on-grade)
D D 0.26 0.80 5.0 2.85 0.6 0.6 5' Type R Inlet (sump)
E E 2.08 0.64 7.3 2.49 3.3 OS1 1.9 5.2 10' Type R Inlet (sump)
F F 0.19 0.77 5.0 2.85 0.4 0.4 5' Type R Inlet (sump)
G G 0.34 0.76 5.0 2.85 0.7 0.7 10' Type R Inlet (on-grade)
H H 0.14 0.76 5.0 2.85 0.3 0.3 5' Type R Inlet (on-grade)
I I 1.68 0.28 12.0 2.06 1.0 1.0 WQ and Detention Pond
A thru I 13.55 0.64 10.3 2.20 19.1 19.1
Historic A thru I 13.55 0.29 17.6 1.72 6.7 6.7
Q = Cf C iA
Q = peak discharge (cfs)
C = runoff coefficient
Cf = frequency adjustment factor
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve
A = drainage area (acres)i = 24.221 / (10+ tc)0.7968
230109 COFC FLOW.xls
B05
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 100-Yr Storm)
LOCATION: Hull Orchards Subdivision
PROJECT NO: 22-100-449-00
COMPUTATIONS BY: es
DATE: 12/14/2022
100 yr storm, Cf = 1.25
DIRECT RUNOFF CARRY OVER TOTAL REMARKS
Des. Area A C Cf tc i Q (100) from Q (100) Q(100)tot
Design
Point Design.(ac)(min)(in/hr)(cfs)Point (cfs)(cfs)
1 OS1 1.93 0.61 11.0 7.48 8.8 8.8 W. Swallow Road
2 OS2 11.15 0.45 16.7 6.17 30.7 30.7 Type C Inlet
3 OS3 2.82 0.34 13.9 6.74 6.5 6.5 Cherry Seed Lane
A A 0.25 0.97 5.0 9.95 2.4 2.4 5' Type R Inlet (sump)
B B 0.23 0.99 5.0 9.95 2.2 2.2 5' Type R Inlet (sump)
C1 C1 2.23 0.80 5.0 9.95 17.8 OS3 6.5 24.3 15' Type R Inlet (on-grade)
C2 C2 1.05 1.00 5.0 9.95 10.4 10.4 10' Type R Inlet (on-grade)
C3 C3 1.18 0.75 5.0 9.95 8.8 C5 3.3 12.1 10' Type R Inlet (on-grade)
C4 C4 2.27 0.92 5.0 9.95 20.7 C1+C2+C3 14.8 35.5 15' Type R Inlet (sump)
C5 C5 1.31 0.82 5.0 9.95 10.7 10.7 10' Type R Inlet (on-grade)
C6 C6 0.34 0.94 5.0 9.95 3.2 3.2 10' Type R Inlet (on-grade)
D D 0.26 1.00 5.0 9.95 2.6 2.6 5' Type R Inlet (sump)
E E 2.08 0.80 6.0 9.30 15.5 OS1 8.8 24.3 10' Type R Inlet (sump)
F F 0.19 0.96 5.0 9.95 1.9 1.9 5' Type R Inlet (sump)
G G 0.34 0.96 5.0 9.95 3.2 3.2 10' Type R Inlet (on-grade)
H H 0.14 0.95 5.0 9.95 1.3 1.3 5' Type R Inlet (on-grade)
I I 1.68 0.35 12.0 7.19 4.2 4.2 WQ and Detention Pond
A thru I 13.55 0.80 9.4 7.96 86.3 86.3
Historic A thru I 13.55 0.36 17.6 6.01 29.2 29.2
Q = C iA
Q = peak discharge (cfs)
C = runoff coefficient
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve
A = drainage area (acres)i = 84.682 / (10+ tc)0.7975
230109 COFC FLOW.xls
B06
City of Fort Collins Stormwater Criteria Manual
B07
City of Fort Collins Stormwater Criteria Manual
B08
C
APPENDIX C
HYDRAULIC CALCULATIONS
C01
Purpose:This workbook can be used to size a variety of inlets based on allowable spread and depth
in a street or swale.
Function:1. To calculate peak discharge for the tributary area to each inlet.
2. To calculate allowable half-street capacity based on allowable depth and spread.
3. To determine the inlet capacity for selected inlet types.
4. To manage inlet information and connect inlets in series to account for bypass flow.
Content:The workbook consists of the following sheets:
Q-Peak
Inlet Management
Inlet [#]
Inlet Pictures
Acknowledgements:Spreadsheet Development Team:
Ken A. MacKenzie, P.E., Holly Piza, P.E., Chris Carandang
Mile High Flood District
Derek N. Rapp, P.E.
Peak Stormwater Engineering, LLC
Dr. James C.Y. Guo, Ph.D., P.E.
Professor, Department of Civil Engineering, University of Colorado at Denver
Comments?Direct all comments regarding this spreadsheet workbook to:MHFD E-mail
Revisions?Check for revised versions of this or any other workbook at:Downloads
Imports information from the Q-Peak sheet and Inlet [#] sheets and can be used to connect inlets in
series so that bypass flow from an upstream inlet is added to flow calculated for the next downstream
inlet. This sheet can also be used to modify design information from the Q-peak sheet.
Inlet [#] sheets are created each time the user exports information from the Q-Peak sheet to the Inlet
Management sheet. The Inlet [#] sheets calculate allowable half-street capacity based on allowable
depth and allowable spread for the minor and major storm events. This is also where the user selects an
inlet type and calculates the capacity of that inlet.
Contains a library of photographs of the various types of inlets contained in MHFD-Inlet and referenced
in the USDCM.
Calculates the peak discharge for the inlet tributary area based on the Rational Method for the minor and
major storm events. Alternatively, the user can enter a known flow. Information from this sheet is then
exported to the Inlet Management sheet.
STREET AND INLET HYDRAULICS WORKBOOK
MHFD-Inlet, Version 5.01 (April 2021)
Mile High Flood District
Denver, Colorado
www.mhfd.org
1
C02
MHFD-Inlet, Version 5.01 (April 2021)
Worksheet Protected
INLET NAME Inlet G Inlet H Inlet E
Site Type (Urban or Rural)URBAN URBAN URBAN
Inlet Application (Street or Area) STREET STREET STREET
Hydraulic Condition On Grade On Grade In Sump
Inlet Type CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening
USER-DEFINED INPUT
User-Defined Design Flows
Minor QKnown (cfs)0.7 0.3 5.2
Major QKnown (cfs)3.2 1.3 24.3
Bypass (Carry-Over) Flow from Upstream
Receive Bypass Flow from: No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received
Minor Bypass Flow Received, Qb (cfs)0.0 0.0 0.0
Major Bypass Flow Received, Qb (cfs)0.0 0.0 0.0
Watershed Characteristics
Subcatchment Area (acres)
Percent Impervious
NRCS Soil Type
Watershed Profile
Overland Slope (ft/ft)
Overland Length (ft)
Channel Slope (ft/ft)
Channel Length (ft)
Minor Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
Major Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
CALCULATED OUTPUT
Minor Total Design Peak Flow, Q (cfs) 0.7 0.3 5.2
Major Total Design Peak Flow, Q (cfs) 3.2 1.3 24.3
Minor Flow Bypassed Downstream, Qb (cfs)0.0 0.0 N/A
Major Flow Bypassed Downstream, Qb (cfs)0.0 0.0 N/A
INLET MANAGEMENT
C03
MHFD-Inlet, Version 5.01 (April 2021)
Worksheet Protected
INLET NAME
Site Type (Urban or Rural)
Inlet Application (Street or Area)
Hydraulic Condition
Inlet Type
USER-DEFINED INPUT
User-Defined Design Flows
Minor QKnown (cfs)
Major QKnown (cfs)
Bypass (Carry-Over) Flow from Upstream
Receive Bypass Flow from:
Minor Bypass Flow Received, Qb (cfs)
Major Bypass Flow Received, Qb (cfs)
Watershed Characteristics
Subcatchment Area (acres)
Percent Impervious
NRCS Soil Type
Watershed Profile
Overland Slope (ft/ft)
Overland Length (ft)
Channel Slope (ft/ft)
Channel Length (ft)
Minor Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
Major Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
CALCULATED OUTPUT
Minor Total Design Peak Flow, Q (cfs)
Major Total Design Peak Flow, Q (cfs)
Minor Flow Bypassed Downstream, Qb (cfs)
Major Flow Bypassed Downstream, Qb (cfs)
INLET MANAGEMENT
Inlet F Inlet A Inlet B
URBAN URBAN URBAN
STREET STREET STREET
In Sump In Sump In Sump
CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening
0.4 0.6 0.5
1.9 2.4 2.2
No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received
0.0 0.0 0.0
0.0 0.0 0.0
0.4 0.6 0.5
1.9 2.4 2.2
N/A N/A N/A
N/A N/A N/A
C04
MHFD-Inlet, Version 5.01 (April 2021)
Worksheet Protected
INLET NAME
Site Type (Urban or Rural)
Inlet Application (Street or Area)
Hydraulic Condition
Inlet Type
USER-DEFINED INPUT
User-Defined Design Flows
Minor QKnown (cfs)
Major QKnown (cfs)
Bypass (Carry-Over) Flow from Upstream
Receive Bypass Flow from:
Minor Bypass Flow Received, Qb (cfs)
Major Bypass Flow Received, Qb (cfs)
Watershed Characteristics
Subcatchment Area (acres)
Percent Impervious
NRCS Soil Type
Watershed Profile
Overland Slope (ft/ft)
Overland Length (ft)
Channel Slope (ft/ft)
Channel Length (ft)
Minor Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
Major Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
CALCULATED OUTPUT
Minor Total Design Peak Flow, Q (cfs)
Major Total Design Peak Flow, Q (cfs)
Minor Flow Bypassed Downstream, Qb (cfs)
Major Flow Bypassed Downstream, Qb (cfs)
INLET MANAGEMENT
Inlet C1 Inlet C2 Inlet C3
URBAN URBAN URBAN
STREET STREET STREET
On Grade On Grade On Grade
CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening
5.3 2.4 2.0
24.3 10.4 8.8
No Bypass Flow Received No Bypass Flow Received User-Defined
0.0 0.0 0.0
0.0 0.0 3.3
5.3 2.4 2.0
24.3 10.4 12.1
0.0 0.0 0.0
7.9 2.7 4.2
C05
MHFD-Inlet, Version 5.01 (April 2021)
Worksheet Protected
INLET NAME
Site Type (Urban or Rural)
Inlet Application (Street or Area)
Hydraulic Condition
Inlet Type
USER-DEFINED INPUT
User-Defined Design Flows
Minor QKnown (cfs)
Major QKnown (cfs)
Bypass (Carry-Over) Flow from Upstream
Receive Bypass Flow from:
Minor Bypass Flow Received, Qb (cfs)
Major Bypass Flow Received, Qb (cfs)
Watershed Characteristics
Subcatchment Area (acres)
Percent Impervious
NRCS Soil Type
Watershed Profile
Overland Slope (ft/ft)
Overland Length (ft)
Channel Slope (ft/ft)
Channel Length (ft)
Minor Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
Major Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
CALCULATED OUTPUT
Minor Total Design Peak Flow, Q (cfs)
Major Total Design Peak Flow, Q (cfs)
Minor Flow Bypassed Downstream, Qb (cfs)
Major Flow Bypassed Downstream, Qb (cfs)
INLET MANAGEMENT
Inlet C6 Inlet D Inlet C5
URBAN URBAN URBAN
STREET STREET STREET
On Grade In Sump On Grade
CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening
0.7 0.6 2.3
3.2 2.6 10.7
No Bypass Flow Received No Bypass Flow Received User-Defined
0.0 0.0 0.0
0.0 0.0 0.0
0.7 0.6 2.3
3.2 2.6 10.7
0.0 N/A 0.0
0.0 N/A 3.3
C06
MHFD-Inlet, Version 5.01 (April 2021)
Worksheet Protected
INLET NAME
Site Type (Urban or Rural)
Inlet Application (Street or Area)
Hydraulic Condition
Inlet Type
USER-DEFINED INPUT
User-Defined Design Flows
Minor QKnown (cfs)
Major QKnown (cfs)
Bypass (Carry-Over) Flow from Upstream
Receive Bypass Flow from:
Minor Bypass Flow Received, Qb (cfs)
Major Bypass Flow Received, Qb (cfs)
Watershed Characteristics
Subcatchment Area (acres)
Percent Impervious
NRCS Soil Type
Watershed Profile
Overland Slope (ft/ft)
Overland Length (ft)
Channel Slope (ft/ft)
Channel Length (ft)
Minor Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
Major Storm Rainfall Input
Design Storm Return Period, Tr (years)
One-Hour Precipitation, P1 (inches)
CALCULATED OUTPUT
Minor Total Design Peak Flow, Q (cfs)
Major Total Design Peak Flow, Q (cfs)
Minor Flow Bypassed Downstream, Qb (cfs)
Major Flow Bypassed Downstream, Qb (cfs)
INLET MANAGEMENT
Inlet C4 User-Defined
URBAN
STREET
In Sump
CDOT Type R Curb Opening
4.7
20.7
User-Defined
0.0
14.8
4.7
35.5
N/A
N/A
C07
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.022 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2
inches
Allow Flow Depth at Street Crown (check box for yes, leave blank for no)
MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow =11.9 11.9 cfs
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Hyline Residences
Inlet G
1
C08
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening)No = 2 2
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =5.00 5.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q = 0.7 3.2 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.0 cfs
Capture Percentage = Qa/Qo =C% = 100 100 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
CDOT Type R Curb OpeningCDOT Type R Curb Opening
1
C09
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.022 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2
inches
Allow Flow Depth at Street Crown (check box for yes, leave blank for no).
MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow =11.9 11.9 cfs
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Hyline Residences
Inlet H
1
C10
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening)No = 1 1
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =5.00 5.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q = 0.3 1.3 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.0 cfs
Capture Percentage = Qa/Qo =C% = 100 98 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
CDOT Type R Curb OpeningCDOT Type R Curb Opening
1
C11
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =22.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.0 11.4
inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Hyline Residences
Inlet E
1
C12
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =2 2
Water Depth at Flowline (outside of local depression)Ponding Depth =5.0 11.4 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.25 0.78 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.47 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.87 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =6.3 24.9 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =5.2 24.3 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
1
C13
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =22.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.0 11.4
inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Hyline Residences
Inlet F
1
C14
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =5.0 11.4 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.25 0.78 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.64 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =3.5 12.0 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.4 1.9 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
1
C15
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.0 11.4
inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Hyline Residences
Inlet A
1
C16
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =5.0 11.4 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.25 0.78 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.64 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =3.5 12.0 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.6 2.4 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
1
C17
Project:
Inlet ID:
DI NEA
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.0 11.4
inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Hyline Residences
Inlet B
1
C18
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =5.0 11.4 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.25 0.78 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.64 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =3.5 12.0 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.5 2.2 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
1
C19
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =22.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =1.410 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.0 11.4
inches
Allow Flow Depth at Street Crown (check box for yes, leave blank for no)
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =5.5 30.1 cfs
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Hyline Residences
Inlet C1
1
C20
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening)No = 3 3
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =5.00 5.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q = 5.3 16.4 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 7.9 cfs
Capture Percentage = Qa/Qo =C% = 100 67 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
CDOT Type R Curb OpeningCDOT Type R Curb Opening
1
C21
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =22.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =1.410 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.0 11.4
inches
Allow Flow Depth at Street Crown (check box for yes, leave blank for no)
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =5.5 30.1 cfs
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Hyline Residences
Inlet C2
1
C22
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening)No = 2 2
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =5.00 5.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q = 2.4 7.7 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 2.7 cfs
Capture Percentage = Qa/Qo =C% = 100 74 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
CDOT Type R Curb OpeningCDOT Type R Curb Opening
1
C23
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =22.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.020 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.0 11.4
inches
Allow Flow Depth at Street Crown (check box for yes, leave blank for no)
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =10.5 108.1 cfs
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Hyline Residences
Inlet C3
1
C24
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening)No = 2 2
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =5.00 5.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q = 2.0 7.9 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 4.2 cfs
Capture Percentage = Qa/Qo =C% = 100 66 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
CDOT Type R Curb OpeningCDOT Type R Curb Opening
1
C25
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =22.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.006 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.0 11.4
inches
Allow Flow Depth at Street Crown (check box for yes, leave blank for no)
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =5.9 72.7 cfs
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Hyline Residences
Inlet C6
1
C26
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening)No = 2 2
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =5.00 5.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q = 0.7 3.2 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.0 cfs
Capture Percentage = Qa/Qo =C% = 100 100 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
CDOT Type R Curb OpeningCDOT Type R Curb Opening
1
C27
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =22.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =21.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =21.0 21.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 11.4
inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Hyline Residences
Inlet D
1
C28
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =5.0 11.4 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.25 0.78 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.64 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =3.5 12.0 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.6 2.6 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
1
C29
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =22.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.006 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =5.0 11.4
inches
Allow Flow Depth at Street Crown (check box for yes, leave blank for no)
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =5.9 72.7 cfs
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Hyline Residences
Inlet C5
1
C30
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening)No = 2 2
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =5.00 5.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q = 2.3 7.4 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 3.3 cfs
Capture Percentage = Qa/Qo =C% = 100 69 %
INLET ON A CONTINUOUS GRADE
MHFD-Inlet, Version 5.01 (April 2021)
CDOT Type R Curb OpeningCDOT Type R Curb Opening
1
C31
Project:
Inlet ID:
Gutter Geometry:
Maximum Allowable Width for Spread Behind Curb TBACK =22.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =21.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =21.0 21.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 11.4
inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Hyline Residences
Inlet C4
1
C32
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =3 3
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 11.4 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =N/A N/A feet
Width of a Unit Grate Wo =N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =N/A N/A ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.78 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.79 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =13.5 38.1 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =4.7 35.5 cfs
CDOT Type R Curb Opening
INLET IN A SUMP OR SAG LOCATION
MHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT Type R Curb Opening
Override Depths
1
C33
C34
C35
Conduit FlexTable: Combined Pipe/Node Report
Energy Grade
Line (Out)
(ft)
Energy Grade
Line (In)
(ft)
Hydraulic
Grade Line
(Out)
(ft)
Hydraulic
Grade Line
(In)
(ft)
Velocity
(ft/s)
Flow
(cfs)
Invert (Stop)
(ft)
Stop NodeInvert (Start)
(ft)
Start NodeMaterialDiameter
(in)
Label
5,077.045,077.175,076.715,076.904.585.305,076.14DPD5,076.0030IN FES-1Concrete30.0P1
5,077.195,077.615,077.065,077.355.724.705,076.64DPC45,076.14DPDConcrete30.0P2
5,077.005,077.445,076.715,077.184.335.005,076.44MH-65,076.0030IN FES-2Concrete30.0P3
5,077.955,078.155,077.385,077.626.0621.405,076.20MH-15,076.0042IN FES-3Concrete42.0P4
5,078.315,079.735,078.045,079.207.6721.405,077.78MH-25,076.20MH-1Concrete42.0P5
5,079.775,084.475,079.735,084.158.828.105,083.25MH-35,077.78MH-2Concrete36.0P6
5,084.535,085.175,084.345,084.856.348.105,083.95MH-45,083.25MH-3Concrete36.0P7
5,085.275,086.395,085.115,086.075.308.105,085.17MH-55,083.95MH-4Concrete36.0P8
5,086.455,086.685,086.295,086.3712.107.605,085.50DPA5,085.17MH-5Concrete36.0P9
5,086.745,086.805,086.525,086.484.957.005,085.60DPOS25,085.50DPAConcrete30.0P10
5,086.295,086.305,086.295,086.293.070.505,085.50DPB5,085.17MH-5Concrete24.0P11
5,077.415,084.135,077.345,083.916.063.005,083.31MH-75,076.44MH-6Concrete24.0P13
5,084.145,084.315,084.075,084.134.622.305,083.60DPC55,083.31MH-7Concrete24.0P14
5,084.075,084.085,084.075,084.055.940.705,083.60DPC65,083.31MH-7Concrete24.0P15
5,077.375,077.395,077.345,077.343.242.005,076.56DPC35,076.44MH-6Concrete24.0P16
5,079.775,080.205,079.735,079.888.177.705,079.01MH-85,077.78MH-2Concrete36.0P17
5,080.215,080.255,080.105,080.084.775.305,079.17DPC15,079.01MH-8Concrete30.0P18
5,080.135,080.135,080.105,080.104.022.405,079.06DPC25,079.01MH-8Concrete30.0P19
5,079.755,079.785,079.735,079.734.555.605,078.43MH-95,077.78MH-2Concrete36.0P20
5,079.815,079.825,079.775,079.764.445.205,078.57DPE5,078.43MH-9Concrete36.0P21
5,079.775,079.775,079.775,079.763.470.405,078.57DPF5,078.43MH-9Concrete24.0P22
5,075.515,075.695,075.355,075.553.161.005,075.18DPH5,075.0018IN FES-4Concrete18.0P23
5,075.665,075.765,075.625,075.662.580.705,075.34DPG5,075.18DPHConcrete18.0P24
5,076.005,076.005,076.005,076.000.000.005,074.00OUTLET STRUCTURE5,073.5015IN FES-5Concrete15.0P25
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FlexTable: Catch Basin Table
Hydraulic Grade
Line (Out)
(ft)
Hydraulic Grade
Line (In)
(ft)
Elevation
(Invert)
(ft)
Elevation (Rim)
(ft)
Flow (Additional
Carryover)
(cfs)
Elevation
(Ground)
(ft)
Label
5,076.905,077.065,076.145,081.590.605,081.09DPD
5,077.355,077.355,076.645,081.594.705,081.09DPC4
5,079.765,079.765,078.575,083.855.205,083.35DPE
5,079.765,079.765,078.575,083.860.405,083.36DPF
5,086.375,086.525,085.505,090.220.605,089.72DPA
5,086.295,086.295,085.505,090.240.505,089.74DPB
5,080.105,080.105,079.065,084.952.405,084.45DPC2
5,080.085,080.085,079.175,084.945.305,084.44DPC1
5,086.485,086.485,085.605,090.007.005,092.00DPOS2
5,084.135,084.135,083.605,089.102.305,088.60DPC5
5,084.055,084.055,083.605,089.080.705,088.58DPC6
5,077.345,077.345,076.565,082.172.005,081.67DPC3
5,075.555,075.625,075.185,080.810.305,080.31DPH
5,075.665,075.665,075.345,080.840.705,080.34DPG
5,076.005,076.005,074.005,077.000.005,077.00OUTLET STRUCTURE
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FlexTable: Manhole Table
Hydraulic Grade
Line (Out)
(ft)
Hydraulic Grade
Line (In)
(ft)
Elevation (Invert
in 1)
(ft)
Elevation (Rim)
(ft)
Structure TypeDiameter
(in)
Label
5,077.625,078.045,076.205,081.61Circular Structure60.0MH-1
5,079.205,079.735,077.785,084.47Circular Structure60.0MH-2
5,079.735,079.775,078.435,083.57Circular Structure60.0MH-9
5,084.155,084.345,083.255,092.33Circular Structure60.0MH-3
5,084.855,085.115,083.955,093.75Circular Structure60.0MH-4
5,086.075,086.295,085.175,089.90Circular Structure60.0MH-5
5,079.885,080.105,079.015,084.67Circular Structure60.0MH-8
5,077.185,077.345,076.445,081.78Circular Structure60.0MH-6
5,083.915,084.075,083.315,088.81Circular Structure60.0MH-7
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FlexTable: Outfall Table
Flow (Total Out)
(cfs)
Hydraulic Grade
(ft)
Boundary Condition TypeElevation
(Invert)
(ft)
Set Rim to
Ground
Elevation?
Elevation
(Ground)
(ft)
LabelID
5.305,076.71Free Outfall5,076.00True5,079.5030IN FES-131
5.005,076.71Free Outfall5,076.00True5,079.5030IN FES-279
1.005,075.35Free Outfall5,075.00True5,080.0018IN FES-497
0.005,076.00User Defined Tailwater5,073.50True5,078.0015IN FES-598
21.405,077.38Free Outfall5,076.00True5,079.5042IN FES-3110
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Profile Report
Engineering Profile - FES1 TO DPC4 (221221 STORM 2YR.stsw)
5,075.00
5,080.00
5,085.00
-0+50 0+00 0+50 1+00
Station (ft)Elevation (ft)DPC4
Rim: 5,081.59 ft
Invert: 5,076.64 ft
DPD
Rim: 5,081.59 ft
Invert: 5,076.14 ft30IN FES-1
Rim: 5,079.50 ft
Invert: 5,076.00 ft
P 2 : 4 6 .2 f t @ -0 .0 1 1 f t /f t
C i r c l e - 3 0 .0 i n C o n c r e t e
P 1 : 2 6 .5 f t @ -0 .0 0 5 f t /f t
C i r c l e - 3 0 .0 i n C o n c r e t e
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Profile Report
Engineering Profile - FES2 TO DPC3 (221221 STORM 2YR.stsw)
5,075.00
5,080.00
5,085.00
-0+50 0+00 0+50 1+00 1+50
Station (ft)Elevation (ft)MH-6
Rim: 5,081.78 ft
Invert: 5,076.44 ft
DPC3
Rim: 5,082.17 ft
Invert: 5,076.56 ft
30IN FES-2
Rim: 5,079.50 ft
Invert: 5,076.00 ft
P 3 : 9 3.6 ft @ -0.0 0 5 f t/ft
C i r c l e - 3 0 .0 i n C o n c r e t e
P1 6 : 2 9 .3 f t @ -0 .0 0 4 f t/f t
C i r c l e - 2 4 .0 i n C o n c r e t e
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Profile Report
Engineering Profile - FES2 TO DPC5 (221221 STORM 2YR.stsw)
5,075.00
5,080.00
5,085.00
5,090.00
-0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50
Station (ft)Elevation (ft)MH-7
Rim: 5,088.81 ft
Invert: 5,083.31 ft
MH-6
Rim: 5,081.78 ft
Invert: 5,076.44 ft
DPC5
Rim: 5,089.10 ft
Invert: 5,083.60 ft
30IN FES-2
Rim: 5,079.50 ft
Invert: 5,076.00 ft
P3: 93.6 ft @ -0.005 ft/ft
C ircle - 30.0 in Concr ete
P 1 4 : 2 9 .2 f t @ -0 .0 1 0 f t /f t
C i r c l e - 2 4 .0 i n C o n c r e t e
P 1 3 : 4 0 0 .1 f t @ -0 .0 1 7 f t /f t
C i r c l e - 2 4 .0 i n C o n c r e t e
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Profile Report
Engineering Profile - FES3 TO DPC1 (221221 STORM 2YR.stsw)
5,075.00
5,080.00
5,085.00
-0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50
Station (ft)Elevation (ft)MH-8
Rim: 5,084.67 ft
Invert: 5,079.01 ft
MH-2
Rim: 5,084.47 ft
Invert: 5,077.78 ft
MH-1
Rim: 5,081.61 ft
Invert: 5,076.20 ft
DPC1
Rim: 5,084.94 ft
Invert: 5,079.17 ft
42IN FES-3
Rim: 5,079.50 ft
Invert: 5,076.00 ft
P 1 8 : 2 7 .2 f t @ -0 .0 0 6 f t /f t
C i r c l e - 3 0 .0 i n C o n c r e t e
P 1 7 : 5 8 .8 f t @ -0 .0 2 1 f t /f t
C i r c l e - 3 6 .0 i n C o n c r e t e
P5 : 1 9 7 .0 f t @ -0 .0 0 8 f t /f t
C i r c l e - 4 2 .0 i n C o n c r e t e
P4: 47.7 f t @ -0.004 ft/f t
C ircl e - 42.0 in C oncr ete
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Profile Report
Engineering Profile - DPC1 TO DPC2 (221221 STORM 2YR.stsw)
5,075.00
5,080.00
5,085.00
-0+50 0+00 0+50
Station (ft)Elevation (ft)MH-8
Rim: 5,084.67 ft
Invert: 5,079.01 ftDPC2
Rim: 5,084.95 ft
Invert: 5,079.06 ft
DPC1
Rim: 5,084.94 ft
Invert: 5,079.17 ft
P19: 7.2 ft @ -0.007 ft/ft
Circle - 30.0 in Concrete
P 1 8 : 2 7 .2 f t @ -0 .0 0 6 f t /f t
C i r c l e - 3 0 .0 i n C o n c r e t e
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Profile Report
Engineering Profile - FES3 TO DPE (221221 STORM 2YR.stsw)
5,075.00
5,080.00
5,085.00
-0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50
Station (ft)Elevation (ft)MH-9
Rim: 5,083.57 ft
Invert: 5,078.43 ft
MH-2
Rim: 5,084.47 ft
Invert: 5,077.78 ft
MH-1
Rim: 5,081.61 ft
Invert: 5,076.20 ft DPE
Rim: 5,083.85 ft
Invert: 5,078.57 ft
42IN FES-3
Rim: 5,079.50 ft
Invert: 5,076.00 ft
P 2 1: 27 .2 ft @ -0.0 05 f t /f t
C i rcl e - 3 6.0 in C o n c re te
P20 : 125.0 ft @ -0.00 5 ft /ft
Ci rcl e - 36.0 in C oncre teP5: 1 9 7 .0 f t @ -0 .0 0 8 f t /f t
C i r c l e - 4 2 .0 i n C o n c r e t e
P4: 47.7 ft @ -0.004 ft/ft
Cir cle - 42.0 in C oncre te
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Profile Report
Engineering Profile - DPE TO DPF (221221 STORM 2YR.stsw)
5,075.00
5,080.00
5,085.00
-0+50 0+00 0+50
Station (ft)Elevation (ft)MH-9
Rim: 5,083.57 ft
Invert: 5,078.43 ft
DPF
Rim: 5,083.86 ft
Invert: 5,078.57 ft
DPE
Rim: 5,083.85 ft
Invert: 5,078.57 ft
P22: 7.2 ft @ -0.020 ft/ft
Circle - 24.0 in Concrete
P 2 1 : 2 7 .2 f t @ -0 .0 0 5 f t /f t
C i r c l e - 3 6 .0 i n C o n c r e t e
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Profile Report
Engineering Profile - DPC5 TO DPC6 (221221 STORM 2YR.stsw)
5,080.00
5,085.00
5,090.00
-0+50 0+00 0+50
Station (ft)Elevation (ft)MH-7
Rim: 5,088.81 ft
Invert: 5,083.31 ft
DPC6
Rim: 5,089.08 ft
Invert: 5,083.60 ft
DPC5
Rim: 5,089.10 ft
Invert: 5,083.60 ft
P 1 4 : 2 9 .2 f t @ -0 .0 1 0 f t /f t
C i r c l e - 2 4 .0 i n C o n c r e t e
P15: 5.2 ft @ -0.056 ft/ft
Circle - 24.0 in Concrete
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Profile Report
Engineering Profile - FES4 TO DPG (221221 STORM 2YR.stsw)
5,075.00
5,080.00
5,085.00
-0+50 0+00 0+50 1+00
Station (ft)Elevation (ft)DPG
Rim: 5,080.84 ft
Invert: 5,075.34 ft
DPH
Rim: 5,080.81 ft
Invert: 5,075.18 ft
18IN FES-4
Rim: 5,080.00 ft
Invert: 5,075.00 ft
P 2 4 : 3 4 .3 f t @ -0 .0 0 5 f t /f t
C i r c l e - 1 8 .0 i n C o n c r e t e
P 2 3 : 2 9 .2 f t @ -0 .0 0 6 f t /f t
C i r cl e - 1 8 .0 i n C o n c r e t e
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Profile Report
Engineering Profile - FES3 TO DPOS2 (221221 STORM 2YR.stsw)
5,075.00
5,080.00
5,085.00
5,090.00
5,095.00
-0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00
Station (ft)Elevation (ft)MH-5
Rim: 5,089.90 ft
Invert: 5,085.17 ft
MH-4
Rim: 5,093.75 ft
Invert: 5,083.95 ft
MH-3
Rim: 5,092.33 ft
Invert: 5,083.25 ft
MH-2
Rim: 5,084.47 ft
Invert: 5,077.78 ft
MH-1
Rim: 5,081.61 ft
Invert: 5,076.20 ft
DPOS2
Rim: 5,090.00 ft
Invert: 5,085.60 ft
DPA
Rim: 5,090.22 ft
Invert: 5,085.50 ft
42IN FES-3
Rim: 5,079.50 ft
Invert: 5,076.00 ft
P10: 19.1 ft @ -0.005 ft/ft
Circ le - 30.0 in Conc rete
P9: 5.1 ft @ -0.065 ft/ft
Circle - 36.0 in Concrete
P8: 206.3 f t @ -0.006 ft/ft
Circ le - 36.0 in Concr eteP7: 71 .3 f t @ -0 .0 1 0 ft /f t
C irc le - 3 6 .0 i n C o n cr e t e
P 6 : 2 1 9 .3 f t @ -0 .0 2 5 f t /f t
C i r c l e - 3 6 .0 i n C o n c r e t e
P5 : 19 7 .0 f t @ -0 .008 ft/ft
Circle - 42 .0 in C o ncrete
P4: 47.7 ft @ -0.004 ft/ft
Circle - 42.0 in Concrete
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Conduit FlexTable: Combined Pipe/Node Report
Energy Grade
Line (Out)
(ft)
Energy Grade
Line (In)
(ft)
Hydraulic
Grade Line
(Out)
(ft)
Hydraulic
Grade Line
(In)
(ft)
Velocity
(ft/s)
Flow
(cfs)
Invert (Stop)
(ft)
Stop NodeInvert (Start)
(ft)
Start NodeMaterialDiameter
(in)
Label
5,080.145,080.375,079.205,079.437.7638.105,076.14DPD5,076.0030IN FES-1Concrete30.0P1
5,080.805,081.155,079.995,080.347.2335.505,076.64DPC45,076.14DPDConcrete30.0P2
5,079.425,079.615,079.205,079.393.7718.505,076.44MH-65,076.0030IN FES-2Concrete30.0P3
5,080.545,080.845,079.205,079.588.9085.605,076.20MH-15,076.0042IN FES-3Concrete42.0P4
5,081.825,083.245,080.595,082.018.9085.605,077.78MH-25,076.20MH-1Concrete42.0P5
5,083.635,086.025,083.245,085.1813.4235.305,083.25MH-35,077.78MH-2Concrete36.0P6
5,086.205,086.725,085.685,085.889.5035.305,083.95MH-45,083.25MH-3Concrete36.0P7
5,087.015,087.945,086.555,087.107.8235.305,085.17MH-55,083.95MH-4Concrete36.0P8
5,088.115,088.165,087.695,087.3718.6133.105,085.50DPA5,085.17MH-5Concrete36.0P9
5,088.445,088.535,087.775,087.856.8730.705,085.60DPOS25,085.50DPAConcrete30.0P10
5,087.695,087.705,087.695,087.690.702.205,085.50DPB5,085.17MH-5Concrete24.0P11
5,079.705,084.965,079.525,084.488.6510.605,083.31MH-75,076.44MH-6Concrete24.0P13
5,084.955,085.005,084.815,084.766.437.405,083.60DPC55,083.31MH-7Concrete24.0P14
5,084.845,084.845,084.815,084.809.373.205,083.60DPC65,083.31MH-7Concrete24.0P15
5,079.625,079.665,079.525,079.562.517.905,076.56DPC35,076.44MH-6Concrete24.0P16
5,083.425,083.505,083.245,083.323.4124.105,079.01MH-85,077.78MH-2Concrete36.0P17
5,083.625,083.665,083.455,083.493.3416.405,079.17DPC15,079.01MH-8Concrete30.0P18
5,083.485,083.495,083.455,083.451.577.705,079.06DPC25,079.01MH-8Concrete30.0P19
5,083.465,083.655,083.245,083.443.7126.205,078.43MH-95,077.78MH-2Concrete36.0P20
5,083.755,083.795,083.575,083.613.4424.305,078.57DPE5,078.43MH-9Concrete36.0P21
5,083.585,083.585,083.575,083.570.601.905,078.57DPF5,078.43MH-9Concrete24.0P22
5,079.305,079.355,079.205,079.252.554.505,075.18DPH5,075.0018IN FES-4Concrete18.0P23
5,079.355,079.395,079.305,079.341.813.205,075.34DPG5,075.18DPHConcrete18.0P24
5,076.465,076.995,076.005,076.535.466.705,074.00OUTLET STRUCTURE5,073.5015IN FES-5Concrete15.0P25
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FlexTable: Catch Basin Table
Hydraulic Grade
Line (Out)
(ft)
Hydraulic Grade
Line (In)
(ft)
Elevation
(Invert)
(ft)
Elevation (Rim)
(ft)
Flow (Additional
Carryover)
(cfs)
Elevation
(Ground)
(ft)
Label
5,079.435,079.995,076.145,081.592.605,081.09DPD
5,080.345,080.345,076.645,081.5935.505,081.09DPC4
5,083.615,083.615,078.575,083.8524.305,083.35DPE
5,083.575,083.575,078.575,083.861.905,083.36DPF
5,087.375,087.775,085.505,090.222.405,089.72DPA
5,087.695,087.695,085.505,090.242.205,089.74DPB
5,083.455,083.455,079.065,084.957.705,084.45DPC2
5,083.495,083.495,079.175,084.9416.405,084.44DPC1
5,087.855,087.855,085.605,090.0030.705,092.00DPOS2
5,084.765,084.765,083.605,089.107.405,088.60DPC5
5,084.805,084.805,083.605,089.083.205,088.58DPC6
5,079.565,079.565,076.565,082.177.905,081.67DPC3
5,079.255,079.305,075.185,080.811.305,080.31DPH
5,079.345,079.345,075.345,080.843.205,080.34DPG
5,076.535,076.535,074.005,077.006.705,077.00OUTLET STRUCTURE
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FlexTable: Manhole Table
Hydraulic Grade
Line (Out)
(ft)
Hydraulic Grade
Line (In)
(ft)
Elevation (Invert
in 1)
(ft)
Elevation (Rim)
(ft)
Structure TypeDiameter
(in)
Label
5,079.585,080.595,076.205,081.61Circular Structure60.0MH-1
5,082.015,083.245,077.785,084.47Circular Structure60.0MH-2
5,083.445,083.595,078.435,083.57Circular Structure60.0MH-9
5,085.185,085.685,083.255,092.33Circular Structure60.0MH-3
5,085.885,086.555,083.955,093.75Circular Structure60.0MH-4
5,087.105,087.695,085.175,089.90Circular Structure60.0MH-5
5,083.325,083.455,079.015,084.67Circular Structure60.0MH-8
5,079.395,079.525,076.445,081.78Circular Structure60.0MH-6
5,084.485,084.815,083.315,088.81Circular Structure60.0MH-7
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FlexTable: Outfall Table
Flow (Total Out)
(cfs)
Hydraulic Grade
(ft)
Boundary Condition TypeElevation
(Invert)
(ft)
Set Rim to
Ground
Elevation?
Elevation
(Ground)
(ft)
LabelID
38.105,079.20User Defined Tailwater5,076.00True5,079.5030IN FES-131
18.505,079.20User Defined Tailwater5,076.00True5,079.5030IN FES-279
4.505,079.20User Defined Tailwater5,075.00True5,080.0018IN FES-497
6.705,076.00User Defined Tailwater5,073.50True5,078.0015IN FES-598
85.605,079.20User Defined Tailwater5,076.00True5,079.5042IN FES-3110
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Profile Report
Engineering Profile - FES1 TO DPC4 (221221 STORM 100YR.stsw)
5,075.00
5,080.00
5,085.00
-0+50 0+00 0+50 1+00
Station (ft)Elevation (ft)DPC4
Rim: 5,081.59 ft
Invert: 5,076.64 ft
DPD
Rim: 5,081.59 ft
Invert: 5,076.14 ft30IN FES-1
Rim: 5,079.50 ft
Invert: 5,076.00 ft
P 2 : 4 6 .2 f t @ -0 .0 1 1 f t /f t
C i r c l e - 3 0 .0 i n C o n c r e t e
P 1 : 2 6 .5 f t @ -0 .0 0 5 f t /f t
C i r c l e - 3 0 .0 i n C o n c r e t e
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Profile Report
Engineering Profile - FES2 TO DPC3 (221221 STORM 100YR.stsw)
5,075.00
5,080.00
5,085.00
-0+50 0+00 0+50 1+00 1+50
Station (ft)Elevation (ft)MH-6
Rim: 5,081.78 ft
Invert: 5,076.44 ft
DPC3
Rim: 5,082.17 ft
Invert: 5,076.56 ft
30IN FES-2
Rim: 5,079.50 ft
Invert: 5,076.00 ft
P 3 : 9 3 .6 ft @ -0 .0 0 5 f t/f t
C i rcl e - 3 0 .0 i n C o n cr e te
P 1 6 : 2 9 .3 ft @ -0 .0 0 4 ft /f t
C i r c l e - 2 4 .0 i n C o n c r e te
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Profile Report
Engineering Profile - FES2 TO DPC5 (221221 STORM 100YR.stsw)
5,075.00
5,080.00
5,085.00
5,090.00
-0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50
Station (ft)Elevation (ft)MH-7
Rim: 5,088.81 ft
Invert: 5,083.31 ft
MH-6
Rim: 5,081.78 ft
Invert: 5,076.44 ft
DPC5
Rim: 5,089.10 ft
Invert: 5,083.60 ft
30IN FES-2
Rim: 5,079.50 ft
Invert: 5,076.00 ft
P3: 93.6 ft @ -0.005 ft/ft
C ircle - 30.0 in Concr ete
P 1 4 : 2 9 .2 f t @ -0 .0 1 0 f t /f t
C i r c l e - 2 4 .0 i n C o n c r e t e
P 1 3 : 4 0 0 .1 f t @ -0 .0 1 7 f t /f t
C i r c l e - 2 4 .0 i n C o n c r e t e
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Profile Report
Engineering Profile - FES3 TO DPC1 (221221 STORM 100YR.stsw)
5,075.00
5,080.00
5,085.00
-0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50
Station (ft)Elevation (ft)MH-8
Rim: 5,084.67 ft
Invert: 5,079.01 ft
MH-2
Rim: 5,084.47 ft
Invert: 5,077.78 ft
MH-1
Rim: 5,081.61 ft
Invert: 5,076.20 ft
DPC1
Rim: 5,084.94 ft
Invert: 5,079.17 ft
42IN FES-3
Rim: 5,079.50 ft
Invert: 5,076.00 ft
P 1 8 : 2 7 .2 f t @ -0 .0 0 6 f t /f t
C i r c l e - 3 0 .0 i n C o n c r e t e
P 1 7 : 5 8 .8 f t @ -0 .0 2 1 f t /f t
C i r c l e - 3 6 .0 i n C o n c r e t e
P 5 : 1 9 7 .0 ft @ -0 .0 0 8 f t /f t
C i r c l e - 4 2 .0 i n C o n c r e t e
P 4: 47.6 ft @ -0.0 04 f t/ft
Ci r cle - 42.0 in Co ncrete
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Profile Report
Engineering Profile - DPC1 TO DPC2 (221221 STORM 100YR.stsw)
5,075.00
5,080.00
5,085.00
-0+50 0+00 0+50
Station (ft)Elevation (ft)MH-8
Rim: 5,084.67 ft
Invert: 5,079.01 ftDPC2
Rim: 5,084.95 ft
Invert: 5,079.06 ft
DPC1
Rim: 5,084.94 ft
Invert: 5,079.17 ft
P19: 7.2 ft @ -0.007 ft/ft
Circle - 30.0 in Concrete
P 1 8 : 2 7 .2 f t @ -0 .0 0 6 f t /f t
C i r c l e - 3 0 .0 i n C o n c r e t e
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Profile Report
Engineering Profile - FES3 TO DPE (221221 STORM 100YR.stsw)
5,075.00
5,080.00
5,085.00
-0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50
Station (ft)Elevation (ft)MH-9
Rim: 5,083.57 ft
Invert: 5,078.43 ft
MH-2
Rim: 5,084.47 ft
Invert: 5,077.78 ft
MH-1
Rim: 5,081.61 ft
Invert: 5,076.20 ft DPE
Rim: 5,083.85 ft
Invert: 5,078.57 ft
42IN FES-3
Rim: 5,079.50 ft
Invert: 5,076.00 ft
P21 : 27 .2 f t @ -0 .0 0 5 f t/f t
C i r c l e - 3 6 .0 i n C o n c r e t e
P 2 0: 125 .0 f t @ -0.005 ft/ft
Ci rc l e - 36 .0 i n Conc ret eP5: 1 9 7 .0 f t @ -0 .0 0 8 f t /ft
C i r c l e - 4 2 .0 i n C o n c re t e
P4: 4 7.6 ft @ -0.00 4 ft /ft
Circ le - 42.0 in Con crete
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Profile Report
Engineering Profile - DPE TO DPF (221221 STORM 100YR.stsw)
5,075.00
5,080.00
5,085.00
-0+50 0+00 0+50
Station (ft)Elevation (ft)MH-9
Rim: 5,083.57 ft
Invert: 5,078.43 ft
DPF
Rim: 5,083.86 ft
Invert: 5,078.57 ft
DPE
Rim: 5,083.85 ft
Invert: 5,078.57 ft
P22: 7.2 ft @ -0.020 ft/ft
Circle - 24.0 in Concrete
P 2 1 : 2 7 .2 f t @ -0 .0 0 5 f t /f t
C i r c l e - 3 6 .0 i n C o n c r e t e
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Profile Report
Engineering Profile - DPC5 TO DPC6 (221221 STORM 100YR.stsw)
5,080.00
5,085.00
5,090.00
-0+50 0+00 0+50
Station (ft)Elevation (ft)MH-7
Rim: 5,088.81 ft
Invert: 5,083.31 ft
DPC6
Rim: 5,089.08 ft
Invert: 5,083.60 ft
DPC5
Rim: 5,089.10 ft
Invert: 5,083.60 ft
P 1 4 : 2 9 .2 ft @ -0 .0 1 0 f t /f t
C i r c l e - 2 4 .0 i n C o n c r e t e
P15: 5.2 ft @ -0.056 ft/ft
Circle - 24.0 in Concrete
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Profile Report
Engineering Profile - FES4 TO DPG (221221 STORM 100YR.stsw)
5,075.00
5,080.00
5,085.00
-0+50 0+00 0+50 1+00
Station (ft)Elevation (ft)DPG
Rim: 5,080.84 ft
Invert: 5,075.34 ft
DPH
Rim: 5,080.81 ft
Invert: 5,075.18 ft
18IN FES-4
Rim: 5,080.00 ft
Invert: 5,075.00 ft
P 2 4 : 3 4 .3 f t @ -0 .0 0 5 f t /f t
C i r c l e - 1 8 .0 i n C o n c r e t e
P 2 3 : 2 9 .2 f t @ -0 .0 0 6 f t /f t
C i r cl e - 1 8 .0 i n C o n c r e t e
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Profile Report
Engineering Profile - FES3 TO DPOS2 (221221 STORM 100YR.stsw)
5,075.00
5,080.00
5,085.00
5,090.00
5,095.00
-0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00
Station (ft)Elevation (ft)MH-5
Rim: 5,089.90 ft
Invert: 5,085.17 ft
MH-4
Rim: 5,093.75 ft
Invert: 5,083.95 ft
MH-3
Rim: 5,092.33 ft
Invert: 5,083.25 ft
MH-2
Rim: 5,084.47 ft
Invert: 5,077.78 ft
MH-1
Rim: 5,081.61 ft
Invert: 5,076.20 ft
DPOS2
Rim: 5,090.00 ft
Invert: 5,085.60 ft
DPA
Rim: 5,090.22 ft
Invert: 5,085.50 ft
42IN FES-3
Rim: 5,079.50 ft
Invert: 5,076.00 ft
P 10: 19.1 ft @ -0.005 ft/f t
C ircle - 30.0 in Co ncrete
P9: 5.1 ft @ -0.065 ft/ft
Circle - 36.0 in Concrete
P8: 206.3 ft @ -0.00 6 ft/ft
Cir cle - 36.0 in Con creteP7: 7 1 .3 ft @ -0 .0 1 0 f t/ft
C i r cl e - 3 6 .0 in C on c r e te
P 6 : 2 1 9 .3 f t @ -0 .0 2 5 f t /f t
C i r c l e - 3 6 .0 i n C o n c r e t e
P5 : 19 7.0 ft @ -0.0 08 ft /f t
Circle - 4 2.0 in Con cr ete
P4: 47.6 ft @ -0.004 ft/ft
Circle - 42.0 in Concrete
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D
APPENDIX D
LOW IMPACT DEVELOPMENT, WATER QUALITY AND DETENTION POND
INFORMATION
SS
SS SS SS SS
FO FO FO FO FOFO
FO FO
G G G G G G
FO FO FO
FO FO
W W W W W W W W W W
G G G G G G G FOFOFOFOFOFOFOFOFOFOG G
GG
G GGE E E
E E
E E E E E
EEE STEEEEEEEEEEXXXXXXXXXXXXX X X X X X X X X XXXXXXXXXXXXXXXXXXX X X X X X XXXXXXXXXXXXXXXXXXXX XXXXXXXXXXXXXX X
XXXX X
X
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX X XXXXXXXXXXXXXXXXXXXXXXOHU OHU OHU OHU OHU
OHU
SS SS SS SS SS SS SS
SS
CTV
G
W
W
X X X X X
X
C.O.
VAULT
CABLE
ELEC
HY DVAULT
ELEC
ELEC
W HY DWW S
S
S
FO
E
G
VAULT
F.O.
VAULT
F.O.
C C
VAULT
F.O.
VAULT
F.O.
IMPERVIOUS
EXHIBIT
1
XXX
KM
ES
22-100-449-00
12/19/224065 SAINT CLOUD DRIVE, SUITE 201LOVELAND, CO 80538PHONE: 970-834-6364www.wilsonco.comDRAWN BY:
CHECKED BY:
DATE:DESCRIPTIONDATEPROPERTY OWNERSEALPROJECT NAMEPROJECT NO:
DESIGNED BY:
SHEET NO:
SHEET TITLE REV.BYXX%
S
U
B
MI
T
T
A
L
NOT
F
O
R
CON
S
T
R
U
C
TI
O
N
HULL ORCHARDSSUBDIVISIONSURFACE AREA
(SF)% IMPERVIOUS IMPERVIOUS AREA
(SF)
ROOF 110000 100 110000
PAVED 217254 100 217254
GRAVEL 4478 40 1,791
LANDSCAPE 258503 2 5,170
TOTAL 590235 55 324629
1
2
3
4
5
6
A B C D E
SURFACE AREA (SF)%
IMPERVIOUS
IMPERVIOUS AREA
(SF)
ROOF 8100 100 8100
PAVED 3374 100 3374
GRAVEL 54390 40 21756
LANDSCAPE 524371 2 10487
TOTAL 590235 7 41316 THE TRUE LIFE COMPANIES1601 19TH ST. SUITE 550DENVER, CO 80202
STOHU OHU OHU OHU OHU
OHU
S
C.O.
W
S
VAULT
CABLE
ELEC
S
HY DVAULT
ELEC
ELEC
HY DW
WW S
S
SS
FO
VAULT
F.O.
E
G
VAULT
F.O.
VAULT
F.O.
C C
VAULT
F.O.
VAULT
F.O.9'UE TYP.EX 4' CONCRETE PAN
PROP OUTLET
STRUCTURE
HYLINE DRIVE
LOT 1
BLOCK 1
LOT 2 LOT 3
LOT 4
LOT 9 LOT 8
LOT 7
LOT 6
LOT 5
LOT 1
LOT 2
LOT 3
LOT 4
LOT 5 LOT 6 LOT 7
LOT 8
LOT 9
LOT 10
LOT 11
BLOCK 2
LOT 1
LOT 2
LOT 3
LOT 4
LOT 5
LOT 6
LOT 7
LOT 8
LOT 9
LOT 10
LOT 11
LOT 12
LOT 13
LOT 14
LOT 15
LOT 16
LOT 1
LOT 2
LOT 3
LOT 4
LOT 5
LOT 6
LOT 7
LOT 8
LOT 9
LOT 10
LOT 11
LOT 12
LOT 13
LOT 1 LOT 2
LOT 3
LOT 5
LOT 4
TRACT F BLOCK 5
BLOCK 3 BLOCK 4
ATTIKA DRIVECHERRY SEED LANEMORELLO DRIVEBENTON LANE
TULARE DRIVECHERRY SEED LANEW SWALLOW RD
LOT 10
CEDAR VILLAGE 4TH FILING
SILVER PLUME ESTATES
HULL STREET
W SWALLOW RD
HULL STREET
TRACT A
(AE, DE, UE)
WQ AND DETENTION
POND
TRACT C
(DE)
TRACT D
(DE)
TRACT E
(PE, DE)
TRACT E
(PE, DE)
TRACT E
(PE, DE)
CEDAR VILLAGE 4TH FILING
SILVER PLUME ESTATES
CRAWS RESUBDIVISION
6 7 8 9
FISCH DR.
PART OF LOTS 5 & 6
SUB. OF W 1
2 OF
NW 1
4 27-7N-29W
PART OF LOTS 9 & 7
SUB. OF W 1
2 OF
NW 1
4 27-7N-29W
PART OF LOT 10
SUB. OF W 1
2 OF
NW 1
4 27-7N-29W
PART OF LOTS 5 & 6
SUB. OF W 1
2 OF
NW 1
4 27-7N-29W
TRACT A (CITY) LOT 3
SUB. OF W 1
2 OF
NW 1
4 27-7N-29W
LOT 2
SUB. OF W 1
2 OF
NW 1
4 27-7N-29W
LOT 1
SUB. OF W 1
2 OF
NW 1
4 27-7N-29W
1
10
SILVERPLUME ESTATES
SILVERPLUME ESTATES
CEDAR VILLAGE 4TH
7
8
9
10
11
12
13
14
15
16
61
62
63
TRACT B
(PE, DE)5090508550805
0
7
5
5
0
9
05090 508550905090
509550905
0
9
0
50955090509
0 508550905085
5
0
8
0
5080
5080
50855085509050905095509
5
5
0
9
5
5100
50
9
5
50
9
0509550905
0
9
0
50
9
0
509550855085 50755075508050805
0
8
0508050855090
50805080508550855090
BIORETENTION A
BIORETENTION C
UNDERGROUND WQ SYSTEM E
BIORETENTION D
BIORETENTION B
LID EXHIBIT
2
MPO
ES
ES
22-100-449-00
JANUARY 11, 20234065 SAINT CLOUD DRIVE, SUITE 201LOVELAND, CO 80538PHONE: 970-834-6364www.wilsonco.comDRAWN BY:
CHECKED BY:
DATE:DESCRIPTIONDATEPROPERTY OWNERSEALPROJECT NAMEPROJECT NO:
DESIGNED BY:
SHEET NO:
SHEET TITLE REV.BYPRE
LI
MI
N
A
R
Y
S
U
B
MI
T
T
A
L
NOT
F
O
R
CON
S
T
R
U
C
TI
O
N
HULL ORCHARDSSUBDIVISIONEXISTING MAJOR CONTOUR
PROPOSED LID TREATMENT AREA
FLOW PATH
LEGEND
EXISTING MINOR CONTOUR
PROPOSED MINOR CONTOUR
PROPOSED MAJOR CONTOUR
PROPOSED BIORETENTION THE TRUE LIFE COMPANIES1601 19TH ST. SUITE 550DENVER, CO 80202PROPOSED UNDERGROUND WQ SYSTEM
Impervious Area 324,629 sf
Required Minimum Impervious Area to be Treated 162,315 sf
Treatment - Underground WQ System E 35,471 sf
Treatment - Bioretention A-D 135,975 sf
Total impervious Area Treated 171,446 sf
Actual % of Impervious Area On-Site Treated by LID 53 %
50% On-Site Treatment by LID Requirement
LID Table
Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility
POND
Project Name: Hull Orchards Subdivision
Project Number: 21-100-449-00
Company: Wilson & Company
Designer: es
Date: 12/14/2022
1. Basin Storage Volume
A) Tributary Area's Imperviousness Ratio (i=Ia/100) Ia = 55 %
i = 0.55
B) Contributing Watershed Area (Area) A = 13.55 acres
C) Water Quality Capture Volume (WQCV) WQCV = 0.220426 watershed inches
(WQCV = 1.0 * (0.91 * i3 - 1.19 * i2 + 0.78i) )
D) Design Volume: Vol = WQCV/12 * Area * 1.2 Vol. = 0.30 ac-ft
D04
DETENTION VOLUME CALCULATIONS
Rational Volumetric (FAA) Method
100-Year Event
LOCATION:Hull Orchards Subdivision
PROJECT NO: 22-100-449-00
COMPUTATIONS BY: es
DATE: 1/4/2023
Equations:A, Area trib. to pond =13.55 acre
Developed flow = QD = CIA C (100) =0.80
Vol. In = Vi = T C I A = T QD Developed C A = 10.8 acre
Vol. Out = Vo =K QPO T Release rate, QPO =6.70 cfs
storage = S = Vi - Vo K =1 (from fig 2.1)
Rainfall intensity from City of Fort Collins IDF Curve with updated (3.67") rainfall
Storm Rainfall QD Vol. In Vol. Out Storage Storage
Duration, T Intensity, I (cfs)Vi Vo S S
(min) (in/hr)
(ft3)(ft3)(ft3)(ac-ft)
5 9.95 107.9 32357 2010 30347 0.70
10 7.77 84.2 50513 4020 46493 1.07
20 5.62 60.9 73113 8040 65073 1.49
30 4.47 48.4 87187 12060 75127 1.72
40 3.74 40.5 97298 16080 81218 1.86
50 3.23 35.1 105164 20100 85064 1.95
60 2.86 31.0 111598 24120 87478 2.01
70 2.57 27.9 117046 28140 88906 2.04
80 2.34 25.4 121774 32160 89614 2.06
90 2.15 23.3 125955 36180 89775 2.06
100 1.99 21.6 129706 40200 89506 2.05
110 1.86 20.2 133112 44220 88892 2.04
120 1.75 18.9 136233 48240 87993 2.02
Required Storage Volume: 89775 ft3
2.06 acre-ft
Required WQ Volume:0.30 acre-ft
Total Required Volume:2.36 acre-ft
DETENTION VOLUME CALCULATIONS
Rational Volumetric (FAA) Method
100-Year Event
230109 detention (2yr historic rate).xls,FAA-100yr
D05
LOCATION:Hull Orchards Subdivision
PROJECT NO: 22-100-449-00
COMPUTATIONS BY: es
DATE: 1/4/2023
0
20000
40000
60000
80000
100000
120000
140000
160000
0 20 40 60 80 100 120 140Volume (ft3)Storm Duration (min)
Inflow Volume Outflow Volume
230109 detention (2yr historic rate).xls,FAA-100yr
D06
DETENTION VOLUME CALCULATIONS
Rational Volumetric (FAA) Method
100-Year Event
230109 detention (2yr historic rate).xls,FAA-100yr
D07
LOCATION:Hull Orchards Subdivision
PROJECT NO: 22-100-449-00
COMPUTATIONS BY: es
DATE: 1/4/2023
0
10000
20000
30000
40000
50000
60000
70000
80000
90000
100000
0 20 40 60 80 100 120 140Volume (ft3)Storm Duration (min)
Storage Volume
230109 detention (2yr historic rate).xls,FAA-100yr
D08
Proposed WQ and Detention Pond - Stage/Storage
LOCATION: Hull Orchards Subdivision
PROJECT NO: 22-100-449-00
COMPUTATIONS BY: es
SUBMITTED BY: WILSON & CO
DATE: la
V = 1/3 d ( A + B + sqrt(A*B))
where V = volume between contours, ft3
d = depth between contours, ft
A = surface area of contour
Surface Incremental Total
Stage Area Storage Storage
(ft)(ft2)(ac-ft) (ac-ft)
5074.0 0
5075.0 2549 0.02 0.02
5076.0 14459 0.18 0.20
WQCV-5076.3 18643 0.11 0.31
5077.0 28407 0.38 0.69
5078.0 32353 0.70 1.38
5078.5 34583 0.41 1.80
5079.0 36482 0.38 2.17
100-YR WSEL-5079.2 40022 0.18 2.36
5080.0 53338 0.84 3.20
Required Storage Volume:2.06 acre-ft
Required WQ Volume:0.30 acre-ft
Total Required Volume:2.36 acre-ft
Proposed WQ and Detention Pond - Stage/Storage
230109 detention (2yr historic rate).xls
D09
Detention PondEmergency Overflow Spillway SizingLOCATION: Hull Orchards SubdivisionPROJECT NO: 22-100-449-00COMPUTATIONS BY: esSUBMITTED BY: WILSON & CODATE: 1/5/2023Equation for flow over a broad crested weirQ = CLH3/2where C = weir coefficient = 2.6H = overflow heightL = length of the weirThe pond has a spill elevation equal to the maximum water surface elevation in the pondDesign spillway with 0.5 ft flow depth, thus H = 0.5ftSize the spillway assuming that the pond outlet is completely clogged.Pond 305Q (100) = 132 cfs (peak flow into pond)Spill elev = 5079.21 ft = 100-year WSELMin top of berm elev.= 5080.00Weir length required:L = 144 ftUse L =144ftv = 1.79 ft/sspillway, 230109 detention (2yr historic rate).xlsD10
E
APPENDIX E
SOILS, FLOODPLAIN AND REFERENCE MATERIALS
Hydrologic Soil Group—Larimer County Area, Colorado
(Hull Orchards Subdivision)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1/3/2023
Page 1 of 444884204488460448850044885404488580448862044886604488700448874044887804488420448846044885004488540448858044886204488660448870044887404488780490420490460490500490540490580490620490660490700
490420 490460 490500 490540 490580 490620 490660 490700
40° 32' 59'' N 105° 6' 47'' W40° 32' 59'' N105° 6' 35'' W40° 32' 46'' N
105° 6' 47'' W40° 32' 46'' N
105° 6' 35'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 50 100 200 300
Feet
0 25 50 100 150
Meters
Map Scale: 1:1,900 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
E01
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 17, Sep 7, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 2, 2021—Aug 25,
2021
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Hydrologic Soil Group—Larimer County Area, Colorado
(Hull Orchards Subdivision)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1/3/2023
Page 2 of 4
E02
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
3 Altvan-Satanta loams, 0
to 3 percent slopes
B 12.0 95.2%
36 Fort Collins loam, 3 to 5
percent slopes
C 0.6 4.8%
Totals for Area of Interest 12.7 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Hydrologic Soil Group—Larimer County Area, Colorado Hull Orchards Subdivision
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1/3/2023
Page 3 of 4
E03
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Larimer County Area, Colorado Hull Orchards Subdivision
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1/3/2023
Page 4 of 4
E04
National Flood Hazard Layer FIRMette
0 500 1,000 1,500 2,000250
Feet
Ü
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOOD
HAZARD AREAS
Without Base Flood Elevation (BFE)
Zone A, V, A99
With BFE or DepthZone AE, AO, AH, VE, AR
Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mileZone X
Future Conditions 1% Annual
Chance Flood HazardZone X
Area with Reduced Flood Risk due to
Levee. See Notes.Zone X
Area with Flood Risk due to LeveeZone D
NO SCREEN Area of Minimal Flood Hazard Zone X
Area of Undetermined Flood HazardZone D
Channel, Culvert, or Storm Sewer
Levee, Dike, or Floodwall
Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
Coastal Transect
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of Study
Jurisdiction Boundary
Digital Data Available
No Digital Data Available
Unmapped
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 12/13/2022 at 2:43 PM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.
Legend
OTHER AREAS OF
FLOOD HAZARD
OTHER AREAS
GENERAL
STRUCTURES
OTHER
FEATURES
MAP PANELS
8
B 20.2
The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
1:6,000
105°7'14"W 40°33'5"N
105°6'36"W 40°32'38"N
Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020
E05
4065 St. Cloud, Suite.201
Loveland, CO 80538
970-834-6364 phone